CN204098032U - One draws hole implanted band branch anti-floating rock bolt - Google Patents
One draws hole implanted band branch anti-floating rock bolt Download PDFInfo
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- CN204098032U CN204098032U CN201420500443.2U CN201420500443U CN204098032U CN 204098032 U CN204098032 U CN 204098032U CN 201420500443 U CN201420500443 U CN 201420500443U CN 204098032 U CN204098032 U CN 204098032U
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- anchor pole
- floating
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- anchor
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Abstract
The utility model relates to one and draws hole implanted band branch anti-floating rock bolt, and described anti-floating rock bolt is primarily of anchor pole, branch cage of reinforcement, chassis, backing plate and anchor head composition.Anchor rod anchored section is arranged in the duct, rock stratum of band branch, and is filled with Bar Anchorage agent, Bar Anchorage agent outer wrapping geotechnique cloth bag; Free section is arranged in sole plate, outer canning tube, isolates with underplate concrete; Each branch height in the corresponding duct, rock stratum of branch cage of reinforcement, is fixed on anchor pole.The utility model by arranging reaming branch in duct, rock stratum, and utilize the dilatancy of Bar Anchorage agent and cohesive to improve anchored force in anchor pole unit length, anchor pole anti-floating ability can be increased, relatively shorten rock-bolt length and the rockhole degree of depth, there is good technical economic benefit.
Description
Technical field
The utility model relates to one and draws hole implanted band branch anti-floating rock bolt, particularly a kind of outsourcing geotechnique cloth bag band branch prestressed anchor implanted in rock stratum.Belong to building underground structure anti-floating technical field of construction, be specially adapted to the structural anti-buoyancy construction that underground structure basal bed is exposed or buried depth is shallow, also can be used for country rock or side slope consolidation projects.
Background technology
In order to fully develop the underground space, employing is embedded in underground structure and increases gradually as functions such as garages.Wherein, pure basement part, podium or relatively independent underground structure that square formula is built, such underground structure building area is large, basis is buried darker, building storey is but relatively less, when groundwater table is higher, dead load is not enough to resist the buoyancy of underground water, causes basement bottom board bulge fracture, beam-column node place cracking and coal seam floor failure etc., and the anti-floating how solving building according to engineering practice is a technical barrier.
The measure of anti float of general structure self has following several types: counterweight method, anti-floating pile and anti-float anchor rod.Counterweight method is the thickness by increasing structure, or increases ballast in inside, and to improve dead load, balance buoyancy force of underground water, but the method improves the requirement to bearing capacity of foundation soil, and uneconomical under most cases; The main of uplift pile comes stressed by pile body and the frictional force of soil layer, and for improving its anti-floating performance, need strengthen pile body embedded depth, engineering quantity increases, cost increase, and if structural base based on rock mass, it is larger that pile body sets difficulty; Tradition anti-float anchor rod and uplift pile principle are similar to, and construction depth is comparatively large to its anti-floating capacity, and long construction period, affect the construction speed of whole engineering.Compared with other measure of anti float, anti-float anchor rod has except the buoyancy of balance underground water, can also play the effect of consolidated subsoil, whole anti-uplift will be caused to lose efficacy because a small amount of anchor pole destroys, thus be widely used in engineering reality.
The anti-floating performance of uplift pile and anti-float anchor rod depends primarily on the impact of soil body frictional force, so increase the connection effect of pile body or anchor pole and Rock And Soil, can effectively by the anti-floating ability of superstructure, existing a kind of expansion end anchor pole bogey (CN202012078U), this technology first on rock, gets out top straight hole, straight hole bottom is provided with the reaming of the diameter being greater than straight hole, two pieces of faggings have been added bottom anchor pole, can pass through smoothly in straight hole section, naturally trail in reaming section, therefore can improve anchor pole breakout capacity.But, adopt steel plate as expanding reach reinforcing body, less than having than Ribbed Bar with hole inner concrete cementitiousness, and only lay a fining twisted steel as anchor rod main body, without other attached enhancing connecting elementss, in duct, the body of rod and concrete binding, the resistance to plucking effect provided that rubs can not give full play to.
