CN203530974U - Anti-floating anchor rod - Google Patents
Anti-floating anchor rod Download PDFInfo
- Publication number
- CN203530974U CN203530974U CN201320649046.7U CN201320649046U CN203530974U CN 203530974 U CN203530974 U CN 203530974U CN 201320649046 U CN201320649046 U CN 201320649046U CN 203530974 U CN203530974 U CN 203530974U
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- Prior art keywords
- anchor rod
- anchor
- vertical muscle
- anchor pole
- float
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Abstract
The utility model discloses an anti-floating anchor rod. According to the anti-floating anchor rod, three parallel anchor rod longitudinal bars (1) are anchored in a rock stratum in a bundled mode, fixing pieces (2) are clamped between the three anchor rod longitudinal bars (1) at intervals in the longitudinal direction to enable the three anchor rod longitudinal bars (1) to be separated, a semicircular fixing lug (4) which spreads outwards is arranged at the position, where each fixing piece is arranged, of the anchor rod longitudinal bars (1), the upper portion of each anchor rod longitudinal bar (1) is inserted into a foundation slab (8) of a building and is bent in an outward-spreading mode to form an anchor rod bent part (10), the anchor rod bent parts (10) are connected with steel bars (9) on the bottom surface of the slab of the building in a welded mode, and two grouting pipes (5) which are parallel to the three anchor rod longitudinal bars (1) are symmetrically arranged on the side edges of the three anchor rod longitudinal bars (1). The anti-floating anchor rod has the advantages that the construction speed is high, a large amount of large mechanical equipment is not needed, the equipment is simple, construction is convenient, resources can be saved, and environmental friendliness is achieved.
Description
Technical field
The utility model relates to a kind of anti-float anchor rod, belongs to building underground structure anti-floating technical field of construction.
Background technology
At present, along with scientific and technological development, the continuous minimizing of construction land, the height of superstructure is more and more higher, and the utilization of the underground space is also more and more.In west area, owing to there being hard rock stratum at the bottom of ground, can be according to this geological characteristics, give full play to the value of geological formations, utilize high-bearing capacity and the solid body of rock stratum to solve the problem of underground structure anti-floating construction, and anti-float anchor rod is the important technical of foundation structure anti-floating construction under this geological conditions.
Anti-float anchor rod, is also anti-floating pile, is a kind of of construction work underground structure measure of anti float.Anti-float anchor rod is different from general foundation pile, the special performance that has himself, is with the maximum difference of general foundation pile: foundation pile is generally compressive pile, and pile body bears built-loading pressure, transmit at the bottom of stake on stressed stake certainly top, and the stressed size of pile body changes along with the variation of built-loading; Anti-floating pile is resistance to plucking pile body bearing tension, and common anti-floating pile is stressed is also to transmit at the bottom of stake from stake top, and the stressed size of pile body changes along with the variation of groundwater table, but both mechanical behaviors are just the opposite.The technology such as existing uplift pile, there is the shortcomings such as construction method is complicated, construction equipment requirement is high, construction cost is high, and, existing anti-float anchor rod long construction period, and the construction speed of underground structure has often had influence on the construction speed of whole engineering, in the situation that use less resource efficiently to complete rapidly the construction of anti-float anchor rod, be how still a large technical barrier of facing in modern architecture industry.
Summary of the invention
The anti-floating problem that provides a kind of anti-float anchor rod to solve the Underground Construction stage is provided the purpose of this utility model, makes it to reduce cost, the shortening construction period of construction of underground structure, and realizes the object economizing on resources with protection of the environment.
For realizing the purpose of this utility model, the utility model has adopted such technical scheme: it adopts anti-float anchor rod of the present utility model three parallel anchor poles vertical muscle is bundled anchors in rock stratum, between the vertical muscle of three anchor poles, longitudinal separation snaps in fixture the vertical muscle of three anchor poles is separated, that is to say at the vertical muscle of three anchor poles and insert in rock stratum, three vertical muscle of anchor pole are to be not close to into a bundle, but separate each other, centre snaps in a fixture, and the vertical muscle of every anchor pole be set on the position of fixture be also provided with the flared fixedly ear of semicircular arc-shaped, the every vertical muscle of anchor pole top is inserted in building foundation base plate and is outwards scattered separately and is bent to form anchor pole kink, and the base plate plate face reinforcing bar of this anchor pole kink and building is welded to connect, side at the vertical muscle of three anchor poles is arranged with two Grouting Pipe parallel with the vertical muscle of these three anchor poles.Anti-float anchor rod anchoring body diameter 150mm, the vertical muscle of anchor pole adopts HRB400 level indented bars 3C25, the vertical muscle of anchor pole stretches into building foundation base plate epithelium, with base plate plate face reinforcing bar binding or spot welding, the vertical muscle of anchor pole top anchors into base plate and is not less than 40d, require the vertical muscle of anchor pole to enter rock matter unit and be not less than 5.5m, single Soil Anchor Design anti-pulling capacity characteristic value is 300KN.
