CN201794071U - Prestressed anchor rod - Google Patents
Prestressed anchor rod Download PDFInfo
- Publication number
- CN201794071U CN201794071U CN2009202732117U CN200920273211U CN201794071U CN 201794071 U CN201794071 U CN 201794071U CN 2009202732117 U CN2009202732117 U CN 2009202732117U CN 200920273211 U CN200920273211 U CN 200920273211U CN 201794071 U CN201794071 U CN 201794071U
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- prestressed anchor
- pipe
- rod
- anchor
- free section
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Abstract
The utility model discloses a prestressed anchor rod which comprises a cylindrical round pipe and a rod body which extends axially along the round pipe, wherein one end of the cylindrical round pipe is provided with a cone-shaped expanding head; the rod body is divided into a free section and a non-free section; the non-free section directly contacts with cement pastes to form an anchorage section of the anchor rod; and the free section of the rod body doesn't contact with the cement pastes so as to apply prestress through tensioning the rod body. The prestressed anchor rod can be applied to special earth layers on which holes are not easy to be formed with high efficiency and low cost.
Description
Technical field
The utility model relates to field of civil engineering, relates in particular to prestressed anchor.
Background technology
In civil engineering slope reinforcement and city deep foundation pit support engineering, often to use the primary structure member of prestressed anchor as supporting and protection structure.But owing to be subjected to the restriction of conditions such as place, geology, unavoidably to and be difficult for carrying out the prestressed anchor construction in the soil layer of pore-forming at local unfavorable geology.In Yunnan Province and China some areas, exist many special soil layers that are difficult for pore-forming at full water miscellaneous fill, flour sand, quicksand, circle gravel, peat matter soil, strawberry soil etc., when applying prestressed anchor in the special soil layer that is difficult for pore-forming at these, the prestressed anchor pore-forming is difficulty very.In present conventional art, often adopt a complete set of pipe of hydraulic drill rig to advance pore-forming with pipe bit.But at anchor pole tonnage (tonnage of prestressed anchor is often less than 25 tons in soft layer) hour, adopt a complete set of pipe of hydraulic drill rig to advance hole creating technology with pipe bit, rig to the construction plant have relatively high expectations and needed cost bigger.
Therefore, need a kind of can be efficiently and inexpensively at the various prestressed anchors used in the special soil layer of pore-forming of being difficult for.
The utility model content
In view of the above problems, the utility model has been proposed so that a kind of prestressed anchor that overcomes the problems referred to above or address the above problem at least in part is provided.
According to an aspect of the present utility model, a kind of prestressed anchor is provided, this prestressed anchor comprises: cylindric pipe, one end of this pipe has cone shape enlarged footing, wherein said pipe has the injected hole section near a side of described enlarged footing, is distributed with the slurry presbyopia in described injected hole section; And the body of rod, in described pipe and along described pipe axial expansion, the described body of rod is divided into free section and non-free section, the non-free section of the described body of rod is near described enlarged footing location, and directly contact to form the anchoring section of described anchor pole with described cement paste, the free section of the described body of rod does not directly contact with described cement paste.
Can light and fast ground pore-forming in soil layer according to prestressed anchor of the present utility model, can't cause behind pore-forming hole wall problem such as subside, thereby can effectively solve a difficult problem that is difficult for the medium and small tonnage prestressed anchor of pore-forming soil layer pore-forming, have anchor pole and become porosity height, the useless hole of anchor pole and repeat into advantages such as porosity is low.Utilization is according to prestressed anchor of the present utility model, can accelerating construction progress, ensure the quality of products, and save construction investment.