As can be seen from most of case history, rock-bolt length is general all between 5 ~ 6 meters, special will more than 10 meters, although frictional resistance is directly proportional to length, but the increase of rock-bolt length can make various operating expenses and Master Cost also all correspondingly along with increase, also can strengthen difficulty of construction, and especially in rock stratum, pore-forming difficulty is large, constructional difficulties, and then cause claim for eot.The anti-floating construction method (200710185394.2) that existing a kind of bar planting and anchor pole combine, this technology transfer Bar Anchorage agent is as anchor pole duct packing material, adopt the mode of " bar planting ", in the Anchor Agent that anchor pole press-in is pre-filled in duct, have pore-forming easily, hole depth is very shallow, cheap, the duration is very short, etc. advantage.But this technology cannot ensure full sex chromosome mosaicism for " have in bolthole and outwards spring up and the dynamic pressure water that cannot get rid of " slip casting, adopts the chemically-planted steel bar medicament of special proportioning, relatively high than common injecting paste material cost; In addition, this technology is after Anchor Agent fills up bolthole, bottom is welded with at the bottom of the Rebar hand-hole of long reinforcing bar " ten " prefix, again by the Anchor Agent press-in hole extruded by reinforcing bar, further compacting, but, anchor pole is pressed down again after filling Anchor Agent in duct, press down difficulty comparatively large, press down bubble in process and discharge difficulty, and overflow aperture and regather the Anchor Agent quality after recharging and decline to some extent.
In sum, the size of anchor pole anti-floating power is again provided by the side friction of anchor pole, and side friction is be directly proportional to the anchorage length of anchor pole, but the long meeting of anchor pole causes waste material, increases construction workload; Because it is the place being applied in underground water, under the effect of underground water, the slip casting difficulty of long anchor pole, its grouting quality is difficult to ensure.Given this, urgently utility model is a kind of at present increases the novel anti-floating rock bolt reliable for effect of slip casting under anchor pole and anchoring body and surrounding Rock And Soil side friction, flowing pressure.
Utility model content
The purpose of this utility model overcomes deficiency of the prior art, provides a kind of and improve that traditional anti-float anchor rod length is large, the construction period is long, the problem such as slip casting difficulty draws hole implanted band branch anti-floating rock bolt under flowing pressure.
For realizing above-mentioned technical purpose, the utility model have employed following technical scheme:
One draws hole implanted band branch anti-floating rock bolt, primarily of anchor pole, chassis, branch cage of reinforcement, backing plate and anchor head composition; Described anchor rod anchored section is arranged in the duct, rock stratum of band branch cavity, and is filled with Bar Anchorage agent, described Bar Anchorage agent outer wrapping geotechnique cloth bag; Described free section is arranged in sole plate, outer canning tube, isolates with sole plate concrete; Each branch cavity height in the corresponding duct, rock stratum of branch cage of reinforcement, is fixed on anchor pole, and described chassis to be located at bottom anchor pole and the branch cavity be positioned at bottom duct, rock stratum.
As preferably: described anchor pole adopts full thread steel column or hot rolled ribbed steel bar.
As preferably: described branch cage of reinforcement and chassis are made up of supporting plate, corner fixed head, branch reinforcing bar and stage clip; Supporting plate is welded in the design attitude that anchor pole stretches into rock stratum part; Corner fixed head welds with supporting plate and anchor pole, arranges three to four radially; Branch reinforcing bar is V-shaped, through corner fixed head upper limit hole, is connected with anchor pole by stage clip.
As preferably: the diameter on described branch cage of reinforcement and chassis is 0.5 ~ 0.8 times of channel diameter.
