CN105239570A - Multi-bag type joint-expanded anchor rod and foundation pit supporting construction method - Google Patents
Multi-bag type joint-expanded anchor rod and foundation pit supporting construction method Download PDFInfo
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- CN105239570A CN105239570A CN201510634439.4A CN201510634439A CN105239570A CN 105239570 A CN105239570 A CN 105239570A CN 201510634439 A CN201510634439 A CN 201510634439A CN 105239570 A CN105239570 A CN 105239570A
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Abstract
The invention discloses a multi-bag type joint-expanded anchor rod and a foundation pit supporting construction method. The multi-bag type joint-expanded anchor rod is applied to foundation pit engineering and comprises a cushion block and a steel pipe, wherein the cushion block is fixed to a slope of a foundation pit, and the exposed end of the steel pipe serving as an anchor rod body is fixed to the cushion block. A pressure bearing plate connected with the outer wall of the steel pipe is fixed to the end face of the cushion block. A one-way valve is arranged at the exposed end of the steel pipe located in the foundation pit. A plurality of rubber membranes are fixed to the part, stretching into rock and soil, of the steel pipe at intervals. Through holes used for filling the interiors of the rubber membranes with cement slurry through pressure are formed in the steel pipe wall covered with the rubber membranes. According to the multi-bag type joint-expanded anchor rod and the foundation pit supporting construction method, the rubber membranes are bulged by injecting the slurry into the steel pipe through pressure, so that the contact area of the anchor rod and a soil body is increased, and mutual bonding resultant force is increased; in addition, through pressure grouting, a soil layer in the contact range of the anchor rod is compacted, bonding strength is improved, meanwhile, the soil body on the front parts of the bulged portions of the rubber membranes is pressed to form pulling resistance, the supporting effect is improved, the length of the steel pipe can be reduced sufficiently, and cost is reduced.
Description
Technical field
The present invention relates to construction engineering technical field, especially a kind of many bladder type being applied to geotechnical engineering expand the construction method of joint anchor pole and pattern foundation pit supporting structure.
Background technology
Anchoring is adopted in geotechnical engineering, the strength and stability of Rock And Soil self can be improved, reduce works size and alleviate its deadweight, save engineering material, anchoring has become and has improved one of geotechnical engineering stability and the effective ways solving complicated geotechnical engineering problems.Widening and developing along with anchoring, anchor pole is almost applied to the various aspects in civil construction field, and its application is just at expanding day.And the construction environment in the face of becoming increasingly complex, single anchor pole can not adapt to the needs of era development, and more how novel anchor pole arises at the historic moment, and particularly ground adaptability anchor pole is developed gradually.Meanwhile, the call that reply national energy-saving reduces discharging, reduces anchor pole consumption, strengthens supporting effect and has become the problem that solution is needed in construction badly.But a lot of novel anchor rod constrains it because construction costs is high, constructional difficulties, range of application are narrow further to be developed.
Summary of the invention
The technical problem to be solved in the present invention is: overcome the deficiency in prior art, provides that a kind of engineering efficiency is high, many bladder type of applied range, short construction period expand the construction method of joint anchor pole and pattern foundation pit supporting structure.
The technical solution adopted for the present invention to solve the technical problems is: a kind of many bladder type expand joint anchor pole, be applied to the pattern foundation pit supporting structure of geotechnical engineering, comprise be fixed on foundation ditch domatic on cushion block, exposed end portion be fixed on steel pipe as bolt body on cushion block, cushion block end face is fixed with the bearing plate be connected with outer wall of steel pipe, the steel pipe exposed junction being positioned at foundation ditch is provided with one way valve, put in interval on the steel pipe in ground and be fixed with several rubber membranes, the steel pipe walls that described rubber membrane covers offers pressure in rubber membrane and inject the through hole of cement paste.
Specifically, bondd between described rubber membrane two ends inwall and steel pipe by bar planting clay, the rubber membrane two ends outer wall after bonding is tightened on steel pipe by steel wire.
Further, described through hole is symmetrical in steel pipe center and is arranged in steel pipe walls and arranges along steel pipe length direction interval.
