CN202899128U - Rock anchor crane beam capable of adjusting main load bearing anchor rod stress in overall process - Google Patents
Rock anchor crane beam capable of adjusting main load bearing anchor rod stress in overall process Download PDFInfo
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- CN202899128U CN202899128U CN2012204131997U CN201220413199U CN202899128U CN 202899128 U CN202899128 U CN 202899128U CN 2012204131997 U CN2012204131997 U CN 2012204131997U CN 201220413199 U CN201220413199 U CN 201220413199U CN 202899128 U CN202899128 U CN 202899128U
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
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Abstract
Provided is a rock anchor crane beam capable of adjusting main load bearing anchor rod stress in an overall process. The rock anchor crane beam capable of adjusting the main load bearing anchor rod stress in the overall process comprises a rock anchor crane beam body (3), a main load bearing stress anchor rod (10) and a reinforced anchor rod (24), wherein the main load bearing stress anchor rod (10) is composed of an anchor rod anchorage section (16), an anchor free section (17) and an anchor rod exposure locking section (19). Anchor rod rebar (5) penetrates through the anchor rod anchorage section (16), the anchor free section (17) and the anchor rod exposure locking section (19). The rock anchor crane beam capable of adjusting the main load bearing anchor rod stress in the overall process overcomes the defects of a traditional stone anchor crane beam that stress of a part of a main load bearing anchor rod is high, and the main load bearing anchor rod stress is not enabled to be adjusted. The main load bearing anchor rod stress of the rock anchor crane beam can be still controlled in a range of design standards, the rock anchor crane beam is high in overall stability, the rock anchor crane beam body is small in inhomogeneous deformation, and the rock anchor crane beam capable of adjusting the main load bearing anchor rod stress in the overall process is beneficial for normal operation of an overhead crane.
Description
Technical field
The utility model relates to the structure design of rock bolt crane girder, but more particularly it is the rock anchor crane girder that a kind of main bearing anchor stress overall process is regulated.
Background technology
Rock anchor crane girder can reduce the factory building span because having, and improves stability of tunnel; Reduce excavation, supporting, concrete and steel project, reduce construction investment; Can form in advance and come into operation, be conducive to convenient construction, the advantages such as accelerating construction progress are generally adopted in the construction of underground power station.Development along with China's hydropower, adopt the power station of underground power house more and more, single-machine capacity has reached the 700MW rank, and stride forward to the 1000MW rank, the raising of single-machine capacity causes underground power house cavern scale increasing, and the factory building span has surpassed 30m, highly near 100m, the crane girder wheel load has also surpassed 100t, and large span, high side wall Stability of Excavation Surrounding and heavily loaded rock anchor crane girder structural safety problem are more and more outstanding, are directly connected to the normal operation in power station.
Tradition rock anchorage beam master bearing anchor adopts the ordinary mortar anchor pole, and the elevation angle is 15 °-30 °, and the anchor pole reinforcing bar is directly imbedded Liang Tizhong, and establishes the free segment of certain-length at beam body and position, country rock boundary.In engineering practice, its technological deficiency manifests day by day, is mainly reflected in: (1) is affected by surrouding rock deformation, and the part anchor stress is higher, even surpasses design standard, and stress can't be regulated after the construction, causes structure to have potential safety hazard; (2) between the vertical scar of Liang Tiyu in conjunction with relatively poor, increased the load of the oblique rock bench of rock anchorage beam, reduced beam body resistance to overturning.(3) main bearing anchor initial stress be by surrounding rock of chamber distortion cause by dynamic stress, there is larger difference in its value, under fully loaded transportation condition, the beam body deformability may occur inhomogeneous, affects the bridge machine and normally moves.
Summary of the invention
The purpose of this utility model is to overcome the deficiency of above-mentioned existing background technology, but the rock anchor crane girder that provides a kind of main bearing anchor stress overall process to regulate.
