CN1424465A - Low stressed self anchoring method for group anchor steel tension cables - Google Patents
Low stressed self anchoring method for group anchor steel tension cables Download PDFInfo
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- CN1424465A CN1424465A CN 03101116 CN03101116A CN1424465A CN 1424465 A CN1424465 A CN 1424465A CN 03101116 CN03101116 CN 03101116 CN 03101116 A CN03101116 A CN 03101116A CN 1424465 A CN1424465 A CN 1424465A
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- steel strand
- roof pressure
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Abstract
A low-stress self-anchoring method for steel guy cables includes such steps as streching the first guy cable to designed stress value, anchoring it, repeating said steps for all guy cables, restretching the first one to make the values displayed by digitial strainer consistant, reanchoring, reversely installing anchor plate and anchorage, and anchoring them. Its advantages are high reliability, high fatigue strength and low cost.
Description
Technical field
The present invention relates under the population anchor guy of twisted steel cable low stress method from anchor.
Background technology
Existing steel strand cable stayed bridge, suspension rod bridge are as the bridge of building than large span, handsome in appearance because of it, use material economy, in the construction of bridge, obtained flourish, in the development of cable stayed bridge, suspension rod bridge with mainly focus on the research with material and structure of drag-line in using.Group's anchor guy of twisted steel cable has the trend that progressively replaces other guy system because of it has unique advantages such as the system rope is convenient, transportation is simple, the lifting cost is low.But all there is following several problem in the group anchor cable that uses on market at present:
1, since the power source that group's anchor guy of twisted steel cable is set up from the anchor condition from the counter-force of the elastic extension of steel strand, and the structural alloy steel carbonitriding technology that the intermediate plate material is selected for use processing is the high core plasticity of an a kind of case hardness part preferably, carburizing (hardness HRC58-64) layer on surface is the steel strand surface for the high rigidity of nipping, and core layer (hardness HRC38-42) has preferably that plasticity is in order to guarantee that intermediate plate can also keep the unlikely embrittlement of integral intensity under the fatigue stress effect that is subjected to alternation.Because of case depth is 0.4-0.6mm, and the tooth of intermediate plate height is about 0.6mm, in group anchor cable is used at present, the stress changes in amplitude is big, the safety stock that adopts is big (design maximum stress only is 0.45 σ b), the corresponding elastic extension counter-force of steel strand is little, can't reach from the anchor condition and set up desired back stress.
2, intermediate plate to the anchoring of steel strand mainly by the radial effect power acting in conjunction of the mechanical snap of intermediate plate tooth and steel strand and anchor slab taper hole to intermediate plate, when tension stress＞0.45 σ b the tooth of intermediate plate can the interlock steel strand on earth, from the anchor condition establishment is arranged at this moment.And at present the group anchor cable intermediate plate is applied in low stress structure such as suspension cable and advances, and has only 0.45 σ b by design specifications tension stress maximum, and this moment, the nip degree of depth of steel strand of tooth of intermediate plate had only high half of tooth, just was that crisp hard carburized layer is stressed.So to reach HRC62 fragility very big because of carburized layer hardness, do not have plasticity basically; Anchor slab can not effectively apply the lateral stress of intermediate plate simultaneously, and occur so easily: the intermediate plate anchoring is not firm, phenomenons such as steel strand and intermediate plate easy glide.
3, the intermediate plate anchor closes the effective length weak point of steel strand, safety stock is low, and intermediate plate all is the processing technology of group anchor of following conventional lines, and intermediate plate closes up the back ovalisation, intermediate plate contacts with the anchor slab taper hole with regard to for the contact of some face like this, is unfavorable for the follow-up of intermediate plate and the transmission of radial load.