Description of drawings
By reading hereinafter detailed description of the preferred embodiment, various other advantage and benefits will become cheer and bright for those of ordinary skills.Accompanying drawing only is used to illustrate the purpose of preferred implementation, and does not think restriction of the present utility model.And in whole accompanying drawing, represent identical parts with identical reference symbol.Wherein in the accompanying drawings, the alphabetic flag after the reference number is indicated a plurality of identical parts, when these parts of general reference, will omit its last alphabetic flag.In the accompanying drawings:
Fig. 1 shows the schematic diagram according to the prestressed anchor of an embodiment of the utility model;
Fig. 2 A shows the schematic diagram according to the injected hole section in the prestressed anchor of an embodiment of the utility model;
Fig. 2 B shows the schematic diagram according to the enlarged footing in the prestressed anchor of an embodiment of the utility model;
Fig. 2 C shows the cross-sectional view according to the pipe in the prestressed anchor of an embodiment of the utility model;
Fig. 2 D shows the schematic diagram according to the angle steel in the prestressed anchor of an embodiment of the utility model; And
Fig. 3 A shows the schematic diagram of prestressed anchor in soil layer according to an embodiment of the utility model;
Fig. 3 B shows the partial enlarged drawing of the prestressed anchor shown in Fig. 3 A; And
Fig. 4 shows the flow chart according to the prestressed anchor job practices of an embodiment of the utility model.
The specific embodiment
The utility model will be further described below in conjunction with accompanying drawing and concrete embodiment.
Fig. 1 and Fig. 2 A-2D show the schematic diagram according to the prestressed anchor 100 of an embodiment of the utility model.Shown in Fig. 1 and Fig. 2 A-2D, prestressed anchor comprises cylindric pipe 110, and it has thin tube wall usually, and tube wall is welded by steel or steel plate usually.This pipe is commonly referred to thin-walled welding pipe 110.Cylindrical pipe has the thickness of 3mm-5mm usually and typically has a diameter from 48-89mm.The length of anchor pole depends on practical engineering application and changes to have 15m-25m long usually.The size of above-mentioned certainly relevant anchor pole all is schematically, can change according to practical engineering application.
The front end of cylindrical pipe 110 has an enlarged footing 111, it is made into the closed circular taper, and (it is of a size of Φ 48mm-Φ 110mm, long 100mm-150mm), be beneficial to reduce the resistance when cylindrical pipe 110 is driven into soil layer and can rapidly this cylindrical pipe 110 being hit in the soil layer.
The main part of cylindrical pipe 110 comprises the injected hole section 112 and the not perforate section 115 of arranging near enlarged footing 111, and the length of this injected hole section 112 is generally the 2/3-3/4 of cylindrical pipe 110 total lengths.On this injected hole section 112,,, the cement paste in the welded tube is injected in the soil layer by these saturating slurry presbyopia 113 so that after being driven into cylindrical pipe 110 in the soil layer every the saturating slurry of segment distance distribution presbyopia 113.Saturating slurry presbyopia 113 vertically reaches hoop along cylindric tube wall and arranges.Particularly, starch presbyopia 113 thoroughly and on welded tube, evenly distribute, and be typically about 50cm along the axial interval of welded tube around the welded tube central axis.The shape of saturating slurry presbyopia 113 is generally circular, and has the bore dia of about 10mm.Can there be multiple mode to process these saturating slurry presbyopia 113, for example adopts the platform drill pore-forming to form these saturating slurry presbyopia 113.
In addition, a plurality of and angled angle steel 114 of welded tube central axis of welding on whole cylindrical pipe 110.A plurality of angle steel that utilization is welded on the outer wall of cylindrical pipe 110 are convenient to cylindrical pipe is driven in the soil layer, and can be increased the aperture of anchor hole.These angle steel have the size of L15mm*15mm*3mm (thickness) usually and have 20-30 degree angle with the welded tube central axis, certainly according to actual demands of engineering, can revise these sizes.