The first purpose of the present utility model reaches by following measure: but the rock anchor crane girder that main bearing anchor stress overall process is regulated, it comprises rock anchor crane girder beam body, main carrying prestressed anchor, reinforce anchor pole, it is characterized in that described main carrying prestressed anchor is by anchor rod anchored section, free section and anchor pole expose lock segments and form, and the anchor pole reinforcing bar runs through anchor rod anchored section, and free section and anchor pole expose lock segments;
Anchor rod anchored section comprises the anchor pole reinforcing bar that is positioned at medium position, and the gap is furnished with reinforcing bar to medium-height trestle on the anchor pole reinforcing bar, and by in armature boring, fixedly forming after the grouting for the first time;
Free section comprises the anchor pole reinforcing bar that is positioned at medium position, is positioned at anchor pole reinforcing bar outer pitch and PE rete, and the part of free section is positioned at armature boring by forming through for the first time grouting on pitch and PE rete; Another part of free section is positioned at rock anchor crane girder beam body, by being in the milk through the first time on the pitch outside the anchor pole reinforcing bar and the PE rete, on the pre-buried steel sleeve pipe after for the first time grouting, be in the milk through the second time, and the weldable steel backing plate forms on the tail end of steel sleeve;
Anchor pole exposes lock segments and comprises successively steel shoe, packing ring and nut, and described steel shoe, packing ring and nut all are fixed on the anchor pole reinforcing bar that exposes.
Described nut is double nut.
Elevation angle theta between described main carrying prestressed anchor and the rock anchor crane girder beam body is 5 °-15 °.
Described main carrying prestressed anchor comprises row's prestressed anchor and lower row's prestressed anchor, and the elevation angle theta of upper row's prestressed anchor and horizontal plane is 15 °, and the elevation angle theta of lower row's prestressed anchor and horizontal plane is 10 °.
The utility model causes part master bearing anchor stress higher for traditional rock anchor crane girder owing to surrouding rock deformation, even above design standard, and the technological deficiency that can't regulate after the construction, but the rock anchor crane girder that a kind of main bearing anchor stress overall process is regulated has been invented in research.This kind rock anchorage beam master bearing anchor stress can be controlled in the design standard scope all the time, and the rock anchorage beam resistance to overturning is high, and the inhomogeneous deformation of beam body is little, is conducive to the normal operation of bridge machine.
Specifically the utlity model has following features:
(1) rock anchorage beam master bearing anchor adopts posttension partial prestressing anchor pole, and fixing anchor bar adopts the ordinary mortar anchor pole.Posttension partial prestressing anchor pole can avoid the anchor pole reinforcing bar directly to imbed in the rock anchorage beam beam body, and regulating for the overall process of main bearing anchor stress provides precondition.
(2) prestressed anchor anchor pole reinforcing bar stretches out the beam body by smearing pitch and parcel PE film formation free segment (stretch-draw section) outward by pre-buried steel sleeve pipe in the rock anchor crane girder beam body, utilizes nut to apply prestressing force locking beam body in the anchor pole end.Free segment is set can make the cement mortar in anchor pole reinforcing bar and boring and the steel sleeve directly not bond, satisfy the free-extension of anchor pole reinforcing bar, for applying prestressing force locking beam body and making prestressing force provide technical guarantee to anchor rod anchored section transmission, guaranteed that anchor pole applies prestressing force to the expection anchoring effect of rock anchorage beam beam body.
(3) by tightening or loosen the nut of anchor pole end, can regulate prestressed size in the anchor pole, thereby the overall process that realizes main bearing anchor stress is regulated, guarantee that anchor stress is controlled in the design standard scope all the time, effectively solved traditional rock anchor crane girder because in the Underground powerhouse excavation work progress, the main bearing anchor stress of the part that surrouding rock deformation causes is higher, even surpasses design standard and the technological deficiency that can't regulate after the construction.
(4) by main bearing anchor being applied the prestressing force of setting, assurance rock anchor crane girder beam body is combined well with vertical scar, thereby the part vertical load that can utilize the frictional force between beam body and vertical scar to come balance bridge wheel pressure zone, reduce the load on the oblique rock bench of rock anchorage beam, reach the resistance to overturning that improves rock anchor crane girder, reduce the beam body deformability, reduce the purposes such as shear stress that main bearing anchor bears.Before the bridge machine operation, rock anchorage beam master bearing anchor initial stress is the active stress that applies by the anchor pole end nut, its value high conformity, and size can timely adjustment; During the operation of bridge machine, main bearing anchor tension values is little, and high conformity, can improve the uniformity of rock anchorage beam distortion, and assurance bridge machine is normally walked.