4, the weak link of drag-line should be at the anchor point place, should be the design focus of the ground tackle bearing load that relies on high strength, antifatigue and high anchoring property as ground tackle; And existing market adopt group anchor cable because of the low stress that can't solve intermediate plate from anchor and anti-fatigue performance, all be to lean against in the carrying cylinder perfusion epoxy mortar to bond the steel strand active section and produce adhesion stress and bear fractional load, in order to improve fatigue resistance, if slurry leakiness or pore occurs then be difficult to guarantee safety, and long-time antifatigue is difficult to guarantee that slurry does not crack and makes and bond failure.National standard " GB/T14370-2000 " regulation ground tackle assembly must not add any attached crop and guarantee anchoring property, improves fatigue resistance as dragline anchorage by the perfusion epoxy mortar, and the antifatigue foundation of practical application is insecure.
5, the epoxy mortar of group anchor cable perfusion at present can only integral body change rope, not only to suspend traffic, and the hanging device heaviness, the damage of steel strand just must be put in order the bundle drag-line and scrap, and is less economical.
Summary of the invention
Purpose of the present invention just provides and a kind ofly can make group anchor cable process from anchor under low stress, to solve above-mentioned deficiency.
Solution of the present invention is such: the method that comprises has:
(1), reaction frame is connected with carrying cylinder, single hole power sensor is installed on the steel strand of hanging cable stretching, is carried out stretch-draw, reach anchoring after the design power value to the power value of digital strainometer demonstration with the jack pair steel strand at head; Carry out stretch-draw at second steel strand with the single hole power sensor, the digital strainometer that are installed in the reaction frame outer face, the power value that digital strainometer is shown is consistent with the power value that digital strainometer shows, second steel strand carried out anchoring; Repeat same operation, each root steel strand all stretch-draw are consistent with the power value that digital strainometer shows to the power value that digital strainometer shows, and to the last one, and note the power value that last radical word strain gauge shows; It is consistent with the power value that digital strainometer shows to the power value that digital strainometer shows once more first steel strand to be carried out stretch-draw, and first steel strand carried out anchoring;
(2), at the whole roof pressure jack of the installed inside of reaction frame, all steel strand are together headed into together with work clip sheet in the taper hole of work anchor slab and carry out anchoring; The roof pressure anchor slab and the roof pressure anchor sheet of anti-dress are installed then, are carried out the roof pressure anchoring with roof pressure jack pair roof pressure anchor slab and roof pressure anchor sheet.
The advantage that the present invention has has:
1, group anchor cable design tension stress national regulation is defined as 0.45 σ b, the retraction force intermediate plate of depending merely on steel strand under this stress anchoring or anchoring voluntarily is not firm, substantially can not bear dynamic load, the present invention is by adopting twice roof pressure effect of jack, effect reaches from the anchor effect by external force to make intermediate plate, make the intermediate plate anchoring firm, and the fatigue stress that can bear 2,000,000 times 250Mpa.
2, one of roof pressure of when construction stretch-draw can be avoided falling rope and stripped thread problem in construction.
3, adopt positive and negative intermediate plate effective anchorage length of intermediate plate to be extended, guarantee that follow-up is concordant, anti-fatigue performance is further improved the technology on top; The roof pressure intermediate plate can bear group anchor cable because of the drag-line bounce that wind shakes, rain shakes to be caused simultaneously, prevents that work clip sheet from coming off or stripped thread.
4, the raising of fatigue behaviour and effectively the increase of anchoring area make the drag-line anchor head no longer need pour into epoxy mortar to bear fatigue loading, so just can realize that the single steel strand of drag-line changes rope, can save the cable replacement engineering cost, also need not suspend traffic during construction.
Description of drawings
Accompanying drawing is embodiments of the invention.
Accompanying drawing 1 is the schematic diagram of first steel strand of stretch-draw of the present invention.
Accompanying drawing 2 is schematic diagrames of second steel strand of stretch-draw of the present invention.
Accompanying drawing 3 is schematic diagrames of second steel strand of roof pressure work clip sheet of the present invention anchoring.
Accompanying drawing 4 is the counter structural representations of opening the roof pressure anchor slab of the present invention.
Accompanying drawing 5 is the anti-roof pressure anchor slab structure enlarged diagrams of opening of the present invention.
