CN203846399U - Combined type rock anchor with buckling anchor system - Google Patents

Combined type rock anchor with buckling anchor system Download PDF

Info

Publication number
CN203846399U
CN203846399U CN201320619439.3U CN201320619439U CN203846399U CN 203846399 U CN203846399 U CN 203846399U CN 201320619439 U CN201320619439 U CN 201320619439U CN 203846399 U CN203846399 U CN 203846399U
Authority
CN
China
Prior art keywords
anchor
anchoring
reinforced concrete
prestressing force
dowel
Prior art date
Application number
CN201320619439.3U
Other languages
Chinese (zh)
Inventor
杨继明
樊秋林
于长彬
贺常松
王新泽
刘利
严德育
王永福
Original Assignee
中铁十八局集团有限公司
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 中铁十八局集团有限公司 filed Critical 中铁十八局集团有限公司
Priority to CN201320619439.3U priority Critical patent/CN203846399U/en
Application granted granted Critical
Publication of CN203846399U publication Critical patent/CN203846399U/en

Links

Abstract

Provided is a combined type rock anchor with a buckling anchor system. The rock anchor comprises a reinforced concrete beam, a pre-stressed anchor cable, a plurality of pre-stressed anchor ribs, an anchor bed, an anchor box and an anchor block; the anchor bed is hinged to the anchor box; the anchor box is connected with a balancing cable via a P-type anchor; the anchor bed is fixed on the anchor block of the reinforced concrete beam via the pre-stressed anchor ribs; one segment of each of the pre-stressed anchor ribs penetrates into the reinforced concrete beam and another segment penetrates into the anchor bed; and the pre-stressed anchor cable penetrates into the reinforced concrete beam. The rock anchor bears definite stress, safe, reliable and convenience to construct, and an arrangement problem of a concrete anchor on a steep side slope is effectively overcome. According to the utility model, in a construction process, there is no need to excavate the side slope, square quantity of pouring of concrete is small, and disadvantages of large square quantity of earth rock excavation of gravity type concrete anchor side slope, effects on protection work of the side slope, and large square quantity and high cost of the pouring of concrete are overcome.