Further, aforesaid fixture is one section of steel pipe that length is 60～100mm, preferably the III level welding section steel pipe manufacturing fixture of 1 20#.Three vertical muscle of anchor pole are evenly distributed on the lateral wall of fixture, and the every vertical muscle of anchor pole is all weldingly connected with the lateral wall of described fixture.The outside of the vertical muscle of every anchor pole is welded and fixed ear again and forms tail shape, this fixedly ear be with the reinforcing bar that diameter is 6mm, to curve circular arc and be welded on every anchor pole to indulge the ear shape structure forming on muscle.Fixture and fixedly ear can increase anchored force, increase the anti-floating resistance to plucking ability of anchor pole.
Preferably, fixture and fixedly ear on the vertical muscle of anchor pole, at interval of 1500mm, arrange one.
In addition, for guaranteeing the anti-floating ability of anchoring strength and anchor pole, the anchorage depth that the vertical muscle of anchor pole gos deep into rock stratum should be greater than 5500mm.
Anti-float anchor rod of the present utility model adopts following construction sequence to construct:
Step 1: utilize total powerstation according to design drawing coordinate, put and survey anchor pole position;
Step 2: behind definite bolthole position, hole with hydraulic jumbolter; This pore-forming adopts hydraulic pressure to creep into, and reaches after projected depth, does not stop immediately to bore, and outdrill 0.1m the steady 1～2min that bores, prevent that bottom head from not reaching the anchoring diameter of design and guaranteeing that grouting fully;
Step 3: recrement in cleaning hole behind whole hole, site engineer and Quality Inspector carry out hole depth measurement simultaneously, and anchor hole degree of skewness is carried out next procedure construction after meeting designing requirement.
Step 4: the vertical muscle length of anti-float anchor rod, according to hole depth and ground level, adopts the III grade reinforcing steel of 3 diameter 25mm, and centre arranges the III level welding section steel pipe of 1 20# as fixture; Anchor pole cutting length requires anchor pole to enter B rock matter unit and is not less than 5.5m.
Step 5: adopt Site cement mortar, water/binder ratio is controlled at 0.45～0.50, cement adopts P.O.42.5; Before construction, need laboratory to coordinate to have a competition according to designing requirement and joined, during construction, strictly pressed design mixture proportion, preparation cement mortar.During stirring, must be responsible for controlling raw-material configuration effort by full-time Quality Inspector, strict measurement and test and management;
Step 6: after being lowered to reinforcing bar, at the bottom of the cement mortar being stirred is used to Grouting Pipe patchhole, injecting and form anchoring body by mortar pump.In filling process, in strict accordance with technological process, carry out, after being lowered to reinforcing bar, at the bottom of the cement mortar being stirred is used to Grouting Pipe patchhole, by mortar pump, inject.
Said method adopts secondary high-pressure slip-casting technique, and grouting pressure 0.5～0.8MPa, from the bottom of hole, notes to aperture anti-slurry for the first time, and once grouting pipe must be pulled out; Should be in 80～120 minutes after once grouting (twice slip casting interval can according to on-site actual situations adjustment) adopt high-pressure injection pump to carry out secondary grouting, pressure 2.5～4.5MPa.Due to the slurry contraction of condensing, should mend at any time slurry at place, aperture.High-pressure slip-casting mixes the micro-expanding agent of cement consumption 10% for the second time, and anchoring body strength grade is M30;
Compare with the technology such as uplift pile, the utility model solves anti-float anchor rod the anti-floating problem in Underground Construction stage, can not only reduce construction of underground structure cost, shorten the construction period, and to economizing on resources and protection of the environment important in inhibiting.Compared with prior art, this anti-float anchor rod of the present utility model has advantages of as follows: speed of application is fast, without a large amount of heavy mechanical equipments; Equipment is simple, easy construction; Economize on resources, environmental protection, saved reinforcing bar and concrete amount; Be used in area, western shallow rock stratum construction of underground structure.
accompanying drawing explanation
Fig. 1 has shown anti-floating anchor rod structure schematic diagram of the present utility model;
Fig. 2 has shown the A-A schematic cross-section in Fig. 1.