The specific embodiment
Present embodiment includes bridge tower 1, anchor tube 2, nut 3, reaction frame 4, work anchor slab 5, digital strainometer 6, work clip sheet 7, sensor 8, sensor 9, digital strainometer 10, jack 11, steel strand 12, jack 13, roof pressure intermediate plate 14, roof pressure anchor slab 15, jack 16, bolt 17.
Technical scheme of the present invention is:
(1), reaction frame 4 is connected with carrying cylinder 2, single hole power sensor 8 is installed on the steel strand 12 of hanging cable stretching, is carried out stretch-draw, reach anchoring after the design power value to the power value of digital strainometer 6 demonstrations with the jack pair steel strand at head; The single hole power sensor 9, the digital strainometer 10 that are installed in reaction frame 4 outer faces second steel strand 12 usefulness carry out stretch-draw, make sensor 8 consistent with the power value that digital strainometer 10 shows, second steel strand carried out anchoring in the power value that digital strainometer 6 shows; Repeat same operation, each root steel strand all stretch-draw are consistent with the power value that digital strainometer 10 shows to the power value that digital strainometer 6 shows, and to the last one, and note the power value that last radical word strain gauge 10 shows; It is consistent with the power value that digital strainometer 10 shows to the power value that digital strainometer 6 shows once more first steel strand to be carried out stretch-draw, and first steel strand carried out anchoring;
(2), at the whole roof pressure jack 16 of the installed inside of reaction frame 4, all steel strand 12 are together headed into together with work clip sheet 7 in the taper hole of work anchor slab 5 and carry out anchoring; The roof pressure anchor slab 15 and the roof pressure anchor sheet 14 of anti-dress are installed then, are carried out the roof pressure anchoring with 16 pairs of roof pressure anchor slabs 15 of roof pressure jack and roof pressure anchor sheet 14.
The embodiment of present embodiment is:
(1), first steel strand 12 penetrated bridge tower 1, anchor tube 2 and be installed in the hole of the anchor slab 5 on the anchor tube, sensor 8 is contained on the steel strand 12, and is stretched to sensor 8 anchoring after the power value of digital strainometer 6 reflection designs with jack 11;
(2), second steel strand 12 passed an end of reaction frame 4, sensor installation 9, jack 11, with jack 11 steel strand 12 are pulled to the power value identical with first steel strand 12, the power value that guarantees digital strainometer 6 demonstrations is consistent with the power value that digital strainometer 10 shows, with work anchor sheet 7 anchoring steel strand 12 in the hole of anchor slab 5;
(3), jack 13 is put into the one side that reaction frame 4, one ends withstand on reaction frame 4, the other end withstands the work clip sheet 7 good steel strand 12 of anchoring of exerting pressure;
(4), again the 3rd steel strand 12 are penetrated, digital strainometer 10 is installed on the 3rd steel strand, repeat above-mentioned steps (2), (3), the 3rd steel strand tension is consistent with the power value that digital strainometer 10 shows to the power value that digital strainometer 6 shows, carry out anchoring; By that analogy, repeat to the last one of same operation;
(5) and note the power value that last radical word strain gauge 10 shows; Take off digital strainometer 6 and be installed in the outer face of reaction frame 4, it is consistent with the power value of digital strainometer 10 demonstrations to the power value that digital strainometer 6 shows once more first steel strand to be carried out stretch-draw, and first steel strand carried out anchoring;
(6), at the whole roof pressure jack 16 of the installed inside of reaction frame 4, all steel strand 12 are together headed into together with work clip sheet 7 in the taper hole of work anchor slab 6 and carry out anchoring; The roof pressure anchor slab 15 and the roof pressure anchor sheet 14 of anti-dress are installed then, are carried out the roof pressure anchoring with 16 pairs of roof pressure anchor slabs 15 of roof pressure jack and roof pressure anchor sheet 14.