Use above-mentioned many bladder type to expand and save the construction method that anchor pole carries out pattern foundation pit supporting structure, there are following steps:
A, according to geology exploration report and site soil layers situation, determine rock-bolt length, and the paving location of positioned at intervals rubber membrane on steel pipe;
B, to mark at the rubber membrane paving location place of steel pipe, along steel pipe length direction and symmetrical steel pipe Center Gap offers through hole in the steel pipe walls at rubber membrane paving location place;
After c, through hole are offered, rubber membrane is laid and gets on to cover described through hole, rubber membrane two ends inwall bar planting clay and steel pipe bond, and the rubber membrane two ends outer wall steel wire after bonding is tightened on steel pipe, subsequently one way valve are welded on the steel pipe being positioned at foundation ditch and appear end;
D, startup rig are holed on foundation ditch is domatic, boring aperture is slightly larger than diameter of steel tube, then inserted in this hole by the steel pipe being coated with rubber membrane and bury underground, steel pipe exposed end portion is fixed on cushion block, and bearing plate to be enclosed within steel pipe fixing after again bearing plate is fixed on cushion block end face;
E, startup pneumatic mortar machine inject cement paste by one way valve in steel pipe, and during slip casting, controlled pressure is at 0.8MP ~ 2.0MP, and the slip casting time is 1min, and cement paste enters in rubber membrane by through hole, rubber membrane is heaved and forms many bladder type expansion joint anchor pole.
Preferably, described rubber membrane heave after diameter be 1.5 ~ 2 times of diameter of steel tube.
The invention has the beneficial effects as follows: the present invention is by making rubber membrane heave to slip casing by pressure in steel pipe, to improve the contact area of anchor pole and the soil body, thus increase mutual bonding with joint efforts, slip casing by pressure makes soil layer in anchor pole institute contact range by densification, adhesion strength increases, and rubber membrane is heaved part leading portion soil body pressurized and formed resistance to plucking resistance, improves supporting effect, and can fully shorten steel pipe length, cost-saving.
Accompanying drawing explanation
Below in conjunction with drawings and Examples, the present invention is further described.
Fig. 1 is mounting structure schematic diagram of the present invention.
In figure, 1. cushion block 2. steel pipe 3. bearing plate 4. one way valve 5. rubber membrane 6. through hole 7. steel wire 8. foundation ditches are domatic
Detailed description of the invention
The present invention is further illustrated with preferred embodiment by reference to the accompanying drawings now.These accompanying drawings are the schematic diagram of simplification, only basic structure of the present invention are described in a schematic way, and therefore it only shows the formation relevant with the present invention.
The many bladder type of one as shown in Figure 1 expand joint anchor pole, be applied to the pattern foundation pit supporting structure of geotechnical engineering, comprise the cushion block 1 be fixed on foundation ditch domatic 8, exposed end portion is fixed on the steel pipe 2 as bolt body on cushion block 1, cushion block 1 end face is fixed with the bearing plate 3 be connected with steel pipe 2 outer wall, steel pipe 2 exposed junction being positioned at foundation ditch is provided with one way valve 4, put in spacing on the steel pipe 2 in ground and be fixed with several rubber membranes 5, steel pipe 2 wall that described rubber membrane 5 covers offers pressure in rubber membrane 5 and inject the through hole 6 of cement paste, described through hole 6 is symmetrical in steel pipe 2 center and is arranged on steel pipe two side and along steel pipe 2 length direction pitch arrangement.
Specifically, rubber membrane 5 and steel pipe are fixed in the following way: bondd by bar planting clay between described rubber membrane 5 two ends inwall and steel pipe 2, the rubber membrane 5 two ends outer wall after bonding is tightened on steel pipe 2 by steel wire 7.
Use above-mentioned many bladder type to expand and save the construction method that anchor pole carries out pattern foundation pit supporting structure, there are following steps:
A, according to geology exploration report and soil layer situation, determine steel pipe 2 length, the hollow section of diameter 76mm selected by steel pipe, and spacing locates the paving location of rubber membrane 5 on steel pipe 2, wherein between adjacent two rubber membranes 5 at a distance of 1.5m, the length of rubber membrane 5 is 1.0m, and rubber membrane 5 length at steel pipe 2 tail end place can be slightly long, can select the rubber membrane 5 that 1.4m is long;
B, on steel pipe 2, rubber membrane 5 paving location place carries out mark, and then on steel pipe 2 wall at every section of rubber membrane 5 paving location place, offering diameter is 10mm through hole, and through hole 6 symmetrical steel pipe 2 center is also offered along steel pipe 2 length direction spacing 20cm;
After c, through hole 6 are offered, rubber membrane 5 is laid and gets on to cover described through hole 6, rubber membrane 5 two ends inwall bar planting clay and steel pipe 2 bond, rubber membrane 5 two ends outer wall after bonding is tightened on steel pipe 2 with steel wire 7 again, subsequently one way valve 4 is welded on the steel pipe 2 being positioned at foundation ditch and appears end;
D, startup rig are holed on foundation ditch domatic 8, this aperture, hole is slightly larger than steel pipe 2 diameter, then the steel pipe 2 being coated with rubber membrane 5 is inserted in this hole and bury underground, steel pipe 2 exposed end portion is fixed on cushion block 1, and after being enclosed within by bearing plate 3 steel pipe 2 being welded and fixed, then bearing plate 3 is fixed on cushion block 1 end face;
E, startup pneumatic mortar machine inject cement paste by one way valve 4 in steel pipe 2, during slip casting, controlled pressure is at 0.8 ~ 2.0MP, the slip casting time is 1 ~ 5min, cement paste enters in rubber membrane 5 by through hole 6, rubber membrane 5 is heaved, wherein the rubber membrane 5 of steel pipe 2 interlude heave after diameter be 1.5 ~ 2 times of steel pipe 2 diameter, and the rubber membrane 5 at steel pipe 2 tail end place heave after diameter be 2 ~ 3 times of steel pipe 2 diameter, and there is one in hemispheric end expanding head, the many bladder type of final formation expand joint anchor pole.