Shown in Fig. 3 A and 3B, prestressed anchor 100 except having above-mentioned cylindrical pipe 110, also have not shown in above-mentioned Fig. 1, be inserted in the body of rod 120 in the welded tube 110.The body of rod 120 is generally expanded vertically with the approximate ground that overlaps of the central axis of anchor pole.The body of rod 120 is generally reinforcing bar, and is being driven into cylindrical pipe 110 in the soil layer and is carrying out being inserted in the cylindrical pipe after the first normal pressure grouting in welded tube.The reinforcing bar that the body of rod 120 is adopted can adopt secondary common in the market or three grades of indented barss (diameter is 20-32mm).The body of rod 120 that is inserted in the welded tube 110 has free section and non-free section, and wherein non-free section is arranged near the enlarged footing of welded tube 110, and free section is arranged away from an end of enlarged footing near welded tube.The free section of the body of rod has about 1/3 to 1/2 the length of anchor pole total length.Should be noted in the discussion above that the length of the non-free section of the body of rod can be different from the length of the injected hole section in the welded tube 110.After welded tube 110 was driven in the soil layer, cement grout was injected in welded tube 110 soil layer on every side by the saturating slurry presbyopia 113 on the welded tube 110, and formed bigger diffusion region and the glued stone of bond cement district.Because the non-free section of the body of rod directly contacts with cement grout between in the watery stage, so the diffusion region of non-free section meeting of the body of rod and grouting formation and bond cement gluing stone district form the anchoring section (interior anchor section) of prestressed anchor together.The free section of the body of rod is protected with for example butter and vinyon sleeve pipe between in the watery stage; do not contact with cement grout; therefore can be that reinforcing bar can apply little tonnage prestressing force to the anchor pole that comprises cylindrical pipe, the body of rod and cement grout consolidation zone by the stretch-draw body of rod at cement grout after fixed certain length of time.Here should be understood that, depend on practical engineering application, can adopt other any device and mode that the free section of the body of rod and cement grout can be separated.
After prestressed anchor 100 forms,, need carry out stretch-draw to prestressed anchor 100 in order on prestressed anchor 100, to apply prestressing force in soil layer.For this reason, can be at the outer anchor head end place welding termination screw rod 301 of the body of rod away from soil layer one side, after anchor beam 303 and anchor plate and nut 305 are installed respectively on this screw rod 301, and screw rod 301 carried out pretension, subsequently by (termination screw rod material is generally the 45Mn steel so that this anchor pole 100 is carried out stretch-draw on the termination screw rod 301 that the punching jack is enclosed within on request anchor pole, length is generally 500mm, and screw diameter is Φ 20-Φ 40mm.)。
The structure of prestressed anchor 100 according to an embodiment of the utility model described above, as can be seen, because prestressed anchor 100 has cylindrical pipe 110, can guarantee that the anchor pole 100 in soil layer can not subside, this has improved the success rate of pore-forming.In addition, utilize the enlarged footing and the cylindrical pipe that invest cylindrical pipe front end, can be so that cylindrical pipe be driven in the soil layer.In addition, after being driven into cylindrical pipe 110 in the soil layer, can cement paste be injected in welded tube 110 soil layer on every side by the injected hole section 112 on the welded tube, to form the glued stone of bigger diffusion region and bond cement district.Because the injected hole section is in the soil layer depths, therefore, the anchoring section that the non-free section of the reinforcing bar in the anchor pole and these cement grout consolidation zone form can bear bigger prestressing force.
What it should be noted that is, when anchor pole was longer, single steel bar may have no idea to reach the fully length of anchor pole at this time can adopt straight screw sleeve or butt welding to connect two or many reinforcing bars reach the rock-bolt length requirement with formation the body of rod.
In addition, what should also be noted that is, between preventing in the watery stage, especially between the pressurization pustulation period, cement grout irrelevantly from anchor pole with welded tube on the corresponding part of injected hole section flow to and the welded tube part of not perforate section on one's body, isolate these parts in the anchor pole with ending the slurry bag between can be in the watery stage, so that cement paste correctly is injected in the soil layer around the welded tube 110 by saturating slurry presbyopia 113.
Learning according to above-mentioned, is progressively to form in the job practices that adopts prestressed anchor according to prestressed anchor of the present utility model.Fig. 4 shows the flow chart according to the prestressed anchor job practices 200 of an embodiment of the utility model.
After the position of having located the prestressed anchor hole, method enters step S230, wherein adopt jumbolter directly to be driven into cylindrical pipe in the soil layer, according to an embodiment, jumbolter is power usually with compressed air, compressed-air actuated operating pressure is generally 0.4～0.6MPa, and the work air quantity is 9～12m
3/ min, air compressor machine wherein adopts 12m
3The air compressor machine that/min is above.In addition, alternatively, after cylindrical pipe is driven into soil layer, check and accept the welded tube construction quality, the inspection welded tube is inserted length, the welded tube degree of skewness of soil layer.If welded tube length, the degree of skewness of inserting soil layer are undesirable, need choose position, anchor hole hole again, replenish and be driven into cylindrical pipe, and the defective welded tube of having constructed is carried out slip casting shutoff consolidation process.
