CN105586833A - Construction method for integrally forming large cast-in-place thin-wall high pier through stiff skeleton reinforcement cage - Google Patents
Construction method for integrally forming large cast-in-place thin-wall high pier through stiff skeleton reinforcement cage Download PDFInfo
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- CN105586833A CN105586833A CN201510957383.6A CN201510957383A CN105586833A CN 105586833 A CN105586833 A CN 105586833A CN 201510957383 A CN201510957383 A CN 201510957383A CN 105586833 A CN105586833 A CN 105586833A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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Abstract
The invention relates to a construction method for integrally forming a large cast-in-place thin-wall high pier through a stiff skeleton reinforcement cage. The construction method includes the main construction steps of (1) stiff skeleton erection, (2) locating frame installation, (3) locating frame and stiff skeleton butt joint, (4) reinforcing steel bar binding and forming, (5) lifting frame installation, (6) overall lifting and butt joint, (7) auxiliary facility disassembly, and (8) formwork construction. A structure related to the construction method has the beneficial effects that binding is convenient; the construction efficiency is high; a stiff skeleton can be partially disassembled and recycled; accurate localization of reinforcing steel bars is guaranteed and a double-layer locating frame is easy to disassemble; the reinforcing steel bars can be integrally formed and lifted for butt joint in a segmental manner; reinforcing steel bar binding time is shortened; the upper section and lower section concrete pouring period difference is reduced; and the economic and technological benefits are good.
Description
Technical field
The present invention relates to cast-in-place tall pier and thin wall steel reinforcement cage stiffness location skeleton system is installed, relate in particular to stiff skeleton steel reinforcement cage global formation large-scale cast-in-place tall pier and thin wall construction method.
Background technology
In science of bridge building, high pier construction is and an important ring that, in order to ensure construction quality and the security of high pier construction, utilizing stiff skeleton to construct is the most frequently used a kind of mode. Stiff skeleton is fixed and the aspect such as template consolidation plays an important role at reinforcing bar. Specifically; increase after stiff skeleton; because stiff skeleton rigidity is larger; reinforcing bar, template can be fixed on stiff skeleton; thereby prevention framework of steel reinforcement entirety skews and the generation of template collapse accident; when workman operates, can utilize stiff skeleton to fix safety belt simultaneously, operator be played to the effect of safeguard protection. In addition, in reinforcement installation process, can utilize strength strength skeleton to rectify a deviation, fix, ensure that reinforcement installation position is accurate, protective layer quality is guaranteed.
Traditional stiff skeleton generally forms truss structure by skeleton column, skeleton cross bar and skeleton brace three parts, after stiff skeleton installation, carry out high pier reinforcing bar binding, stiff skeleton plays the effect of supporting the main muscle of high pier and ensureing the main muscle in the vertical direction of high pier location. But traditional stiff skeleton is but difficult to control the location of the main muscle of high pier, while making the main muscle colligation of high pier, precision is on the low side. And traditional stiff skeleton need to drop into the needs of great deal of steel steel reinforcement cage monolithic stability while ensureing to lift, steel product cost has high input; Traditional stiff skeleton positioner adopts permanent positioning steel plate conventionally, and cost compare is high; And the effect of constraint value locating rack at splice and locating hole edge is removed, vertical reinforcement is in colligation installation and concreting process, can inevitably occur mobile or inclination etc. causing top joint and locating hole edge closely to push, locating rack is removed difficulty.
Given this, need at present a kind of colligation of invention badly convenient, efficiency of construction is high, the stiff skeleton can partial dismantling reclaiming, ensure accurately location and the easy double orientation frame of removing of reinforcing bar, can realize the docking of steel bar overall moulding segmental hoisting, shorten the reinforcing bar binding time, lower the construction method of the stiff skeleton steel reinforcement cage global formation large-scale cast-in-place tall pier and thin wall of the features such as upper-lower section concreting difference in the length of time.
