CN103452147A - Self-balance anchor counter weight broken pile forced landing rectification method - Google Patents
Self-balance anchor counter weight broken pile forced landing rectification method Download PDFInfo
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Abstract
The invention discloses a self-balance anchor counter weight broken pile forced landing rectification method. The self-balance anchor counter weight broken pile forced landing rectification method comprises the following steps of: drilling an anchor rod hole in a foundation pile planned to be truncated; taking the position planned to be truncated as a boundary; taking a lower-part pile body as an anchoring section, an upper-part anchor hole as a free section and a bearing platform which needs to be rectified as an outer anchor bed to form a self-balance anchor; cooperating with various traditional direct broken pile technologies, or artificially arranging a base pile section weakening section on a pile end; buckling the pile body concrete of the section weakening section under the joint action of the upper-part load self weight and the self-balance anchor counter weight to realize the broke pile; realizing the counter weight broken pile forced landing rectification; rectifying building and structure inclination caused by the uneven sedimentation of the pile foundation. According to the self-balance anchor counter weight broken pile forced landing rectification method disclosed by the invention, the self-balance anchor used for assisting the counter weight directly adopts the lower-part pile body of the foundation pile as the anchor rod anchoring section to provide anchoring counter force, the counter weight problem of broken pile forced landing is solved by the ingenious economic means, and therefore the broken pile forced landing can be safer and controllable. According to the self-balance anchor counter weight broken pile forced landing rectification method disclosed by the invention, change and disturbance on the stressed system and the foundation of the building and the structure can be avoided, and the building and the structure can be more safely used after being rectified.
Description
Technical field
Patent of the present invention relates to a kind of building inclination rectification method and technology neck city, be specially adapted to a kind of employing pile foundation, error due to aspects such as the complexity of geology and hydrologic condition and prospecting, design, construction, management, monitorings, during because of pile foundation differential settlement generation construction of structures inclination disease, a kind of construction of structures inclination correction method adopted.
Background technology
In recent years, along with building project scale expanding day, construction of structures is more and more higher, the monomer scale is increasing, adopt the construction of structures of pile foundation more and more, complexity due to the intrinsic geology of geotechnical engineering and hydrologic condition, reach the aspects such as prospecting, design, construction, management, monitoring and human error easily occurs, and the covert property that has of pile foundation engineering itself, pile foundation engineering differential settlement occurs and causes construction of structures to find that the problem that tilts to exceed standard happens occasionally building later stage or operational phase.Not only social negative effect is huge now will to remove reconstruction, and often expends huge fund.Therefore as long as the construction of structures superstructure is substantially intact, generally adopt the technological means rectification selection of economy and negative effect minimum the most often.
Not outer two classes that are divided into of at present common inclination correction method: forced landing method and lift-up method often need to adopt several different methods to be used in combination in real work certainly.For example ZL201010125050.4 discloses " a kind of controllable accurate combined inclination correction method ", that prestress anchorage cable Loading Control and horizontal drilling soil digging are force-landed to combination for the building rectification, specifically in construction of structures, carry out anchor cable construction on heavy side group plinth less, anchor cable passes basis and gos deep in the ground stabilized zone, the rectification process is short heavy by the anchor cable loaded and tensioned stage by stage being loaded to counterweight, complete after rectification anchor cable is applied to the prestressing force locking, prevent that construction of structures from inclining again.This is first the prestress anchorage cable technology to be applied to the ingenious innovation of rectification control field.But the loss of prestress phenomenon because the long-term load-bearing of prestress anchorage cable certainly exists, will make prestress anchorage cable forever for preventing that answering of construction of structures from inclining to lacking, have certain technological deficiency and risk; Strengthen the superstructure loading because arranging of this prestress anchorage cable is covert in addition, reduced the degree of safety of foundation capability; The deep firm ground unstability likely occurs under the long term of permanent anchorage cable anchoring section tensile stress in addition, causes the anti-failure of cable that inclines, and may cause thus the secondary of construction of structures to incline again.In view of this, be necessary to design and a kind ofly do not change construction of structures structure stress system, and the construction of structures environment for use is caused to any disturbance, can carry out again the technology of easy counterweight loading.