As preferably: described Bar Anchorage agent adopts the self-compaction pea gravel concreten, cement mortar or the construction structure glue that add expansion agent, be positioned over fill at twice in the geotechnological cloth bag in duct shaping.
As preferably: described geotechnological cloth bag adopts non-woven geotextile to sew up and forms, and geotechnological cloth bag does corresponding expansion according to design duct branch empty cavity position and size, and top redundance is wiped out before building sole plate.
As preferably: described sleeve pipe adopts PVC, PE, HDPE or PP material pipe to make, and casing length is identical with sole plate thickness.
The beneficial effects of the utility model are:
(1) the utility model is drilled with duct in Rock And Soil, and expand aperture in bottom and design attitude, form branch cavity, after filling Bar Anchorage agent, coordinate the chassis on anchor pole and branch cage of reinforcement, the adhesion strength of anchor pole and surrounding Rock And Soil can be improved.
(2) anchoring body outer wrapping of the present utility model adopts the geotechnological cloth bag that non-woven geotextile is made, effect of contraction is played to Bar Anchorage agent, even if under flowing pressure, Anchor Agent number of dropouts is few, be applicable to most of Anchor Agent such as concrete, cement paste, the anchoring body Forming Quality of anchor pole outsourcing is reliable.
(3) the Bar Anchorage agent adding expansion agent is filled in duct by the utility model at twice, can ensure that duct is filled closely knit, presses down anchor pole and slurries can not be caused to overflow, do not cause waste, and anchor pole presses down easily after first time filling; After second time padding and compacting, the bubble making anchor pole press down generation overflows, and ensures that anchoring body is closely knit, and when there being underground water, branch reinforcing bar still can be embedded in Rock And Soil completely, and power transmission is reliable.
(4) adopt movable branch cage of reinforcement in the utility model, be convenient to while anchor pole transfers, branch reinforcing bar can stretch into branch cavity inside, improves branch empty cavity position anchoring body anti-shear performance; Adopt stage clip to control branch reinforcing bar and anchor pole angle, after anchor pole presses to the end, cage of reinforcement automatically springs open at branch empty cavity position, and after carrying suitably, can open completely, branch reinforcing bar is fixed on supporting plate or chassis.
In a word, it is fast that the utility model has played bar planting formula anchor bolt construction speed, the advantage that rock-bolt length is little; Utilize the binding effect of geotechnological cloth bag and gradation to fill the mode of microdilatancy type Anchor Agent, improve the density of anchoring body around anchor pole, and still can ensure construction quality under circumstance of flowing water; By setting up a disk-like structure of band cage of reinforcement, improving the extraction-resistant behavior of anchor pole, the anti-floating ability providing superstructure higher, only need by anchor pole plug once, branch cage of reinforcement can be made to open completely, easy to operate.
Accompanying drawing explanation
Fig. 1 is a kind of schematic diagram drawing hole implanted band branch anti-floating rock bolt of the utility model;
Fig. 2 is branch cage of reinforcement schematic diagram described in the utility model;
Fig. 3 is chassis described in the utility model cage of reinforcement schematic diagram;
Fig. 4 to Fig. 5 is anti-floating rock bolt construction process schematic diagram described in the utility model;
Description of reference numerals: 1-anchor pole, 2-geotechnique cloth bag, 3-branch cavity, 4-chassis, the agent of 5-Bar Anchorage, 6-branch cage of reinforcement, 7-rock stratum, 8-sole plate, 9-sleeve pipe, 10-backing plate, 11-anchor head, 12-branch reinforcing bar, 13-corner fixed head, 14-stage clip, 15-supporting plate.
Detailed description of the invention
Below in conjunction with drawings and Examples, the utility model is described further.Although the utility model will be described in conjunction with preferred embodiment, should know, not represent the utility model restriction in the described embodiment.On the contrary, the utility model will contain can be included in attached claims limit scope of the present utility model in alternative, modified and equivalent.