After correctly being driven into cylindrical pipe in the soil layer, in step S240, adopt the cylindrical pipe of high pressure water washing, its objective is and discharge the residual impurity such as soil of possibility in the cylindrical pipe, and guarantee that cylindrical pipe injected hole is unimpeded, be convenient to slip casting.Generally speaking, water under high pressure pressure is controlled at about 1.0MPa, and the operation among the end step S240 when backwater is totally clarified, and enters step S250.
In step S250, under normal pressure, cement paste is injected in the welded tube, particularly, Grouting Pipe is inserted the welded tube bottom, adopt grout pump to carry out normal pressure grouting, make cement paste can be injected into by the saturating slurry presbyopia 113 on the welded tube 110 in welded tube 110 soil layer on every side by Grouting Pipe.In slurries filling anchor hole, make dregs and mud further discharge under the slurries effect in the welded tube.In common embodiment, the parameter of normal pressure grouting is as follows:
Grouting Pipe: Φ 18-Φ 25mm, length and welded tube are with long, and every root bead pipe is laid a Grouting Pipe.
Injecting paste material: label is Portland cement slurries P.042.5; Cement paste adopts the secondary mixer to stir.
Grout coordinate ratio: cement paste: triethanolamine (early strength admixture): 1: 0.5 ‰
Cement paste water/binder ratio: 1: 0.5
Cement slurry intensity: M30.
Grouting pressure: 0.2～0.4MPa gets big value during the property annotated difference.
The fullness coefficient of cement paste in the hole: reach more than 1.2.
When at normal pressure between the pustulation period, the pure slurry of cement flows out the welded tube mouth of pipe, and reaches the design grouting amount or reach design pressure when keeping more than 20 minutes, can finish normal pressure grouting, and enter next step
Step S260.
In step S260, free section is inserted in (implantation) cylindrical pipe with the body of rod that for example butter and vinyon sleeve pipe have carried out protection.Wherein, guarantee that the body of rod is implanted to the welded tube end, will control the gap of the body of rod and inner wall of welded pipe simultaneously well for guarantee implanting the quality of the anchor rod body in the welded tube.After the body of rod was inserted into cylindrical pipe, this method entered step S270, and secondary grouting wherein seals and pressurize anchor hole.Particularly, in step S270, after the body of rod is implanted cylindrical pipe, adopt immediately and end slurry bag sealing anchor hole (welded tube) aperture, and adopt grout pump by Grouting Pipe to the anchor hole secondary grouting (this moment, Grouting Pipe directly was enclosed within on the welded tube outer wall) that pressurizes, so that cement paste further is injected in welded tube 110 soil layer on every side, to form the glued stone of bigger diffusion region and bond cement district by the injected hole section 112 on the welded tube.According to an embodiment of the present utility model, the parameter of pressurization secondary grouting is as follows:
Injecting paste material: label is Portland cement slurries P.042.5; Cement paste adopts the secondary mixer to stir.
Grout coordinate ratio: cement paste: triethanolamine (early strength admixture): 1: 0.5 ‰
Cement paste water/binder ratio: 1: 0.55
Cement slurry intensity: M30.
Grouting pressure: 0.6～0.8MPa gets big value during the property annotated difference.
The slip casting ending standard: cement paste diffuses in the anchor hole under lasting pressure effect and infiltrates in the peripheral soil layer, reaches the design grouting amount or reach design pressure to keep 20 minutes.
After the pressurization secondary grouting is finished, in step S280, the slurry behind the pressurization secondary grouting is carried out abundant maintenance, after this, place, the end of anchor head welding screw rod outside the body of rod.And subsequently in step S290, carry out the anchor beam construction and anchor plate is installed, particularly, screw rod is passed anchor beam, anchor plate, and utilize nut that anchor plate is installed on the anchor beam, subsequently screw rod is carried out pretension.