Summary of the invention
Self-balancing anchor counterweight broken pile forced-landing tilt correcting method of the present invention be the another kind of method that anchor pole (rope) is applied to deviation rectifying project, utilize exactly the self-balancing anchor counterweight formed in pile body to load, with existing various direct broken pile technology, coordinate, or employing artificially arranges foundation pile cross section weakening section at the stake end, the concrete piles of the cross section weakening section of buckling under the acting in conjunction of upper load deadweight and self-balancing anchor counterweight realizes broken pile, thereby realize forced-landing tilt correcting, correction is tilted because of the construction of structures that the pile foundation differential settlement causes, effectively save construction of structures in imminent danger, it is pulled through, reduce country and social property loss.
Self-balancing anchor counterweight broken pile forced-landing tilt correcting method of the present invention, implementation step is as follows:
(1) rectification should still be carried out under the prerequisite in safety in construction of structures, otherwise should first suspend all Superstructure Constructions, carries out can implementing the rectification measure after preliminary reinforcement for rushing danger;
(2) excavation construction work plane, the former foundation platform of exposure or cushion cap coupling beam and former foundation pile top pile cutoff of having constructed, the about 1.5-2.0m of pile cutoff top proud exposure, be convenient to manually under cushion cap, operate, foundation soil under it should take measures to avoid disturbance as far as possible, should first build plain concrete bed course; If buried depth larger fashion in gene basis should be carried out the foundation pit stope support design according to routine, guarantee to cheat groove sidewall safety;
(3) carry out the construction of reinforcement stake according to reinforcement and strengthening design, each controls stake top concrete face according to absolute altitude at the bottom of cushion cap after forced landing when pouring construction, after making the stake top place the holder cover of jacking jack, design elevation after end face absolute altitude and rectification maintains an equal level or is lower slightly, conveniently cuts in place, the load of jacking jack in the pile driving construction process and shifts out.When if piling top arranges girder steel or steel bar concrete joist, also should guarantee absolute altitude or lower slightly at the bottom of cushion cap that the top surface of the beam absolute altitude designs after rectification; When adopting reinforced concrete beam, back should be reserved the anchor bar be connected with the construction of structures cushion cap; If, in the time of can't bearing the piling load through checking former foundation platform coupling beam or base plate, should first be strengthened foundation platform coupling beam and base plate;
(4) for basement wall or post, not to be located immediately at directly over stake, or the stake footpath is when larger, can start to bore bolthole in stake at the foundation platform end face, the detection hole of foundation pile and the centre bore of hollow pile all can utilize as bolthole, self-balancing counterweight anchor pole is set, anchor pole can adopt anchor pole or anchor cable, and anchoring section should be positioned at the bottom, broken pile position of plan at least below 50cm.Bolthole on single pile should between two parties or be symmetrical arranged; For symmetrically arranged self-balancing counterweight anchor pole, cause the anchoring section pile damage during for fear of rockbolt stress, bolthole should not be less than 150mm apart from the clear distance on stake limit, and the clear spacing between bolthole should not be less than 250mm;
(5) until the reinforcing pile driving construction, complete while reaching some strength, after setting packaged type jack pad holder cushion cap, after having installed very heavy jacking cover and jacking jack, can set about former basic foundation pile is carried out to the processing before broken pile, processing sequence is force-landed from needs maximum foundation piles, the stake top mark of sedimentation maximum of take is high is datum, with the cushion cap bonding surface near a stake tip circle Zhou Renwei peel off in advance the concrete certain depth and a cross section is set weakens section, exposure but do not block stake and accept main muscle; The stake cross section weakens section and peels off the open height of concrete and should need the distance that descends than this each,, more than large 5cm, is convenient to secondary and draws the concrete fragment that digs the cleaning crushing up and down;
(6) the design anchored force of self-balancing counterweight anchor and anchoring section length are designed according to rock bolt as required, self-balancing counterweight anchor pole core bar can adopt fining twisted steel, steel strand and other high tensile strength material, when the design anchored force is larger, answer many anchorings of design mix haplotype anchor pole, avoid anchoring section stress too to concentrate and cause pile body to destroy;