Preferred forms of the present invention is:
(1), reaction frame 4 is installed, it is connected with carrying cylinder 2; Single hole power sensor 8 is installed on the steel strand 12 of first stretch-draw, and connect with digital strainometer 6, single hole moveable anchor assembly 13 is installed, then with digital strainometer 6 zeroings, withstand on the medial surface of reaction frame 4 with cassette jack 13 before the single hole, first steel strand 12 of stretch-draw after the power value of design with the instrument intermediate plate in the urgent moveable anchor assembly 13 of instrument;
(2), single hole power sensor 9 is installed on second steel strand 12, and connect with digital strainometer 10, and zeroing, stretch-draw is carried out in the outer face that withstands on reaction frame 4 with cassette jack 11 before the single hole, the power value that digital strainometer 6 is shown is consistent with the power value that digital strainometer 10 shows, urgent then work clip sheet 7 unloads the preceding cassette jack 11 of single hole;
(3), single hole vertically-displacable jack 11 being installed makes the one end contact with the inner face of reaction frame 4, the other end contacts with the big end surface of work clip sheet 7, then to its fuel feeding work clip sheet 7 and second steel strand together roof pressure to regulation stress, make the tooth of work clip sheet 7 steel strand 12 of nipping fully, the taper hole with work anchor slab 5 of its male cone (strobilus masculinus) becomes face to contact.
(4), again the 3rd steel strand 12 are penetrated, digital strainometer 10 is installed on the 3rd steel strand, repeat above-mentioned steps (2), (3), the 3rd steel strand tension is consistent with the power value that digital strainometer 10 shows to the power value that digital strainometer 6 shows, carry out anchoring; By that analogy, repeat to the last one of same operation;
(5) and note the power value that last radical word strain gauge 10 shows; Take off digital strainometer 6 and be installed in the outer face of reaction frame 4, the power value that shows with first steel strand 12 of cassette jack 11 top stretch-draw before the single hole to digital strainometer 6 is consistent with the power value that digital strainometer 10 shows once more, take off moveable anchor assembly 13, install work clip sheet 7 and urgent, 3 method is carried out roof pressure set by step then;
(6), roof pressure intermediate plate 14, roof pressure anchor slab 15 and roof pressure jack 16 are installed, to roof pressure jack 16 fuel feeding, with roof pressure intermediate plate 14 and roof pressure anchor slab 15 roof pressures 10%-20% to the tendon of steel strand ultimate strength, roof pressure intermediate plate 14 and work clip sheet are close to, roof pressure anchor slab 15 and roof pressure intermediate plate 14 tight fits;
(7), take off reaction frame 4, roof pressure jack 16, hex bolts 17 is installed roof pressure anchor slab 15 and work anchor slab 5 is connected into integral body.
For realizing said method, must adopt guarantee under group's anchor guy of twisted steel cable low stress device from anchor, this device has an end and is fixed on reaction frame 5 on the anchor tube 2, the other end of reaction frame 5 has the hole of passing steel strand 15, reaction frame 5 middle parts are working spaces, work anchor slab 5 is pressed in an end of anchor tube 2, is arranged on the working space at reaction frame 4 middle parts, and the male cone (strobilus masculinus) of work clip sheet 7 becomes face to contact with the taper hole of work anchor slab 6.
In the present embodiment, described reaction frame 4 is to be fixed on the anchor tube 2 with thread connecting mode.One end of reaction frame 4 is screwed in and withstands nut 3 on the anchor tube 2.
Big end and roof pressure intermediate plate 14 big ends at work clip sheet 7 are close to, the male cone (strobilus masculinus) of roof pressure intermediate plate 14 becomes face to contact with the taper hole of roof pressure anchor slab 15, roof pressure anchor slab 15 is to be fastened on the work anchor slab 5, constitute anti-roof pressure intermediate plate of adorning of a cover and roof pressure anchor slab under the power effect of the top of whole jack, increase effective anchorage length of work clip sheet, improve anti-fatigue performance and prevent that work clip sheet is because of the vibration anchor slab taper hole of deactivating.In the present embodiment, roof pressure anchor slab 15 is to be fastened on the work anchor slab 5 with bolt 17.