The present invention is by making rubber membrane 5 heave to slip casting in steel pipe 2, improve the contact area of anchor pole and the soil body, thus increase mutual bonding with joint efforts, slip casing by pressure makes soil layer in anchor pole institute contact range by densification, and adhesion strength increases, and rubber membrane 5 is heaved part leading portion soil body pressurized and formed resistance to plucking resistance, improve supporting effect, and fully can shorten steel pipe 2 length, cost-saving, method is simple.
Above-described embodiment is only for illustrating technical conceive of the present invention and feature; its object is to person skilled in the art can be understood content of the present invention and be implemented; can not limit the scope of the invention with this; all equivalences done according to Spirit Essence of the present invention change or modify, and all should be encompassed in protection scope of the present invention.
Claims (5)
1. bladder type more than a kind expands joint anchor pole, be applied to base pit engineering, comprise the cushion block (1) be fixed on foundation ditch domatic (8), exposed end portion is fixed on the steel pipe (2) as bolt body on cushion block (1), cushion block (1) end face is fixed with the bearing plate (3) be connected with steel pipe (2) outer wall, it is characterized in that: steel pipe (2) exposed junction being positioned at foundation ditch is provided with one way valve (4), the upper interval of steel pipe (2) put in ground is fixed with several rubber membranes (5), steel pipe (2) wall that described rubber membrane (5) covers offers the through hole (6) injecting cement paste to the interior pressure of rubber membrane (5).
2. many bladder type according to claim 1 expand joint anchor pole, it is characterized in that: bondd by bar planting clay between described rubber membrane (5) two ends inwall and steel pipe (2), rubber membrane (5) the two ends outer wall after bonding is tightened on steel pipe (2) by steel wire (7).
3. many bladder type according to claim 1 expands joint anchor pole, it is characterized in that: described through hole (6) is symmetrical in steel pipe (2) center and is arranged on steel pipe (2) wall and arranges along steel pipe (2) length direction interval.
4. use many bladder type described in claim 1 to expand and save the construction method that anchor pole carries out pattern foundation pit supporting structure, there are following steps:
A, according to geology exploration report and soil layer situation, determine steel pipe (2) length, and the paving location of positioned at intervals rubber membrane (5) on steel pipe (2);
B, to mark at upper rubber membrane (5) the paving location place of steel pipe (2), along steel pipe (2) length direction and symmetrical steel pipe (2) center distance offers through hole (6) on steel pipe (2) wall at rubber membrane (5) paving location place;
After c, through hole (6) are offered, rubber membrane (5) is laid and gets on to cover described through hole (6), rubber membrane (5) two ends inwall bar planting clay and steel pipe (2) bond, rubber membrane (5) two ends outer wall steel wire (7) after bonding are tightened on steel pipe (2), subsequently one way valve (4) are welded on steel pipe (2) the domatic inner side being positioned at foundation ditch and appear end;
D, startup rig are in the upper boring of foundation ditch domatic (8), this aperture, hole is slightly larger than steel pipe (2) diameter, then the steel pipe (2) being coated with rubber membrane (5) is inserted in this hole and bury underground, steel pipe (2) exposed end portion is fixed on cushion block (1), bearing plate (3) is fixed on cushion block (1) end face, and bearing plate (3) and steel pipe (2) are welded and fixed;
E, startup pneumatic mortar machine inject cement paste by one way valve (4) in steel pipe (2), during slip casting, controlled pressure is at 0.8MP ~ 2.0MP, the slip casting time is 1min, cement paste is entered in rubber membrane (5) by through hole (6), rubber membrane (5) is heaved and forms many bladder type expansion joint anchor pole.