(5) owing to this kind rock anchor crane girder beam body is combined well with vertical scar, improved the resistance to overturning of rock anchor crane girder, the distortion of beam body when having reduced the operation of bridge machine, thereby can reduce the shear stress that main bearing anchor bears, be that main bearing anchor adopts the less elevation angle (5 °-15 °) that precondition is provided.The employing at the little elevation angle of anchor pole has increased the stressed arm of force of main bearing anchor, for the spacing that strengthens main bearing anchor creates favorable conditions, thereby reduces difficulty of construction, convenient construction.
But the rock anchor crane girder that the utility model master bearing anchor stress overall process is regulated, its advantage is mainly reflected in following several respects: (1) is by regulating anchor nut, realize the Whole Process Control of main bearing anchor stress, anchor stress is can be controlled in the design standard scope all the time, and the rock anchorage beam structural safety is more secure; (2) rock anchor crane girder is combined with scar well, can improve the resistance to overturning of rock anchorage beam; (3) rockbolt stress and beam body deformability are even, are conducive to the normal operation of bridge machine; (4) main bearing anchor can adopt the less elevation angle, thereby can strengthen the anchor pole spacing, is conducive to convenient construction.
The utility model has considered Underground Powerhouse deformation behaviour, ambient influnence and the normal service requirement of bridge machine in the loading characteristic, work progress of rock anchor crane girder structure, the technological deficiency of having evaded traditional rock anchor crane girder, be applicable to the underground power house of various scales in I, II and the III class surrounding rock, guaranteeing rock anchorage beam structural safety, resistance to overturning and normally possessing greater advantage aspect the operation, be particularly useful for heavy duty, large cantilever rock anchor crane girder.
Description of drawings
Fig. 1 is that underground power house rock anchor crane girder is arranged drawing in side sectional elevation;
Fig. 2 is existing traditional rock anchor crane girder structure drawing;
Fig. 3 is existing rock anchor crane girder master bearing anchor structural representation;
Fig. 4 is the utility model rock anchor crane girder structure drawing
Fig. 5 is the utility model rock anchor crane girder master bearing anchor structural representation;
Among the figure: 1, the underground power house cavern, 2, the bridge machine, 3, rock anchor crane girder beam body, 4, common main bearing anchor (or claiming common bolt), 5, the anchor pole reinforcing bar, 6, armature boring, 7, cement mortar, 8, reinforcing bar is to medium-height trestle, 9, pitch and outer PE film, 10 wrapped up in, main carrying prestressed anchor (or claiming prestressed anchor), 11, the pre-buried steel sleeve pipe, 12, billet, 13, steel shoe, 14, packing ring, 15, nut, 16, anchor rod anchored section, 17, free section, 18, anchor pole is directly imbedded Liang Tiduan, 19, anchor pole exposes lock segments, 20, grout compartment for the first time, 21, grout compartment for the second time, 22, oblique rock bench, 23, vertical rock wall surface, 24, reinforce anchor pole, 25, Underground Powerhouse
The specific embodiment
Describe performance of the present utility model in detail below in conjunction with accompanying drawing, but they do not consist of to restriction of the present utility model, only for example, simultaneously by illustrating that advantage of the present utility model will become more clear and understands easily.
Explanation of nouns in the manual:
Prestressed anchor: formed by anchor head, presstressed reinforcing steel, anchoring body, utilize the elastic elongation of presstressed reinforcing steel free segment (stretch-draw section), anchor pole is applied prestressing force, so that the long anchor pole of required active support pulling force to be provided.
Anchoring section: the power end is held in the inside of the prestressed anchor body of rod, and it is with cementitious materials or with the mechanical device of metal processing, makes anchor pole inner with formed whole section by the stable medium in anchoring body deep.
Rock anchor crane girder (abbreviation rock anchorage beam): rock anchorage beam is by long anchor pole Reinforced Concrete Crane Girder to be fixed on structure on the crag, and whole load of bridge crane and deadweight are passed on the rock mass by the frictional force on long anchor pole and Reinforced Concrete Crane Girder and the rock wall interface.
Grouting: utilize grout pump or slurries heavy in vain, cement grout is sent to crack, distress in concrete, the interior engineering measure of seam or cavity of rock mass by boring, pipe laying or other method.