(7) after the system setting completes, to the anchor pole stretch-draw of cushion cap top, simultaneously to the jack pressure release of reinforcement and strengthening stake top or stake jacking back, construction of structures is under the making a concerted effort of deadweight and the anchor pulling force that provides of self-balancing anchor, the concrete of each cross section weakening section that need block is crushed, construction of structures slowly resets, and the gap bottom the cushion cap of reinforcement stake or stake jacking beam and primary dip is generally adopted to the wedging of steel plate pad, and weld up and down;
(8) remove the loose concrete at crushing position according to the method for processing joints of concrete projects, by old stake reinforcing bar spreading and at the bottom of anchoring into cushion cap or with master's muscle at the bottom of cushion cap, weld, formwork, adopt high grade fine-stone concrete or epoxy mortar or high grade micro-expansion cement mortar, cushion cap is enlarged to stake footpath 20cm-30cm down to the foundation pile between the work plane bed course along stake week;
(9) lay down the jacking jack on reinforcement stake stake top or stake jacking beam, reinforcement stake or the reserved anchor bar of a stake jacking beam are stripped out, with new and old cushion cap connecting reinforcement net colligation or weld together formwork, build the high grade fine-stone concrete, the old and new's cushion cap is linked to be to integral body;
(10) substrate and periphery are backfilling and compacted, and adopt in case of necessity slip casting to fill space;
(11) self-balancing counterweight anchor of the present invention belongs to temporary works, can preferentially adopt recyclable anchor to carry out counterweight and load construction, recovery anchor pole after rectification completes, not only cost-saving, and the part bolthole still can be used as the plug hole of foundation pile hole enlargement cementitious material, after having constructed, the foundation pile hole enlargement uses again high grade fine-stone concrete or epoxy mortar or high grade micro-expansion cement filled with mortar bolthole;
(12) the foundation pile type that the self-balancing anchor can be set in the present invention comprises the stake types such as all kinds of castinplace piles, prefabricated solid pile, pile for prestressed pipe;
(13) self-balancing counterweight anchor of the present invention equally also can be share and carry out the broken pile forced-landing tilt correcting with other broken pile method or other cross section weakening method, or carries out inclination rectification construction as the counter-weight assist measure in other comprehensive inclination correction method, all at the row of this patent protection.
Self-balancing anchor counterweight broken pile forced-landing tilt correcting method of the present invention, its advantage is as follows:
1. anchor pole (rope) utilizes bottom concrete pile body as anchoring section fully, and good anchored force can be provided, and having avoided other type anchor cable to utilize the bottom ground to do counter-force fully may, to originally with regard to the disturbance of weak foundation soil, increase the degree of safety of inclination rectification construction;
2. rectification counterweight can be utilized foundation pile instrument connection or foundation pile hollow hole of centre with the self-balancing anchor, and many need utilize the foundation pile upper semisection, and the anchor pole (rope) of boring workload Billy land used basement rock soil is few a lot, saves the rectification investment;
3. adopt the rectification of self-balancing anchor counterweight because of a reservation part bearing capacity of haveing been friends in the past, be equivalent to reduce broken pile quantity, the corresponding reinforcing pile quantity of strengthening basis and underpining use that reduced, can greatly reduce rectification expense and deviation rectifying project risk;
4. because the rectification counterweight belongs to temporary work, be particularly suitable for adopting and reclaim the anchor pole technology, be conducive to environmental protection;
5. because anchor pole adds carried convenient, load big or small controllability strong, not only save a large amount of trucking expenses of common counterweight, and the rectification process is fully controllable, greatly reduced the degree of risk of rectification;
6. can partly utilize bolthole as the plug hole of building concrete, reduce foundation pile hole enlargement under cushion cap and built difficulty, more easily guarantee that the foundation pile hole enlargement coats quality;
7. the self-balancing counterweight anchor does not participate in the later stage structure stress fully, can eliminate the adverse effect of permanent anchor pole to construction of structures itself and deep ground.
The accompanying drawing explanation
The foundation pile cushion cap that Fig. 1 is inclination and reinforcing pile, joist schematic diagram.
Fig. 2 is that the stake end section weakens section and self-balancing anchor pole schematic diagram.
Fig. 3 is self-balancing counterweight anchor structure full-page proof.
Fig. 4 is cushion cap full-page proof after rectification completes.