5. construction method according to claim 4, is characterized in that: described rubber membrane (5) heave after diameter be 1.5 ~ 2 times of steel pipe (2) diameter.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510634439.4A CN105239570A (en) | 2015-09-30 | 2015-09-30 | Multi-bag type joint-expanded anchor rod and foundation pit supporting construction method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201510634439.4A CN105239570A (en) | 2015-09-30 | 2015-09-30 | Multi-bag type joint-expanded anchor rod and foundation pit supporting construction method |
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| CN105239570A true CN105239570A (en) | 2016-01-13 |
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| CN201510634439.4A Pending CN105239570A (en) | 2015-09-30 | 2015-09-30 | Multi-bag type joint-expanded anchor rod and foundation pit supporting construction method |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107023005A (en) * | 2017-02-28 | 2017-08-08 | 中交天津港湾工程研究院有限公司 | A kind of string data enlarging anchor rod and its construction method with water swelling ring |
| CN110424388A (en) * | 2019-08-08 | 2019-11-08 | 重庆地质矿产研究院 | Shock-resistant modular anchoring device |
| CN110566254A (en) * | 2019-10-09 | 2019-12-13 | 中国矿业大学 | Grouting anchor cable hole sealing device and grouting anchor cable |
| CN117166494A (en) * | 2023-09-01 | 2023-12-05 | 四川省第九地质大队 | Landslide control device and method |
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| EP0816570A2 (en) * | 1996-07-04 | 1998-01-07 | Brückner Grundbau Gmbh | Method for installing a removable, prestressed ground anchor with one or more tension members |
| CN101148877A (en) * | 2007-10-16 | 2008-03-26 | 中国京冶工程技术有限公司 | Multistage bag-type compression anchor bar |
| CN201099859Y (en) * | 2007-10-16 | 2008-08-13 | 中国京冶工程技术有限公司 | Multi-segment pocket type squeezing -type anchor rod |
| CN202416314U (en) * | 2011-12-21 | 2012-09-05 | 中铁第四勘察设计院集团有限公司 | Grouting bag type enlarged-end anchor rod |
| CN102720196A (en) * | 2012-06-26 | 2012-10-10 | 浙江省交通规划设计研究院 | Anticorrosive anchor rod capable of preventing slurry from leaking |
| CN205012334U (en) * | 2015-09-30 | 2016-02-03 | 常州大学怀德学院 | Many bags type expands a section stock |
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2015
- 2015-09-30 CN CN201510634439.4A patent/CN105239570A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0816570A2 (en) * | 1996-07-04 | 1998-01-07 | Brückner Grundbau Gmbh | Method for installing a removable, prestressed ground anchor with one or more tension members |
| CN101148877A (en) * | 2007-10-16 | 2008-03-26 | 中国京冶工程技术有限公司 | Multistage bag-type compression anchor bar |
| CN201099859Y (en) * | 2007-10-16 | 2008-08-13 | 中国京冶工程技术有限公司 | Multi-segment pocket type squeezing -type anchor rod |
| CN202416314U (en) * | 2011-12-21 | 2012-09-05 | 中铁第四勘察设计院集团有限公司 | Grouting bag type enlarged-end anchor rod |
| CN102720196A (en) * | 2012-06-26 | 2012-10-10 | 浙江省交通规划设计研究院 | Anticorrosive anchor rod capable of preventing slurry from leaking |
| CN205012334U (en) * | 2015-09-30 | 2016-02-03 | 常州大学怀德学院 | Many bags type expands a section stock |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107023005A (en) * | 2017-02-28 | 2017-08-08 | 中交天津港湾工程研究院有限公司 | A kind of string data enlarging anchor rod and its construction method with water swelling ring |
| CN107023005B (en) * | 2017-02-28 | 2022-09-16 | 中交天津港湾工程研究院有限公司 | String type expanded anchor rod with water-absorbing expansion ring and construction method thereof |
| CN110424388A (en) * | 2019-08-08 | 2019-11-08 | 重庆地质矿产研究院 | Shock-resistant modular anchoring device |
| CN110566254A (en) * | 2019-10-09 | 2019-12-13 | 中国矿业大学 | Grouting anchor cable hole sealing device and grouting anchor cable |
| CN110566254B (en) * | 2019-10-09 | 2020-10-20 | 中国矿业大学 | Grouting anchor cable hole sealing device and grouting anchor cable |
| CN117166494A (en) * | 2023-09-01 | 2023-12-05 | 四川省第九地质大队 | Landslide control device and method |
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Application publication date: 20160113 |