Consult Fig. 1 as can be known: the power station of existing underground power house is the underground power house cavern 1 that Underground Powerhouse 25 surrounds, and bridge machine 2 can be mobile at rock anchor crane girder beam body,
Consult Fig. 2 as can be known: existing main bearing anchor 4 all is positioned at the upper end of rock mass and rock anchor crane girder beam body 3, reinforces the lower end that anchor pole 24 is positioned at oblique rock bench 22 and rock anchor crane girder beam body 3, and main bearing anchor 4 and reinforcing anchor pole 24 are the ordinary mortar anchor pole.
Consult Fig. 3 as can be known: existing main bearing anchor 4 is by anchor rod anchored section 16, and free section 17 and anchor pole are directly imbedded beam body section 18 and formed.The anchor pole reinforcing bar 5 that comprises medium position for anchor rod anchored section 16, the interval is furnished with reinforcing bar to medium-height trestle 8 on anchor pole reinforcing bar 5, and by reinforcing bar is fixedly formed in that armature boring 6 is interior through cement mortar 7 medium-height trestle 8 and anchor pole reinforcing bar 5;
Anchor pole is directly imbedded beam body section 18 and all is positioned at rock anchor crane girder beam body 3.
Consult Fig. 4, Fig. 5 as can be known: but the rock anchor crane girder that main bearing anchor stress overall process is regulated, it comprises rock anchor crane girder beam body 3, prestressed anchor 10, reinforce anchor pole 24, it is characterized in that described main carrying prestressed anchor 10 is successively by anchor rod anchored section 16, free section 17 and anchor pole expose lock segments 19 and form, and anchor pole reinforcing bar 5 runs through anchor rod anchored section 16, and free section 17 and anchor pole expose lock segments 19;
Comprise the anchor pole reinforcing bar 5 that is positioned at medium position for anchor rod anchored section 16, the gap is furnished with reinforcing bar to medium-height trestle 8 on anchor pole reinforcing bar 5, and by reinforcing bar is fixedly formed in that armature boring 6 is interior after for the first time grouting medium-height trestle 8 and anchor pole reinforcing bar 5;
Anchor pole exposes lock segments 19 and comprises successively steel shoe 13, packing ring 14 and nut 15, and described steel shoe 13, packing ring 14 and nut 15 all are fixed on the anchor pole reinforcing bar 5 that exposes.
Described nut 15 is double nut.Elevation angle theta between described main carrying prestressed anchor 10 and the rock anchor crane girder beam body 3 is 5 °-15 °.
The main carrying of preferred upward row prestressed anchor 10 is 15 ° with the elevation angle theta of horizontal plane, and the elevation angle theta that lower row master is carried prestressed anchor 10 and horizontal plane is 10 °.
Reinforcing anchor pole 24 is the ordinary mortar anchor pole, and its job practices repeats no more herein, carries out in strict accordance with domestic relevant Regulations.
Claims (4)
1. but the rock anchor crane girder regulated of main bearing anchor stress overall process, it comprises rock anchor crane girder beam body (3), main carrying prestressed anchor (10), reinforce anchor pole (24), it is characterized in that described main carrying prestressed anchor (10) is by anchor rod anchored section (16), free section (17) and anchor pole expose lock segments (19) and form, and anchor pole reinforcing bar (5) runs through anchor rod anchored section (16), and free section (17) and anchor pole expose lock segments (19);
Anchor rod anchored section (16) comprise the anchor pole reinforcing bar (5) that is positioned at medium position, are furnished with reinforcing bar to medium-height trestle (8) in the upper gap of anchor pole reinforcing bar (5), and by in armature boring (6), fixedly forming after the grouting for the first time;
Free section (17) comprises the anchor pole reinforcing bar (5) that is positioned at medium position, be positioned at anchor pole reinforcing bar (5) outer pitch and PE rete (9), the part of free section (17) is positioned at armature boring (6) by forming at pitch and upper being in the milk through for the first time of PE rete (9); Another part of free section (17) is positioned at rock anchor crane girder beam body (3), upper through for the first time grouting by the pitch outside anchor pole reinforcing bar (5) and PE rete (9), pre-buried steel sleeve pipe (11) after for the first time grouting is upper through for the second time grouting, and weldable steel backing plate (12) forms on the tail end of steel sleeve (11);
Anchor pole exposes lock segments (19) and comprises successively steel shoe (13), packing ring (14) and nut (15), and described steel shoe (13), packing ring (14) and nut (15) all are fixed on the anchor pole reinforcing bar (5) that exposes.