Claims (3)
1, under the population anchor guy of twisted steel cable low stress from the method for anchor, it is characterized in that
(1), reaction frame (4) is connected with carrying cylinder (2), go up with the steel strand (12) of hanging cable stretching at head single hole power sensor (8) is installed, carry out stretch-draw, reach anchoring after the design power value to the power value of digital strainometer (6) demonstration with the jack pair steel strand; Carry out stretch-draw at second steel strand (12) with the single hole power sensor (9), the digital strainometer (10) that are installed in reaction frame (4) outer face, make sensor (8) consistent with the power value that digital strainometer (10) shows, second steel strand carried out anchoring in the power value that digital strainometer (6) shows; Repeat same operation, each root steel strand all stretch-draw are consistent with the power value that digital strainometer (10) shows to the power value that digital strainometer (6) shows, and to the last one, and note the power value that last radical word strain gauge (10) shows; It is consistent with the power value that digital strainometer (10) shows to the power value that digital strainometer (6) shows once more first steel strand to be carried out stretch-draw, and first steel strand carried out anchoring;
(2), at the whole roof pressure jack (16) of the installed inside of reaction frame (4), all steel strand (12) are together headed into together with work clip sheet (7) in the taper hole of work anchor slab (5) and carry out anchoring; The roof pressure anchor slab (15) and the roof pressure anchor sheet (14) of anti-dress are installed then, roof pressure anchor slab (15) and roof pressure anchor sheet (14) are carried out the roof pressure anchoring with roof pressure jack (16).
2, under group's according to claim 1 anchor guy of twisted steel cable low stress from the method for anchor, it is characterized in that:
(1), first steel strand (12) is penetrated bridge tower (1), anchor tube (2) and be installed in the hole of the anchor slab (5) on the anchor tube, sensor is contained on the steel strand (12), and is stretched to anchoring after the power value of digital strainometer (6) reflection design with jack (11);
(2), with second steel strand (12) at an end that passes reaction frame (4), display (9), jack (11) are installed, with jack (11) steel strand (12) are pulled to the power value identical with first steel strand (12), the power value that guarantees digital strainometer (6) demonstration is consistent with the power value that digital strainometer (10) shows, with work anchor sheet (7) anchoring steel strand (12) in the hole of anchor slab (5);
(3), jack (13) is put into reaction frame (4), an end withstands on the one side of reaction frame (4), and the other end withstands work clip sheet (7) the good steel strand of anchoring (12) of exerting pressure;
(4), again the 3rd steel strand (12) are penetrated, digital strainometer (10) is installed on the 3rd steel strand, repeat above-mentioned steps (2), (3), the 3rd steel strand tension is consistent with the power value that digital strainometer (10) shows to the power value that digital strainometer (6) shows, carry out anchoring; By that analogy, repeat to the last one of same operation;
(5) and note the power value that last radical word strain gauge (10) shows; Take off digital strainometer (6) and be installed in the outer face of reaction frame (4), it is consistent with the power value of digital strainometer (10) demonstration to the power value that digital strainometer (6) shows once more first steel strand to be carried out stretch-draw, and first steel strand carried out anchoring;
(6), at the whole roof pressure jack (16) of the installed inside of reaction frame (4), all steel strand (12) are together headed into together with work clip sheet (7) in the taper hole of work anchor slab (5) and carry out anchoring; The roof pressure anchor slab (15) and the roof pressure anchor sheet (14) of anti-dress are installed then, roof pressure anchor slab (15) and roof pressure anchor sheet (14) are carried out the roof pressure anchoring with roof pressure jack (16).