Description of reference numerals: 1-anchor pole is indulged muscle, 2-fixture, 3-anchoring body, 4-is ear fixedly, 5-Grouting Pipe, 6-bed course, 7-waterproofing course, 8-building foundation base plate, 9-base plate plate face reinforcing bar, 10-anchor pole kink.
The specific embodiment
Below in conjunction with drawings and Examples, the utility model is described in further detail.
First see Fig. 1, Fig. 1 has shown structural representation when anti-float anchor rod of the present utility model anchors into building foundation bottom, as we can see from the figure, anti-float anchor rod of the present utility model top is positioned at building foundation base plate 8, from the top down successively through building foundation base plate 8, waterproofing course 7, bed course 6, finally anchor in basement rock, and slip casting is at surrounding's formation anchoring body 3 of anchor pole.
See Fig. 2, anchor pole of the present utility model is to be formed by the vertical parallel bundled layout of muscle 1 of three anchor poles, between three vertical muscle 1 of anchor pole, at interval of a segment distance (being preferably 1500mm), snap in a fixture 2 from the top down, the vertical muscle 1 of three anchor poles at the position that fixture 2 is set, be outwards provided with separately one fixedly 4, three, ear fixedly ear 4 form the same ear shape structure of reinforcing bar empennage.The top outward of three vertical muscle 1 of anchor pole forms flared suitable for reading, and anchor pole kink 10 is weldingly connected with base plate plate face reinforcing bar 9.The side of three vertical muscle 1 of anchor pole is provided with two parallel Grouting Pipe 5 and forms anchoring body 3 for slip casting.
In the time of the utility model construction, be in accordance with the following steps:
1, measure setting-out: the on-the-spot anchor point in control point providing according to Party A, in Anti-floating design scope, fixed point is set outward, and clear with red paint mark, to guarantee in work progress often repetition measurement, guarantee that position, hole is accurate.Utilize total powerstation according to design drawing coordinate, put and survey anchor pole position.
2, rig pore-forming: behind definite bolthole position, with hydraulic jumbolter boring (limit adds drilling rod limit and creeps into).This pore-forming adopts hydraulic pressure to creep into, and reaches after projected depth, does not stop immediately to bore, and outdrill 0.1m the steady 1～2min that bores, prevent that bottom head from not reaching the anchoring diameter of design and guaranteeing that grouting fully.After reaching (being not less than) projected depth, move to next boring.
3, brill is carried in clear hole: recrement in cleaning hole behind whole hole, and site engineer and Quality Inspector carry out hole depth measurement simultaneously, and anchor hole degree of skewness is carried out next procedure construction after meeting designing requirement.
4, the body of rod is made: the length of the vertical muscle 1 of anchor pole of anti-float anchor rod, according to hole depth and ground level, adopts the III grade reinforcing steel of 3 diameter 25mm, and centre arranges the III level welding section steel pipe manufacturing of 1 20#.Anchor pole cutting length requires anchor pole to enter rock matter unit and is not less than 5.5m.
5, grout injection: adopt Site cement mortar, water/binder ratio is controlled at 0.45 ~ 0.50, cement adopts P.O.42.5, has needed laboratory to coordinate to have a competition according to designing requirement and join before construction, strictly presses design mixture proportion, preparation cement mortar during construction.During stirring, must be responsible for controlling raw-material configuration effort by full-time Quality Inspector, strict measurement and test and management.In filling process, in strict accordance with technological process, carry out, after being lowered to reinforcing bar, at the bottom of the cement mortar being stirred is used to Grouting Pipe patchhole, by mortar pump, inject.
Slip casting adopts secondary grouting technique.Grouting pressure 0.5～0.8MPa, from the bottom of hole, notes to aperture anti-slurry for the first time, and once grouting pipe must be pulled out; Should be in 80～120 minutes after once grouting (twice slip casting interval can according to on-site actual situations adjustment) adopt high-pressure injection pump to carry out secondary grouting, pressure 2.5～4.5MPa.Due to the slurry contraction of condensing, should mend at any time slurry at place, aperture.