In figure: the former foundation pile of having constructed of 1-, the former cushion cap of 2-, the stake of 3-reinforcement and strengthening, the 4-joist, 5-jacking jack, 6-props up a grade measure, 7-original state foundation soil, 8-stake cross section weakens section, 9-self-balancing counterweight anchor bolthole, anchor rod anchored section of 10-self-balancing counterweight anchor, 11-self-balancing counterweight anchor pole, the 12-stretch-draw jack, the former foundation pile of the 13-muscle of being advocated, 14-foundation pile extension diameter section, 15-extension diameter section spiral master's muscle and vertical anchoring master muscle, the new and old cushion cap of 16-connects bar planting and distribution bar, 17-high-strength plastic gel material, the 18-high-grade concrete, 19-steel plate pad, 20-cushion cap anchor bar.
The specific embodiment
Self-balancing anchor counterweight broken pile forced-landing tilt correcting method of the present invention is achieved in that
(1) excavation construction work plane, the former foundation platform of exposure or cushion cap coupling beam 2 and former castinplace pile of having constructed 1 top pile cutoff, the about 1.5-2.0m of pile cutoff top proud exposure, be convenient to manually in 2 times operations of cushion cap, original state foundation soil 7 under it should take measures to avoid disturbance as far as possible, should first build plain concrete bed course.If buried depth larger fashion in gene basis should be carried out the foundation pit stope support design according to routine, the hole cell wall arranges a gear measure 6 reliably, guarantees to cheat groove sidewall safety;
(2) need to carry out the construction of reinforcement stake 3 according to reinforcement and strengthening design, each controls stake top concrete face according to absolute altitude at the bottom of cushion cap after forced landing when pouring construction, after making the stake top place the holder cover of jacking jack 5, design elevation after end face absolute altitude and rectification maintains an equal level or is lower slightly, conveniently cuts in place, the load of jacking jack 5 in the pile driving construction process and shifts out.If, when piling top arranges a jacking beam 4, at the bottom of the cushion cap that also should guarantee to design after a jacking beam 4 end face absolute altitudes and rectification, absolute altitude is fair or lower slightly; When stake jacking beam 4 adopts reinforced concrete beam, back should be reserved the anchor bar 20 be connected with the construction of structures cushion cap; When if the base plate through checking 2 of former foundation platform coupling beam 2 or cushion caps can't bear the piling load, should first to grade beam and base plate, be strengthened;
(3) selecting basement wall or post is not to be located immediately at directly over foundation pile or the stake footpath more very much not affects the foundation pile that anchor pole arranges, start to bore self-balancing counterweight bolthole 9 from the foundation platform end face in stake, aperture φ 90-150mm, core-drawing hole in the time of also can utilizing stake to detect, self-balancing counterweight anchor pole 11 is set, can adopts anchor pole or anchor cable.Self-balancing counterweight anchor pole anchoring section 10 should be positioned at intends cutting stake bottom, position at least below 50cm.Self-balancing counterweight bolthole 9 on single pile should between two parties or be symmetrical arranged; Cause pile damage during for fear of rockbolt stress, the clear distance on bolthole 9 distance stake limits should not be less than 150mm, and the clear spacing that bolthole is 9 should not be less than 250mm;
(4) until reinforcement and strengthening stake 3, constructed while reaching some strength, general 75% left and right that at least reaches design strength, and after having installed very heavy jacking cover and jacking jack 5, can set about former foundation pile is carried out to the processing before broken pile, processing sequence is force-landed from needs maximum foundation piles, take the sedimentation maximum the stake top mark high be datum, with the cushion cap bonding surface near a stake tip circle Zhou Renwei peel off in advance the concrete certain depth and a cross section is set weakens section 8, exposure but do not block the former foundation pile muscle 13 of being advocated, the stake cross section weakens section distance that 8 open heights of peeling off concrete need be force-landed than this each large 10cm up and down, being convenient to secondary draws the concrete fragment that digs cleaning crushing and the cushion cap 2 rear bolthole 9 that resets and still has cavity at bonding surface,
(5) length of the anchored force of self-balancing counterweight anchor and anchoring section 10, anchor hole quantity and single Soil Anchor Design anchored force calculative determination according to self-balancing counterweight anchor 11 can be set, designed according to rock bolt; In the present embodiment, self-balancing counterweight anchor pole 11 adopts non-bending steel cable, is designed to the pressure-type anchor cable, and single hop or two sections anchoring unit systems are arranged;