Description

Button anchor system combinations formula rock anchor
Technical field
The utility model belongs to a kind of building operations equipment, be particularly related to a kind of button anchor system combinations formula rock anchor, this device is reinforced concrete arch bridge stiff skeleton free cantilever erection supporting facility, is specially adapted to the tail rope anchorage operation of stiff skeleton lifting under the condition of abrupt slope.
Background technology
According to Arch Bridge Construction practice both at home and abroad at present, Bridge anchorage of the same type adopts the anchorage of the forms such as anchor pier, gravity and tunnel type as the anchorage of button anchor system mostly, for need be in geology better but the steeper domatic anchorage that arranges of the gradient, solve again in the situation of the difficult problems such as tail rope angle control precision is high, large and construction period is tight on the impact of side slope construction of prevention work simultaneously, the anchorage of above-mentioned several form of structure is not all well positioned to meet construction requirement, and workmanship can not well be ensured.
Summary of the invention
The utility model provides a kind of button anchor system combinations formula rock anchor, and this apparatus structure is stressed clear and definite, safe and reliable, easy construction, quick, and solved the difficult problem that anchorage is set under the condition of abrupt slope.
The purpose of this utility model is achieved through the following technical solutions.
A kind of button anchor system combinations formula rock anchor, is characterized in that: comprise reinforced concrete beam, prestress anchorage cable, prestressing force dowel, anchoring part, anchor case and anchor block; Anchoring part and anchor case are hinged, anchor case is connected with tail rope by P type anchor, and anchoring part is fixed on the anchor block of reinforced concrete beam by many prestressing force dowels, and one section of prestressing force dowel penetrates in reinforced concrete beam, another section penetrates in anchoring part, and prestress anchorage cable penetrates in reinforced concrete beam.
Hinged by bearing pin between above-mentioned anchoring part and anchor case.
Above-mentioned prestress anchorage cable is selected 1860 types steel strand, and adopt pulling force decentralized to arrange.
Above-mentioned prestress anchorage cable outer cover is equipped with bellows, and prestress anchorage cable is made up of anchoring section and free segment, and described anchoring section head is equipped with Grouting Pipe, between described free segment end anchorage and anchor block, billet is housed.
Above-mentioned prestressing force dowel adopts φ 32 essences to prick screw-thread steel, arranges 6 prestressing force dowels in each anchoring part.
Sleeve pipe is equipped with in above-mentioned prestressing force dowel main body outside, and dowel backing plate is equipped with respectively at main body two ends, and prestressing force dowel nut is housed on dowel backing plate, and it is upper with spiral bar that main body penetrates one section of reinforced concrete beam.
Protective cover is equipped with in above-mentioned ground tackle outside.
The utlity model has following advantage and good effect:
1, in the utility model, between anchor case and anchoring part, connect by bearing pin, it relatively rotates angle can be greater than 180 °, and adjustment mode is flexible, efficiently solves the difficult problem that conventional rock anchor is unfavorable for that tail rope angular error is adjusted.
2, in the utility model, tail rope angular error adjusting range is less, only oblique prestress anchorage cable need be set, and vertical prestressed anchor cables is not set, and the horizontal force producing by oblique prestressed cable and vertical force are carried out the Suo Li of the both direction that balance transmitted by tail rope.The domatic vertical setting at oblique prestress anchorage cable and reinforced concrete beam place, with horizontal direction angle be 30 °.
3, the anchoring section operated by rotary motion of the utility model prestress anchorage cable is in weak weathered stratum, and according to parameters such as the ultimate bond stress between the Allowable Stress Design value of rock mass and hole wall and injecting cement paste, calculate anchoring section length, and guarantee that freedom length is not less than 5cm.
The stratum that above-mentioned prestress anchorage cable passes through is W2(<14-4-1>T2fb), according to calculating, the anchorage depth of anchoring section in W2 stratum must not be less than 10m, adopt pulling force decentralized to arrange, therefore the buried depth of prestress anchorage cable is 35m(3 root steel strand anchoring segment length 10m) and 40m(3 root steel strand anchoring segment length 15m).
Above-mentioned prestress anchorage cable is selected 1860 types steel strand composition, being greater than 1.6 anchored force that lock single bundle anchor cable according to prestress anchorage cable steel strand self tensile strength safety factor is 900KN, and according to verifying in advance by the pre-stretch-draw of prestress anchorage cable whether massif meets the force request under each working condition in stiff skeleton installation process.
4, the utility model prestressing force dowel is that φ 32 essences are pricked screw-thread steel, by pre-stretch-draw, anchoring part is fixed on the anchor block of reinforced concrete beam, and initial tensioning power is not more than 0.8 times of the own tensile strength of prestressing force dowel.Be not less than 1.25 requirement according to the Suo Li of tail rope, single prestressing force dowel anchored force and the tension safety factor of prestressing force dowel own, single prestressing force dowel prestressing force is locked as to 400KN, each anchoring part is arranged 6 prestressing force dowels.
5, anchoring part of the present utility model and anchor case are undertaken hingedly by bearing pin, and both can relatively rotate more than 180 °, reach the object of adjusting tail rope angle.