Fig. 1 is a kind of schematic diagram drawing hole implanted band branch anti-floating rock bolt of the utility model; Fig. 2 is the schematic diagram of branch cage of reinforcement described in the utility model.With reference to shown in Fig. 1,2, one is drawn hole implanted band branch anti-floating rock bolt and is made up of anchor pole 1, geotechnological cloth bag 2, branch cage of reinforcement 6, chassis 4, Bar Anchorage agent 5, backing plate 10 and anchor head 11 in hospital.
The present embodiment adopts the HRB400 reinforcing bar of diameter 20mm as anchor pole 1, and vertical channel diameter 150mm, branch cavity 3 maximum gauge 250mm, degree of depth 1000mm in rock stratum 7, sole plate 8 thickness is 400mm is example.
Intercept HRB reinforcing bar 1500mm, as anchor pole 1 main body, one end welding 20mm is thick, the Q345 round plate of diameter 100mm is as chassis 4.On the anchor pole 1 at 400mm place above chassis 4, be welded with that one piece of 16mm is thick, the Q345 doughnut-shaped steel plate of external diameter 100mm, internal diameter 22mm is as supporting plate 15, equal vertical welding 3 pieces of corner fixed heads 13 on chassis 4 and supporting plate 15, be evenly arranged in 120 ° of annulars, while be close to anchor pole 1 and be welded to connect, corner fixed head 13 is that 12mm is thick, length of side 200mm, offers the Q345 square steel plate of 120mm internal diameter hole between two parties.The HRB335 reinforcing bar symmetry of diameter 10mm, long 160mm is bent to 60 ° of V-arrangement reinforcing bars as branch reinforcing bar 12, through corner fixed head 13 central hole, each branch cage of reinforcement 6 places 3.Stage clip 14 one end is welded in the middle part of branch reinforcing bar 12 branch, the other end is welded on anchor pole 1,50mm place above chassis 4 or pallet, ensure that stage clip free state length is not less than 80mm, compression limit state is less than 40mm, (through measuring, when branch reinforcing bar 12 is against on chassis 4 or supporting plate 15, stage clip 14 length is about 60mm each branch cage of reinforcement 6 to be arranged 6; Anchor pole 1 is placed in the vertical channel of rock stratum 7, and when drawing in dish reinforcing bar, stage clip length is about 40mm).
After bolthole position-finding completes on rock stratum 7, adopt wet boring method to carry out duct and be drilled with.First the vertical channel of diameter 150mm, dark 1000mm is drilled with; Use rock reamer again, 400mm place, at the bottom of hole and top offers the branch cavity 3 of maximum gauge 250mm, vestibule height 100mm; Finally empty, repeatedly wash away hole wall and branch vestibule inside with clear water, take boring residue out of duct by Hydraulic Circulation.
The geotechnological cloth bag 2 mated with duct is put into duct, and cloth bag opened upper end is fixed on aperture.Bar Anchorage agent 5 is filled in geotechnological cloth bag 2, the pea gravel concreten of fusion 5% expansion agent and 2% accelerating admixture is adopted in the present embodiment, first time is filled to branch cavity 3 Pan Kou position, top, by assembling chassis 4, the anchor pole 1 of branch cage of reinforcement 6 is pressed in Bar Anchorage agent 5, disposablely be depressed into bottom duct, anchor pole 1 will pull out about 50mm (for checking whether branch cage of reinforcement 6 opens completely again, can many pressure-raisings anchor pole 1, guarantee that branch cage of reinforcement 6 upper squeezed branch reinforcing bar is stuck in branch 4, cannot on pull out, then push back original position).Second time fills Bar Anchorage agent 5, is filled to top, aperture, and compacting exclusion bubble, before filling, anchor pole 1 exposed portion is temporary fixed, and when preventing Bar Anchorage agent 5 from pressurizeing compacted, anchor pole 1 is shifted.