Till step S290, the position of certain in soil layer has formed according to prestressed anchor of the present utility model.Subsequently, in step S300, carry out stretch-draw by the body of rod and on anchor pole, apply prestressing force anchor pole.According to an embodiment of the present utility model, comprise step applying prestressed method on the anchor pole: tensioning equipment (for example oil pressure gauge, jack, dynamometer) is enclosed within on the termination screw rod of anchor pole on request; Adopt the hierarchical loading mode that load is loaded on the anchor pole; After anchor rod body stretch-draw puts in place, can lock the body of rod, and adopt cold cut to cut the outer unnecessary body of rod of technology excision tensioning fixation section by the nut on the screw rod.Except above-mentioned method for stretching, can also adopt this area additive method commonly used to come anchor pole is carried out stretch-draw to apply prestressing force.After stretch-draw was finished, method 200 finished.
Job practices of the present utility model can adopt in being difficult for the special soil layer of pore-forming, the employed pore-forming equipment of this method is light, be convenient to move in the complicated construction place and operation, and the prestressed anchor pore-forming is quick, can effectively solve to be difficult for difficult problems such as hole wall subsides behind the medium and small tonnage prestressed anchor of pore-forming soil layer pore-forming difficulty, the pore-forming.According to job practices of the present utility model, construction safety reliability height, construction speed is fast, construction quality is guaranteed, thereby has saved investment.
It should be noted that the foregoing description describes the utility model rather than the utility model is limited, and those skilled in the art can design alternative embodiment under the situation of the scope that does not break away from claims.In the claims, any reference symbol between bracket should be configured to restriction to claim.Word " comprises " not to be got rid of existence and is not listed in element or step in the claim.Being positioned at word " " before the element or " one " does not get rid of and has a plurality of such elements.Any order is not represented in the use of word first, second and C grade.
Claims (9)
1. prestressed anchor is characterized in that this prestressed anchor comprises:
Cylindric pipe, an end of this pipe has cone shape enlarged footing, and wherein said pipe has the injected hole section near a side of described enlarged footing, is distributed with the slurry presbyopia in described injected hole section; And
The body of rod, in described pipe and along described pipe axial expansion, the described body of rod is divided into free section and non-free section, the non-free section of the described body of rod is near described enlarged footing location, and directly contact to form the anchoring section of described anchor pole with described cement paste, the free section of the described body of rod does not directly contact with described cement paste.
2. prestressed anchor as claimed in claim 1 is characterized in that also being welded with the angled angle steel of a plurality of and described pipe central axis on the outer wall of described cylindric pipe.
3. prestressed anchor as claimed in claim 2 is characterized in that described angle steel has the size of L15mm*15mm*3mm, and becomes 20-30 degree angle with described welded tube central axis.
4. prestressed anchor as claimed in claim 1, the length of wherein said injected hole section are 2/3 to 3/4 of described cylindric pipe total length.
5. prestressed anchor as claimed in claim 1, wherein said slurry presbyopia are circular, have the bore dia of about 10mm.
6. prestressed anchor as claimed in claim 1, the diameter of wherein said cylindric pipe are 48-89mm, and described tube wall has the thickness of 3mm-5mm.
7. as any the described prestressed anchor among the claim 1-6, the wherein said body of rod is secondary or three grades of indented barss.
8. as each the described prestressed anchor among the claim 1-6, the length of the free section of the wherein said body of rod is 1/3 to 1/2 of described anchor pole total length.