6, the utility model is connected anchor case by P type anchor with tail rope, and balance cable force is passed to combined type rock anchor system.
To sum up, the utility model structure stress is clear and definite, safe and reliable, easy construction, has effectively overcome the difficult problem that anchorage is set under steep side slope condition.In the utility model work progress, need not excavate side slope, concreting side measures few, has made up gravity anchor side slope earthwork evacuation side and has measured greatly, affects side slope protection work, concreting side's amount greatly and the high deficiency of cost.
Brief description of the drawings:
Fig. 1 is combined type rock anchor general arrangement;
Fig. 2 is prestress anchorage cable structure chart;
Fig. 3 is prestressing force dowel structure chart;
Fig. 4 is that anchor bearing structure is arranged elevation;
Fig. 5 is that anchor box structure is arranged elevation.
1. prestress anchorage cables in figure, 2. reinforced concrete beam, 3. prestressing force dowel, 4. anchoring part; 5. bearing pin, 6. anchor case, 7. prestressing force dowel nut, 8. tail rope; 9. anchor block, 10. side slope, 11. prestressed cable anchorage sections, 12. prestress anchorage cable free segments; 13. Grouting Pipe, 14. prestress anchorage cable backing plates, 15. ground tackles; 16. protective covers, 17. bellowss, 18. prestress anchorage cable borings; 19. prestressing force dowel backing plates, 20. spiral bars, 21. sleeve pipes.
Detailed description of the invention:
A kind of button anchor system combinations formula rock anchor, is made up of prestress anchorage cable 1, reinforced concrete beam 2, prestressing force dowel 3, anchoring part 4, anchor case 6 and anchor block 9.Hinged by bearing pin 5 between anchoring part and anchor case, anchor case is connected with tail rope 8 by P type anchor, anchoring part is fixed on the anchor block of reinforced concrete beam by many prestressing force dowels, one section of prestressing force dowel penetrates in reinforced concrete beam, another section penetrates in anchoring part, and prestress anchorage cable penetrates in reinforced concrete beam.
Above-mentioned prestress anchorage cable is selected 1860 types steel strand, and adopt pulling force decentralized to arrange.Prestress anchorage cable outer cover is equipped with bellows 17, and prestress anchorage cable is made up of anchoring section 11 and free segment 12, and described anchoring section head is equipped with Grouting Pipe 13, between described free segment end anchorage 15 and anchor block 9, billet 14 is housed.Protective cover 16 is equipped with in described ground tackle outside.
Above-mentioned prestressing force dowel adopts φ 32 essences to prick screw-thread steel, arranges 6 prestressing force dowels in each anchoring part.Sleeve pipe 21 is equipped with in prestressing force dowel main body outside, and dowel backing plate 19 is equipped with respectively at main body two ends, and prestressing force dowel nut 7 is housed on dowel backing plate, and it is upper with spiral bar 20 that main body penetrates one section of reinforced concrete beam.
Work progress of the present utility model is:
1, prestress anchorage cable 1 adopts pulling force decentralized, and buried depth is respectively 35m(prestressed cable anchorage section 11 long 10m) and 40m(prestressed cable anchorage section 11 long 15m).First according to design angle, reinforced concrete beam 2 and side slope 10 contact surfaces are cleared up, domatic and horizontal direction angle is 60 °, adopts down-the-hole drill dry drill method construction prestress anchorage cable boring 18, and a little less than boring enters, the weathered stratum degree of depth is not less than anchoring section length.
Eliminate rust in prestressed cable anchorage section 11 surfaces that 2, will penetrate, oil removal treatment, and prestress anchorage cable free segment 12 is carried out preservative treatment.Penetrate prestress anchorage cable 1, grouting plug is set, first by Grouting Pipe 13 use 0.4MPa pressure, grouting plug is filled, after strength of cement grout reaches 20MPa intensity, carry out hole inner high voltage slip casting.
3, assembling reinforcement concrete beam 2 reinforcing bars, install anchoring part prestressing force dowel 3, are embedded in prestressing force dowel nut 7, backing plate 19, spiral bar 20 and the sleeve pipe 21 of reinforced concrete beam 2 inside.The prestress anchorage cable of overcoat bellows 17 1, through anchorage reinforced concrete beam 2, is arranged to billet to disperse the pressure to concrete anchor block 9 between ground tackle 15 and anchor block.Install template and build reinforced concrete beam 2 concrete; Until reinforced concrete beam 2 concrete strengths reach design strength 95%, prestress anchorage cable is holed after 18 interior cement grout intensity reach 80% and can be stretched to 900KN to prestress anchorage cable 1, after stretch-draw completes, tighten up ground tackle 15, and add ground tackle protective cover 16.
4, anchoring part 4 is installed, prestressing force dowel 3 is stretched to 400KN, after stretch-draw completes, tighten the prestressing force dowel nut 7 contacting with anchoring part 4.
5, by P type anchor, tail rope 8 is connected with anchor case 6, by bearing pin 5, anchor case 6 is connected with anchoring part 4, guarantee can in scope of design, can freely rotate between anchor case 6 and anchoring part 4.
After said process completes, can be to tail rope 8 being carried out to stretch-draw according to designing requirement Suo Li, so far, button anchor system combinations formula rock anchor formally comes into operation.
The utility model, in stiff skeleton hoisting process, transmits give-commission tower by knotted rope by Suo Li, and recycling tail rope carrys out the unbalanced load of balance button tower.Tail rope is connected with anchor case by P type anchor, utilize bearing pin by hinged to anchor case and anchoring part, by the prestressing force dowel being connected with anchoring part, power is passed to reinforced concrete beam again, last power of concrete beam being born by prestress anchorage cable passes to massif, this structural system is stressed clear and definite, and construction operating mode is effectively controlled.