The PVC plastic sleeve pipe 9 of anchor pole 1 exposed portion overcoat one segment length 400mm, sleeve pipe 9 diameter 30mm, the thick steel bar concrete foundation slab 8 of after-pouring 400mm, pouring construction process meets the requirement of current specifications, standard, in casting process, concrete must not enter in sleeve pipe 9.Reach after design strength until concrete, anchor pole 1 exposes sole plate about 100mm, arranges backing plate 10, installs anchor head 11, carries out stretch-draw, after Shi Hanzhang, clip unnecessary anchor pole 1, complete anchor bolt construction according to designing requirement.
Fig. 4 (a), (b) are anti-floating rock bolt construction process schematic diagrames described in the utility model, as shown in Fig. 4 (a), (b), the construction method of drawing hole implanted band branch anti-floating rock bolt mainly comprises the following steps:
1) prepare before construction: the surperficial surface dust in cleaning rock stratum 7, loosening rock and vegetation etc., materials arrival;
2) arrangement of boring holes: measure a position, anchor pole 1 hole respectively according to Design Requirement Drawing and mark;
3) be drilled with duct: form vertical channel with wet boring, form branch cavity 3 at employing rock reamer, then clean hole wall, drain residue in hole;
4) fill Anchor Agent first: fill in duct by geotechnological cloth bag 2, sack is fixed, and clogs Bar Anchorage agent 5 in bag, exceed most upper squeezed branch 1 position;
5) anchor pole is implanted: after Bar Anchorage agent 5 is clogged, and presses down welding chassis 4 and 1 to the end of anchor pole of branch cage of reinforcement 6, more suitably on pull out, branch reinforcing bar 12 is opened completely;
6) again fill Anchor Agent: in duct, again clog Bar Anchorage agent 5 and compacted, discharge issuable bubble when anchor pole 1 presses down;
7) build sole plate: the unnecessary geotechnological cloth bag 2 of cutting, expose the outer sheathed sleeve pipe 9 of rock stratum section at anchor pole 1, build sole plate 8 according to designing requirement;
8) stretching anchor rod: after sole plate 8 concrete reaches design strength, after concrete reaches design strength, anchor pole 1 is arranged backing plate 10 and anchor head 11, and according to designing requirement stretching anchor rod 1.
Claims (6)
1. draw a hole implanted band branch anti-floating rock bolt, it is characterized in that: primarily of anchor pole (1), chassis (4), branch cage of reinforcement (6), backing plate (10) and anchor head (11) composition; Described anchor pole (1) anchoring section is arranged in rock stratum (7) duct of band branch cavity (3), and be filled with Bar Anchorage agent (5), described Bar Anchorage agent (5) outer wrapping geotechnique's cloth bag (2); Described anchor pole (1) free segment is arranged in sole plate (8), and outer canning tube (9) is isolated with sole plate (8) concrete; In branch cage of reinforcement (6) corresponding rock stratum (7) duct, each branch cavity (3) highly, be fixed on anchor pole (1), described chassis (4) are located at anchor pole (1) bottom and the branch cavity (3) be positioned at bottom rock stratum (7) duct.
2. according to claim 1ly draw hole implanted band branch anti-floating rock bolt, it is characterized in that: described anchor pole (1) adopts full thread steel column or hot rolled ribbed steel bar.
3. according to claim 1ly draw hole implanted band branch anti-floating rock bolt, it is characterized in that: described branch cage of reinforcement (6) and chassis (4) are made up of supporting plate (15), corner fixed head (13), branch reinforcing bar (12) and stage clip (14); Supporting plate (15) is welded in the design attitude that anchor pole (1) stretches into rock stratum (7) part; Corner fixed head (13) welds with supporting plate (15) and anchor pole (1), arranges three to four radially; Branch reinforcing bar (12) is V-shaped, through corner fixed head (13) upper limit hole, is connected with anchor pole (1) by stage clip (14).