(6) after the system setting completes, self-balancing counterweight anchor pole 11 grading tension lockings with 12 pairs of cushion cap 2 tops of stretch-draw jack, simultaneously to reinforcement and strengthening stake 3 tops or the stake jacking beam 4 tops the 5 classification pressure releases of jacking jack, construction of structures is under the making a concerted effort of deadweight and the anchor pulling force that provides of self-balancing anchor, each that need block is crushed at the concrete of cross section weakening place, construction of structures slowly resets, now need to adopt 19 wedgings of steel plate pad with cushion cap 2 bottoms of primary dip in reinforcement stake 3 or stake jacking beam 4, and weld up and down;
(7) remove the loose concrete at crushing position according to the method for processing joints of concrete projects, by advocated muscle 13 spreadings anchor in original cushion cap 2 or weld with the main muscle at 2 ends of original cushion cap of the former castinplace pile 1 of having constructed, extension diameter section spiral master's muscle and vertical anchoring master muscle 15 are set, formwork, adopt C35 higher level fine-stone concrete or the high-strength plastic gel materials 17 such as epoxy mortar or high grade micro-expansion cement mortar, cushion cap is enlarged to stake footpath 20cm-30cm down to the foundation pile between the work plane bed course along stake week;
(8) lay down the jacking jack 5 on 3 tops of reinforcement stake or stake jacking beam 4, reinforcement stake 3 or stake jacking beam 4 reserved cushion cap anchor bars 20 are connected to bar planting and distribution bar 16 colligations with new and old cushion cap, formwork, build high-grade concrete 18, and the old and new's cushion cap is linked to be to integral body;
(9) substrate and periphery are backfilling and compacted, and adopt in case of necessity slip casting to fill space;
(10) because counterweight work belongs to temporary works, thereby can preferentially adopt recyclable anchor to carry out counterweight loading construction, recovery anchor pole 11 after rectification completes, not only cost-saving, and part bolthole 9 still can be used as the plug hole of foundation pile hole enlargement high-strength plastic gel material 17.
Claims (1)
1. a self-balancing anchor counterweight broken pile forced-landing tilt correcting method, it is characterized in that: implementation step is as follows:
(1) rectification should still be carried out under the prerequisite in safety in construction of structures, otherwise should first suspend all Superstructure Constructions, carries out can implementing the rectification measure after preliminary reinforcement for rushing danger;
(2) excavation construction work plane, the former foundation platform of exposure or cushion cap coupling beam and former foundation pile top pile cutoff of having constructed, the about 1.5-2.0m of pile cutoff top proud exposure, be convenient to manually under cushion cap, operate, foundation soil under it should take measures to avoid disturbance as far as possible, should first build plain concrete bed course; If buried depth larger fashion in gene basis should be carried out the foundation pit stope support design according to routine, guarantee to cheat groove sidewall safety;
(3) carry out the construction of reinforcement stake according to reinforcement and strengthening design, each controls stake top concrete face according to absolute altitude at the bottom of cushion cap after forced landing when pouring construction, after making the stake top place the holder cover of jacking jack, design elevation after end face absolute altitude and rectification maintains an equal level or is lower slightly, conveniently cuts in place, the load of jacking jack in the pile driving construction process and shifts out; When if piling top arranges girder steel or steel bar concrete joist, also should guarantee absolute altitude or lower slightly at the bottom of cushion cap that the top surface of the beam absolute altitude designs after rectification; When adopting reinforced concrete beam, back should be reserved the anchor bar be connected with the construction of structures cushion cap; If, in the time of can't bearing the piling load through checking former foundation platform coupling beam or base plate, should first be strengthened foundation platform coupling beam and base plate;
(4) for basement wall or post, not to be located immediately at directly over stake, or the stake footpath is when larger, can start to bore bolthole in stake at the foundation platform end face, the detection hole of foundation pile and the centre bore of hollow pile all can utilize as bolthole, self-balancing counterweight anchor pole is set, anchor pole can adopt anchor pole or anchor cable, and anchoring section should be positioned at and intend cut stake bottom, position at least below 50cm, and the bolthole on single pile should between two parties or be symmetrical arranged; For symmetrically arranged self-balancing counterweight anchor pole, cause the anchoring section pile damage during for fear of rockbolt stress, bolthole should not be less than 150mm apart from the clear distance on stake limit, and the clear spacing between bolthole should not be less than 250mm;