Certainly, be more than concrete exemplary applications of the present utility model, the utility model also has other embodiment, and all employings are equal to the technical scheme of replacement or equivalent transformation formation, within all dropping on the desired protection domain of the utility model.
Claims (6)
1. an anti-float anchor rod, it is characterized in that: it adopts three parallel anchor poles, and vertical muscle (1) is bundled anchors in rock stratum, between the vertical muscle (1) of three anchor poles, longitudinal separation snaps in fixture (2) the vertical muscle (1) of three anchor poles is separated, and every vertical muscle (1) of anchor pole is also provided with the flared fixedly ear (4) of semicircular arc-shaped on the position that fixture (2) are set; The every vertical muscle (1) of anchor pole top is inserted in building foundation base plate (8) and is outwards scattered separately and is bent to form anchor pole kink (10), and this anchor pole kink (10) is welded to connect with the base plate plate face reinforcing bar (9) of building; Side at the vertical muscle (1) of three anchor poles is arranged with two Grouting Pipe (5) parallel with the vertical muscle (1) of these three anchor poles.
2. anti-float anchor rod according to claim 1, is characterized in that: described fixture (2) is one section of steel pipe that length is 60～100mm.
3. anti-float anchor rod according to claim 2, is characterized in that: the vertical muscle (1) of described three anchor poles is evenly distributed on the lateral wall of described fixture (2), and the every vertical muscle (1) of anchor pole is all weldingly connected with the lateral wall of described fixture (2).
4. anti-float anchor rod according to claim 3, is characterized in that: described fixedly ear (4) is to curve circular arc and be welded on the upper ear shape structure forming of the vertical muscle (1) of every anchor pole with the reinforcing bar that diameter is 6mm.
5. anti-float anchor rod according to claim 1, is characterized in that: described fixture (2) and fixedly ear (4) above arrange one at interval of 1500mm at the vertical muscle (1) of anchor pole.
6. anti-float anchor rod according to claim 1, is characterized in that: described anchor pole is indulged the anchorage depth that muscle (1) gos deep into rock stratum should be greater than 5500mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320649046.7U CN203530974U (en) | 2013-10-21 | 2013-10-21 | Anti-floating anchor rod |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320649046.7U CN203530974U (en) | 2013-10-21 | 2013-10-21 | Anti-floating anchor rod |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203530974U true CN203530974U (en) | 2014-04-09 |
Family
ID=50417199
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201320649046.7U Expired - Fee Related CN203530974U (en) | 2013-10-21 | 2013-10-21 | Anti-floating anchor rod |
Country Status (1)
| Country | Link |
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| CN (1) | CN203530974U (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104131560A (en) * | 2013-10-21 | 2014-11-05 | 中国建筑第四工程局有限公司 | Anti-floating anchor and construction method thereof |
| CN105821875A (en) * | 2016-04-27 | 2016-08-03 | 成都绿迪科技有限公司 | Rock stratum anchor rod structure |
| CN115369929A (en) * | 2022-09-22 | 2022-11-22 | 中国五冶集团有限公司 | Post-cast anti-floating anchor rod construction method |
| WO2023071660A1 (en) * | 2021-10-26 | 2023-05-04 | 中建三局第一建设工程有限责任公司 | End portion separating device for multi-rod piece fixing structure, and tensioning method |
-
2013
- 2013-10-21 CN CN201320649046.7U patent/CN203530974U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104131560A (en) * | 2013-10-21 | 2014-11-05 | 中国建筑第四工程局有限公司 | Anti-floating anchor and construction method thereof |
| CN105821875A (en) * | 2016-04-27 | 2016-08-03 | 成都绿迪科技有限公司 | Rock stratum anchor rod structure |
| WO2023071660A1 (en) * | 2021-10-26 | 2023-05-04 | 中建三局第一建设工程有限责任公司 | End portion separating device for multi-rod piece fixing structure, and tensioning method |
| CN115369929A (en) * | 2022-09-22 | 2022-11-22 | 中国五冶集团有限公司 | Post-cast anti-floating anchor rod construction method |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20140409 Termination date: 20151021 |
|
| EXPY | Termination of patent right or utility model |