4. according to claim 1ly draw hole implanted band branch anti-floating rock bolt, it is characterized in that: the diameter of described branch cage of reinforcement (6) and chassis (4) is 0.5 ~ 0.8 times of channel diameter.
5. according to claim 1ly draw hole implanted band branch anti-floating rock bolt, it is characterized in that: described geotechnological cloth bag (2) adopts non-woven geotextile to sew up and forms, geotechnique's cloth bag (2) does corresponding expansion according to design branch cavity (3) position, duct and size, and sole plate (8) is front to be wiped out top redundance building.
6. according to claim 1ly draw hole implanted band branch anti-floating rock bolt, it is characterized in that: described sleeve pipe (9) adopts PVC, PE, HDPE or PP material pipe to make, and sleeve pipe (9) length is identical with sole plate (8) thickness.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420500443.2U CN204098032U (en) | 2014-09-01 | 2014-09-01 | One draws hole implanted band branch anti-floating rock bolt |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420500443.2U CN204098032U (en) | 2014-09-01 | 2014-09-01 | One draws hole implanted band branch anti-floating rock bolt |
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| Publication Number | Publication Date |
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| CN204098032U true CN204098032U (en) | 2015-01-14 |
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| CN201420500443.2U Expired - Fee Related CN204098032U (en) | 2014-09-01 | 2014-09-01 | One draws hole implanted band branch anti-floating rock bolt |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104234050A (en) * | 2014-09-01 | 2014-12-24 | 德州市公路工程总公司 | Lead hole implanted anti-floating rock anchor rod with supporting trays and construction method thereof |
| CN105839637A (en) * | 2016-05-23 | 2016-08-10 | 化学工业岩土工程有限公司 | Valve type enlarged footing stock supporting body |
| CN106223343A (en) * | 2016-07-20 | 2016-12-14 | 华北水利水电大学 | Automatic flip device is utilized to carry out foundation pit supporting method and the structure of soil nailing recovery |
| CN109268048A (en) * | 2018-11-05 | 2019-01-25 | 中建三局第三建设工程有限责任公司 | A kind of construction method improving tunnel anchorage hollow bolt grouting quality |
| CN116982542A (en) * | 2023-09-27 | 2023-11-03 | 青岛地质工程勘察院(青岛地质勘查开发局) | Greening protection structure and method for high-steep rock slope |
-
2014
- 2014-09-01 CN CN201420500443.2U patent/CN204098032U/en not_active Expired - Fee Related
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104234050A (en) * | 2014-09-01 | 2014-12-24 | 德州市公路工程总公司 | Lead hole implanted anti-floating rock anchor rod with supporting trays and construction method thereof |
| CN104234050B (en) * | 2014-09-01 | 2015-12-02 | 德州市公路工程总公司 | One draws hole implanted band branch anti-floating rock bolt and construction method |
| CN105839637A (en) * | 2016-05-23 | 2016-08-10 | 化学工业岩土工程有限公司 | Valve type enlarged footing stock supporting body |
| CN106223343A (en) * | 2016-07-20 | 2016-12-14 | 华北水利水电大学 | Automatic flip device is utilized to carry out foundation pit supporting method and the structure of soil nailing recovery |
| CN109268048A (en) * | 2018-11-05 | 2019-01-25 | 中建三局第三建设工程有限责任公司 | A kind of construction method improving tunnel anchorage hollow bolt grouting quality |
| CN116982542A (en) * | 2023-09-27 | 2023-11-03 | 青岛地质工程勘察院(青岛地质勘查开发局) | Greening protection structure and method for high-steep rock slope |
| CN116982542B (en) * | 2023-09-27 | 2023-12-15 | 青岛地质工程勘察院(青岛地质勘查开发局) | Greening protection structure and method for high-steep rock slope |
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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: 20150114 Termination date: 20200901 |
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| CF01 | Termination of patent right due to non-payment of annual fee |