Claims (7)

1. a button anchor system combinations formula rock anchor, is characterized in that: comprise reinforced concrete beam, prestress anchorage cable, prestressing force dowel, anchoring part, anchor case and anchor block; Anchoring part and anchor case are hinged, anchor case is connected with tail rope by P type anchor, and anchoring part is fixed on the anchor block of reinforced concrete beam by many prestressing force dowels, and one section of prestressing force dowel penetrates in reinforced concrete beam, another section penetrates in anchoring part, and prestress anchorage cable penetrates in reinforced concrete beam.
2. a kind of button anchor system combinations formula rock anchor according to claim 1, is characterized in that: hinged by bearing pin between above-mentioned anchoring part and anchor case.
3. a kind of button anchor system combinations formula rock anchor according to claim 1, is characterized in that: above-mentioned prestress anchorage cable is selected 1860 types steel strand, and adopt pulling force decentralized to arrange.
4. according to the one button anchor system combinations formula rock anchor described in claim 1 or 3, it is characterized in that: above-mentioned prestress anchorage cable outer cover is equipped with bellows, prestress anchorage cable is made up of anchoring section and free segment, described anchoring section head is equipped with Grouting Pipe, between described free segment end anchorage and anchor block, billet is housed.
5. a kind of button anchor system combinations formula rock anchor according to claim 1, is characterized in that: above-mentioned prestressing force dowel adopts φ 32 essences to prick screw-thread steel, arranges 6 prestressing force dowels in each anchoring part.
6. one is detained anchor system combinations formula rock anchor according to claim 1 or 5, it is characterized in that: sleeve pipe is equipped with in above-mentioned prestressing force dowel main body outside, dowel backing plate is equipped with respectively at main body two ends, prestressing force dowel nut is housed on dowel backing plate, and it is upper with spiral bar that main body penetrates one section of reinforced concrete beam.
7. a kind of button anchor system combinations formula rock anchor according to claim 4, is characterized in that: protective cover is equipped with in above-mentioned ground tackle outside.
CN201320619439.3U 2013-10-08 2013-10-08 Combined type rock anchor with buckling anchor system CN203846399U (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201320619439.3U CN203846399U (en) 2013-10-08 2013-10-08 Combined type rock anchor with buckling anchor system

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201320619439.3U CN203846399U (en) 2013-10-08 2013-10-08 Combined type rock anchor with buckling anchor system

Publications (1)

Publication Number Publication Date
CN203846399U true CN203846399U (en) 2014-09-24

Family

ID=51559436

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201320619439.3U CN203846399U (en) 2013-10-08 2013-10-08 Combined type rock anchor with buckling anchor system

Country Status (1)

Country Link
CN (1) CN203846399U (en)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103572701A (en) * 2013-10-08 2014-02-12 中铁十八局集团有限公司 Buckling anchor system combined rock anchor
CN108867382A (en) * 2018-06-14 2018-11-23 张学武 Anchor system and construction method after prestressing force type

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103572701A (en) * 2013-10-08 2014-02-12 中铁十八局集团有限公司 Buckling anchor system combined rock anchor
CN108867382A (en) * 2018-06-14 2018-11-23 张学武 Anchor system and construction method after prestressing force type

Similar Documents

Publication Publication Date Title
CN101634149B (en) Prestressed anchor foundation pit support and construction method
CN101798812B (en) Double anchoring section prestressed anchoring system with three-layer protection and anchoring method thereof
CN102031784B (en) Slope protection pile pouring and cable bolting construction method for deep foundation pit
CN105840207B (en) Construction method for comprehensive tunnel entering structure of large-span tunnel penetrating shallow-buried bias-pressure loose accumulation body
CN104060629B (en) The superimposed wall construction method in covered back-digging subway station and portable side wall formwork jumbo
CN104314070B (en) A kind of Π shape diaphragm wall shield structure export &amp; import construction method
CN108412501B (en) Under wear oil pipeline shallow depth loess tunnels construction method
CN202559345U (en) Bottom-expanded pre-stress anti-floating anchor rod
CN101666081B (en) Abrupt slope bare rock drilling platform and technology in huge reservoir
CN103147442B (en) Ultra-deep foundation pit press-grouting pile and prestressed anchor combined supporting construction method
CN104533453A (en) Substep dynamic coupling support method for roadway fault fracture zone
CN106758831B (en) Across railway bridge swivel continuous beam construction method
CN105697021B (en) The prefabricated tunnel and construction method in the shallow earthing riverbed of shield crossing
CN101265690A (en) Method for dismantling arch bridge for protection
CN105274998B (en) Construction method of assembled pile-plate-anchor-beam combination type batholith support
CN104746517B (en) A kind of suspension roof support system of total length below artesian head
CN105239586B (en) Method for supporting foundation pit by adopting support structure
CN101736760A (en) Prestressed anti-floating anchor rod and construction method thereof
CN100535263C (en) Construction method for vertical prestressed anchor rope friction pile slope-sliding prevention and treatment
CN203755334U (en) Single-pipe tower prefabricated spiral steel pipe pile foundation
KR101152265B1 (en) Prestressed bored pile construction method and structures
CN102140924B (en) Double-shell coupling supporting method of deep soft rock tunnel
CN105134269B (en) Control method for roadway surrounding rock achieving cooperative load bearing by enabling anchor cables to penetrate through sheds
CN205742213U (en) Foundation pit supporting construction
CN203569582U (en) Connecting structure of concrete pipe pile and bearing platform

Legal Events

Date Code Title Description
C14 Grant of patent or utility model
GR01 Patent grant
EXPY Termination of patent right or utility model
CF01 Termination of patent right due to non-payment of annual fee

Granted publication date: 20140924

Termination date: 20141008