3, under group's according to claim 2 anchor guy of twisted steel cable low stress from the method for anchor, it is characterized in that:
(1), reaction frame (4) is installed, it is connected with carrying cylinder (2); Go up installation single hole power sensor (8) at the steel strand (12) of first stretch-draw, and connect with digital strainometer (6), single hole moveable anchor assembly (13) is installed, then digital strainometer (6) is returned to zero, withstand on the medial surface of reaction frame (4) with cassette jack (13) before the single hole, first steel strand of stretch-draw (12) after the power value of design with the instrument intermediate plate in the urgent moveable anchor assembly of instrument (13);
(2), go up installation single hole power sensor (9) at second steel strand (12), and connect with digital strainometer (8), and zeroing, stretch-draw is carried out in the outer face that withstands on reaction frame (4) with cassette jack (11) before the single hole, the power value that digital strainometer (6) is shown is consistent with the power value that digital strainometer (10) shows, urgent then work clip sheet (7) unloads the preceding cassette jack (11) of single hole;
(3), single hole vertically-displacable jack (11) being installed makes the one end contact with the inner face of reaction frame (4), the other end contacts with the big end surface of work clip sheet (7), then to its fuel feeding work clip sheet (7) and second steel strand together roof pressure to regulation stress, make the tooth of work clip sheet (7) steel strand (12) of nipping fully, the taper hole with work anchor slab (5) of its male cone (strobilus masculinus) becomes face to contact.
(4), again the 3rd steel strand (12) are penetrated, digital strainometer (10) is installed on the 3rd steel strand, repeat above-mentioned steps (2), (3), the 3rd steel strand tension is consistent with the power value that digital strainometer (10) shows to the power value that digital strainometer (6) shows, carry out anchoring; By that analogy, repeat to the last one of same operation;
(5) and note the power value that last radical word strain gauge (10) shows; Take off digital strainometer (6) and be installed in the outer face of reaction frame (4), cassette jack (11) first steel strand of top stretch-draw (12) are consistent with the power value that digital strainometer (10) shows to the power value of digital strainometer (6) demonstration before using single hole once more, take off moveable anchor assembly (13), set up work clip sheet (7) and urgent, the method for (3) is carried out roof pressure then set by step;
(6), roof pressure intermediate plate (14), roof pressure anchor slab (15) and roof pressure jack (16) are installed, to roof pressure jack (16) fuel feeding, with roof pressure intermediate plate (14) and roof pressure anchor slab (15) roof pressure 10%-20% to the tendon of steel strand ultimate strength, roof pressure intermediate plate (14) and work clip sheet are close to, roof pressure anchor slab (15) and roof pressure intermediate plate (14) tight fit;
(7), take off reaction frame (4), roof pressure jack (16), hex screw (17) is installed roof pressure anchor slab (15) and work anchor slab (5) is connected into integral body.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 03101116 CN1424465A (en) | 2003-01-08 | 2003-01-08 | Low stressed self anchoring method for group anchor steel tension cables |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 03101116 CN1424465A (en) | 2003-01-08 | 2003-01-08 | Low stressed self anchoring method for group anchor steel tension cables |
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| CN1424465A true CN1424465A (en) | 2003-06-18 |
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| CN 03101116 Pending CN1424465A (en) | 2003-01-08 | 2003-01-08 | Low stressed self anchoring method for group anchor steel tension cables |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100564685C (en) * | 2003-08-20 | 2009-12-02 | 国际弗里希尼特斯特普公司 | The assembly method of pull bar |