(5) until the reinforcing pile driving construction, complete while reaching some strength, after setting packaged type jack pad holder cushion cap, after having installed very heavy jacking cover and jacking jack, can set about former basic foundation pile is carried out to the processing before broken pile, processing sequence is force-landed from needs maximum foundation piles, the stake top mark of sedimentation maximum of take is high is datum, with the cushion cap bonding surface near a stake tip circle Zhou Renwei peel off in advance the concrete certain depth and a cross section is set weakens section, exposure but do not block the stake muscle of being advocated; The stake cross section weakens section and peels off the open height of concrete and should need the distance that descends than this each,, more than large 5cm, is convenient to secondary and draws the concrete fragment that digs the cleaning crushing up and down;
(6) the design anchored force of self-balancing counterweight anchor and anchoring section length are designed according to rock bolt as required, self-balancing counterweight anchor pole core bar can adopt fining twisted steel, steel strand and other high tensile strength material, when the design anchored force is larger, should be designed to many anchorings haplotype anchor pole, avoid anchoring section stress too to concentrate and cause pile body to destroy;
(7) after the system setting completes, to the anchor pole stretch-draw of cushion cap top, simultaneously to the jack pressure release of reinforcement and strengthening stake top or stake jacking back, construction of structures is under the making a concerted effort of deadweight and the anchor pulling force that provides of self-balancing anchor, the concrete of each cross section weakening section that need block is crushed, construction of structures slowly resets, and the gap bottom the cushion cap of reinforcement stake or stake jacking beam and primary dip is generally adopted to the wedging of steel plate pad, and weld up and down;
(8) remove the loose concrete at crushing position according to the method for processing joints of concrete projects, by old stake reinforcing bar spreading and at the bottom of anchoring into cushion cap or with master's muscle at the bottom of cushion cap, weld, formwork, adopt high grade fine-stone concrete or the high-strength plastic gel materials such as epoxy mortar or high grade micro-expansion cement mortar, cushion cap is enlarged to stake footpath 20cm-30cm down to the foundation pile between the work plane bed course along stake week;
(9) lay down the jacking jack on reinforcement stake stake top or stake jacking beam, reinforcement stake or the reserved anchor bar of a stake jacking beam are stripped out, with new and old cushion cap connecting reinforcement net colligation or weld together formwork, build the high grade fine-stone concrete, the old and new's cushion cap is linked to be to integral body;
(10) substrate and periphery are backfilling and compacted, and adopt in case of necessity slip casting to fill space;
(11) self-balancing counterweight anchor of the present invention belongs to temporary works, can preferentially adopt recyclable anchor to carry out counterweight and load construction, recovery anchor pole after rectification completes, not only cost-saving, and the part bolthole still can be used as the plug hole of foundation pile hole enlargement cementitious material, after having constructed, the foundation pile hole enlargement uses again high grade fine-stone concrete or epoxy mortar or high grade micro-expansion cement filled with mortar bolthole;
(12) the foundation pile type that the self-balancing anchor can be set in the present invention comprises the stake types such as all kinds of castinplace piles, prefabricated solid pile, pile for prestressed pipe;
(13) self-balancing counterweight anchor of the present invention equally also can be share and carry out the broken pile forced-landing tilt correcting with other broken pile method or other cross section weakening method, or carries out inclination rectification construction as the counter-weight assist measure in other comprehensive inclination correction method, all at the row of this patent protection.
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE19648648A1 (en) * | 1996-11-18 | 1997-04-24 | Bertold Domasch | Method of stabilising and raising tower-like structures positioned at an angle |
| CN1405422A (en) * | 2001-08-17 | 2003-03-26 | 福建省建筑科学研究院 | Building spacing forced-landing tilt correcting method |
| RU2420631C1 (en) * | 2010-02-15 | 2011-06-10 | Юрий Иванович Пимшин | Method of continuous lifting and levelling of buildings |
| CN202492865U (en) * | 2012-04-01 | 2012-10-17 | 广东电网公司佛山供电局 | Correction device of transmission tower |
-
2013
- 2013-08-20 CN CN201310364647.8A patent/CN103452147B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE19648648A1 (en) * | 1996-11-18 | 1997-04-24 | Bertold Domasch | Method of stabilising and raising tower-like structures positioned at an angle |
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