2. but the rock anchor crane girder of main bearing anchor stress overall process adjusting according to claim 1 is characterized in that described nut (15) is double nut.
3. but the rock anchor crane girder of main bearing anchor stress overall process adjusting according to claim 1 and 2 is characterized in that the elevation angle theta between described main carrying prestressed anchor (10) and the rock anchor crane girder beam body (3) is 5 °-15 °.
4. but the rock anchor crane girder regulated of main bearing anchor stress overall process according to claim 3, it is characterized in that described main carrying prestressed anchor (10) comprises row's prestressed anchor and lower row's prestressed anchor, the elevation angle theta of upper row's prestressed anchor and horizontal plane is 15 °, and the elevation angle theta of lower row's prestressed anchor and horizontal plane is 10 °.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012204131997U CN202899128U (en) | 2012-08-20 | 2012-08-20 | Rock anchor crane beam capable of adjusting main load bearing anchor rod stress in overall process |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012204131997U CN202899128U (en) | 2012-08-20 | 2012-08-20 | Rock anchor crane beam capable of adjusting main load bearing anchor rod stress in overall process |
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| CN202899128U true CN202899128U (en) | 2013-04-24 |
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| CN2012204131997U Expired - Lifetime CN202899128U (en) | 2012-08-20 | 2012-08-20 | Rock anchor crane beam capable of adjusting main load bearing anchor rod stress in overall process |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102839664A (en) * | 2012-08-20 | 2012-12-26 | 长江勘测规划设计研究有限责任公司 | Rock-anchored crane beam with overall-process-stress-adjustable main load-bearing anchor rod and construction method |
| CN104452602A (en) * | 2014-12-17 | 2015-03-25 | 中交第二航务工程局有限公司 | First steel anchor beam elevation control method |
| CN105297720A (en) * | 2014-06-13 | 2016-02-03 | 葛洲坝集团第二工程有限公司 | Construction method for relieving stress concentration of orifices of tensed anchor rods for rock anchor beam |
| CN106567405A (en) * | 2015-10-10 | 2017-04-19 | 中国电建集团贵阳勘测设计研究院有限公司 | Underground factory building rock wall crane beam over-excavation reinforcing structure and construction method thereof |
| US20180002144A1 (en) * | 2014-06-13 | 2018-01-04 | Changjiang Survey Planning Design And Research Co., Ltd. | Method for hoisting and transporting assemblies in underground nuclear power plant |
| CN112064675A (en) * | 2020-08-25 | 2020-12-11 | 中国水利水电第七工程局有限公司 | Excavation construction method for rock anchor beam of underground workshop in weak broken rock area |
-
2012
- 2012-08-20 CN CN2012204131997U patent/CN202899128U/en not_active Expired - Lifetime
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102839664A (en) * | 2012-08-20 | 2012-12-26 | 长江勘测规划设计研究有限责任公司 | Rock-anchored crane beam with overall-process-stress-adjustable main load-bearing anchor rod and construction method |
| CN105297720A (en) * | 2014-06-13 | 2016-02-03 | 葛洲坝集团第二工程有限公司 | Construction method for relieving stress concentration of orifices of tensed anchor rods for rock anchor beam |
| US20180002144A1 (en) * | 2014-06-13 | 2018-01-04 | Changjiang Survey Planning Design And Research Co., Ltd. | Method for hoisting and transporting assemblies in underground nuclear power plant |
| US10544014B2 (en) * | 2014-06-13 | 2020-01-28 | Changjiang Survey Planning Design And Research Co., Ltd. | Method for hoisting and transporting assemblies in underground nuclear power plant |
| CN104452602A (en) * | 2014-12-17 | 2015-03-25 | 中交第二航务工程局有限公司 | First steel anchor beam elevation control method |
| CN106567405A (en) * | 2015-10-10 | 2017-04-19 | 中国电建集团贵阳勘测设计研究院有限公司 | Underground factory building rock wall crane beam over-excavation reinforcing structure and construction method thereof |
| CN112064675A (en) * | 2020-08-25 | 2020-12-11 | 中国水利水电第七工程局有限公司 | Excavation construction method for rock anchor beam of underground workshop in weak broken rock area |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20130424 |