9. as each the described prestressed anchor among the claim 1-6, the free section of the wherein said body of rod is protected so that do not contact with described cement paste with butter and vinyon sleeve pipe.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009202732117U CN201794071U (en) | 2009-12-11 | 2009-12-11 | Prestressed anchor rod |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009202732117U CN201794071U (en) | 2009-12-11 | 2009-12-11 | Prestressed anchor rod |
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| Publication Number | Publication Date |
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| CN201794071U true CN201794071U (en) | 2011-04-13 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2009202732117U Expired - Fee Related CN201794071U (en) | 2009-12-11 | 2009-12-11 | Prestressed anchor rod |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103306280A (en) * | 2013-05-24 | 2013-09-18 | 郭财宝 | Stirring anchor pile implanted in inner hole of drill rod and anchoring method |
| CN103911993A (en) * | 2014-04-18 | 2014-07-09 | 周同和 | PHA (preliminary hazard analysis) anchor rod and construction method thereof |
| CN102094421B (en) * | 2009-12-11 | 2015-04-22 | 昆明军龙岩土工程有限公司 | Prestressed anchor bar and construction method using same |
| CN106703029A (en) * | 2016-11-29 | 2017-05-24 | 河南理工大学 | Pressure-type pre-stressed anchor capable of reducing prestress loss |
| CN107905224A (en) * | 2017-11-19 | 2018-04-13 | 三峡大学 | It is a kind of to expand head in perforate steel pipe to improve the anchor structure of anti-pulling of anchor bar and construction method using expanding cement |
| CN111455997A (en) * | 2020-04-01 | 2020-07-28 | 安徽金联地矿科技有限公司 | A spacing fixing device for geotechnique's check room |
| CN111501854A (en) * | 2020-04-16 | 2020-08-07 | 中国一冶集团有限公司 | Anti-floating anchor rod structure penetrating through water-rich gravel bottom layer and construction method thereof |
| CN114703874A (en) * | 2022-04-15 | 2022-07-05 | 内蒙古满世煤炭集团点石沟煤炭有限责任公司 | Anti-landslide structure of strip mine refuse dump and construction method thereof |
| CN114703874B (en) * | 2022-04-15 | 2024-04-30 | 内蒙古满世煤炭集团点石沟煤炭有限责任公司 | Anti-slip slope structure of strip mine dumping site and construction method thereof |
-
2009
- 2009-12-11 CN CN2009202732117U patent/CN201794071U/en not_active Expired - Fee Related
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102094421B (en) * | 2009-12-11 | 2015-04-22 | 昆明军龙岩土工程有限公司 | Prestressed anchor bar and construction method using same |
| CN103306280A (en) * | 2013-05-24 | 2013-09-18 | 郭财宝 | Stirring anchor pile implanted in inner hole of drill rod and anchoring method |
| CN103306280B (en) * | 2013-05-24 | 2016-06-01 | 郭财宝 | A kind of drill pipe bore implants stirring-type anchoring pile and anchoring process |
| CN103911993A (en) * | 2014-04-18 | 2014-07-09 | 周同和 | PHA (preliminary hazard analysis) anchor rod and construction method thereof |
| CN103911993B (en) * | 2014-04-18 | 2016-05-04 | 周同和 | A kind of PHA anchor pole and construction method thereof |
| CN106703029A (en) * | 2016-11-29 | 2017-05-24 | 河南理工大学 | Pressure-type pre-stressed anchor capable of reducing prestress loss |
| CN107905224A (en) * | 2017-11-19 | 2018-04-13 | 三峡大学 | It is a kind of to expand head in perforate steel pipe to improve the anchor structure of anti-pulling of anchor bar and construction method using expanding cement |
| CN107905224B (en) * | 2017-11-19 | 2020-10-02 | 三峡大学 | Anchoring structure for improving anti-pulling force of anchor rod by expanding head of expansion cement in perforated steel pipe and construction method |
| CN111455997A (en) * | 2020-04-01 | 2020-07-28 | 安徽金联地矿科技有限公司 | A spacing fixing device for geotechnique's check room |
| CN111501854A (en) * | 2020-04-16 | 2020-08-07 | 中国一冶集团有限公司 | Anti-floating anchor rod structure penetrating through water-rich gravel bottom layer and construction method thereof |
| CN114703874A (en) * | 2022-04-15 | 2022-07-05 | 内蒙古满世煤炭集团点石沟煤炭有限责任公司 | Anti-landslide structure of strip mine refuse dump and construction method thereof |
| CN114703874B (en) * | 2022-04-15 | 2024-04-30 | 内蒙古满世煤炭集团点石沟煤炭有限责任公司 | Anti-slip slope structure of strip mine dumping site and construction method thereof |
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| GR01 | Patent grant | ||
| 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: 20110413 Termination date: 20181211 |