| CN101264855B (en) * | 2008-04-25 | 2010-04-14 | 中交第二航务工程局有限公司 | Inclined guy cable stretching torsion-proof jack |
| CN102296605A (en) * | 2011-07-18 | 2011-12-28 | 中铁西北科学院研究所有限公司深圳南方分院 | Device and method for compensating or unloading prestress loads of anchor cable |
| CN101608429B (en) * | 2008-06-20 | 2012-09-05 | 上海浦江缆索股份有限公司 | Method for manufacturing high strength and large specification wire rope sling |
| CN105064214A (en) * | 2015-07-23 | 2015-11-18 | 中铁大桥(郑州)缆索有限公司 | Stay cable tension device for eliminating back-twist |
| CN105329826A (en) * | 2015-12-11 | 2016-02-17 | 天津市天锻压力机有限公司 | Large structure traction device and traction operation method |
| CN105422131A (en) * | 2015-12-28 | 2016-03-23 | 上海市机械施工集团有限公司 | Longitudinal tensioning device for shield segment and using method of longitudinal tensioning device |
| CN105714682A (en) * | 2016-02-19 | 2016-06-29 | 四川公路桥梁建设集团有限公司 | Operation system for tensioning stay cables in small space bridge tower |
| CN107747279A (en) * | 2017-08-23 | 2018-03-02 | 柳州欧维姆机械股份有限公司 | A kind of constructing device and implementation engineering method based on group's anchor system single tendon stretch and tune rope |
| CN109853392A (en) * | 2019-02-21 | 2019-06-07 | 中冶交通建设集团有限公司 | Magnetic force anchor restorer moves back anchor arrangement and its application method |
| CN110318546A (en) * | 2018-03-30 | 2019-10-11 | 中铁西北科学研究院有限公司深圳南方分院 | Prestress anchorage cable tensioning system and prestress anchorage cable method for stretching |
| CN115450435A (en) * | 2022-08-10 | 2022-12-09 | 中交一公局集团有限公司 | Single equal-prestress tensioning device |
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2003
- 2003-01-08 CN CN 03101116 patent/CN1424465A/en active Pending
Cited By (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100564685C (en) * | 2003-08-20 | 2009-12-02 | 国际弗里希尼特斯特普公司 | The assembly method of pull bar |
| CN101264855B (en) * | 2008-04-25 | 2010-04-14 | 中交第二航务工程局有限公司 | Inclined guy cable stretching torsion-proof jack |
| CN101608429B (en) * | 2008-06-20 | 2012-09-05 | 上海浦江缆索股份有限公司 | Method for manufacturing high strength and large specification wire rope sling |
| CN102296605A (en) * | 2011-07-18 | 2011-12-28 | 中铁西北科学院研究所有限公司深圳南方分院 | Device and method for compensating or unloading prestress loads of anchor cable |
| CN105064214A (en) * | 2015-07-23 | 2015-11-18 | 中铁大桥(郑州)缆索有限公司 | Stay cable tension device for eliminating back-twist |
| CN105329826A (en) * | 2015-12-11 | 2016-02-17 | 天津市天锻压力机有限公司 | Large structure traction device and traction operation method |
| CN105422131B (en) * | 2015-12-28 | 2018-07-06 | 上海市机械施工集团有限公司 | The device and its application method longitudinally tensed for shield duct piece |
| CN105422131A (en) * | 2015-12-28 | 2016-03-23 | 上海市机械施工集团有限公司 | Longitudinal tensioning device for shield segment and using method of longitudinal tensioning device |
| CN105714682A (en) * | 2016-02-19 | 2016-06-29 | 四川公路桥梁建设集团有限公司 | Operation system for tensioning stay cables in small space bridge tower |
| CN107747279A (en) * | 2017-08-23 | 2018-03-02 | 柳州欧维姆机械股份有限公司 | A kind of constructing device and implementation engineering method based on group's anchor system single tendon stretch and tune rope |
| CN107747279B (en) * | 2017-08-23 | 2023-09-12 | 柳州欧维姆机械股份有限公司 | Construction device and implementation method based on group anchor system single tensioning and cable adjusting |
| CN110318546A (en) * | 2018-03-30 | 2019-10-11 | 中铁西北科学研究院有限公司深圳南方分院 | Prestress anchorage cable tensioning system and prestress anchorage cable method for stretching |
| CN109853392A (en) * | 2019-02-21 | 2019-06-07 | 中冶交通建设集团有限公司 | Magnetic force anchor restorer moves back anchor arrangement and its application method |
| CN109853392B (en) * | 2019-02-21 | 2021-03-23 | 中冶交通建设集团有限公司 | Magnetic anchor releaser, anchor releasing equipment and using method thereof |
| CN115450435A (en) * | 2022-08-10 | 2022-12-09 | 中交一公局集团有限公司 | Single equal-prestress tensioning device |
| CN115450435B (en) * | 2022-08-10 | 2023-10-03 | 中交一公局集团有限公司 | Single equal prestress tensioning equipment |
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