Summary of the invention
The object of the present invention is to provide a kind of colligation convenient, efficiency of construction is high, the stiff skeleton can partial dismantling reclaiming, ensure accurately location and the easy double orientation frame of removing of reinforcing bar, can realize the docking of steel bar overall moulding segmental hoisting, shorten the reinforcing bar binding time, lower the stiff skeleton steel reinforcement cage global formation large-scale cast-in-place tall pier and thin wall construction method of the features such as upper-lower section concreting difference in the length of time.
For achieving the above object, the present invention has adopted following technical scheme:
Stiff skeleton steel reinforcement cage global formation large-scale cast-in-place tall pier and thin wall construction method, is characterized in that comprising the following steps:
1) stiff skeleton is set up: select angle steel to be welded into overall two layer of space truss structure, stiff skeleton vertical rod, the outer horizontal cross bar A of stiff skeleton, the outer horizontal cross bar B of stiff skeleton, stiff skeleton shearing support A, stiff skeleton shearing support B are welded into the two layer of space truss structure of permanent entirety according to designing requirement; And permanent stiff skeleton inner insert steel pipe temporary fixed with stiff skeleton together with; Welding location, inside and outside both sides, stiff skeleton bottom angle steel, stiff skeleton vertical rod welded top band screw steel plate, at stiff skeleton top stiff skeleton, outer horizontal cross bar A arranges U bolt, arranges on inclinator and horizontal cross bar level meter is set in stiff skeleton vertical rod.
2) locating rack is installed: surely select angle steel to be welded into the truss structure of two-layer, inside and outside two circles up and down, weld outer fixing steel plate B at locating rack horizontal cross bar A assigned address, weld outer fixing steel plate A at locating rack horizontal cross bar B assigned address, at locating rack bottom of upright rod welding band screw steel plate;
3) locating rack docks with stiff skeleton: locating rack is lifted into stiff skeleton top, locating rack vertical rod bottom is docked with stiff skeleton vertical rod top, by high strength screw rod, locating rack is fixed on to stiff skeleton top;
4) reinforcing bar binding moulding: when reinforcing bar binding, vertical reinforcement top joint divides two kinds highly to stagger, upper strata vertical reinforcement joint directly extends in the locating hole of locating rack upper strata and reinforces with tapered sleeve, lower floor's vertical reinforcement joint is connected to locating rack upper strata and is reinforced with tapered setscrew nut by fastening means bar, vertical reinforcement bottom is arranged in the locating slot of location angle steel temporarily, and vertical reinforcement is interim in place wouldn't colligation.
5) lifting steel plate is installed: a welding I-steel in lifting steel plate diagonal positions, lifting steel plate two sides respectively arranges 8 suspension centres, top suspension centre is connected with crane eave tile for hanging steel rope, and bottom suspension centre is connected with stiff skeleton main joist U-bolt by steel wire rope.
6) integral hoisting docking: the steel bar overall that colligation is completed moves within the scope of straddle truck lifting; Utilize straddle truck that steel bar overall is hung in the steel reinforcement abutting joints frame in place of scene; The inclinator, level meter arranging according to stiff skeleton observed stiff skeleton distortion whether within the scope of designing requirement, stiff skeleton vertical rod welds together with the overhanging vertical stiff skeleton vertical rod of casting concrete, and utilizes sleeve to be connected with the overhanging vertical reinforcement of casting concrete vertical reinforcement.
7) auxiliary equipment is removed: steel bar overall lifting is first removed fastener and extracted steel pipe after having docked, and then removes inclinator and level meter on stiff skeleton, finally removes colligation frame.
8) template construction: reinforcing bar is removed outside docking frame and the local detachable portion of stiff skeleton after completing colligation, then carries out template installation.
Step 1) described in skin location angle steel A, outer location angle steel B, internal layer location angle steel A, internal layer location angle steel B according to designing requirement, locating slot is set.
Step 1) described in steel pipe be temporarily fixed on stiff skeleton by fastener, lifting docking finishes rear dismounting fastener and just can extract steel pipe.
Step 2) described in outer fixing steel plate A, outer fixing steel plate B be drilled with in advance locating hole according to designing requirement.
The present invention has following feature and beneficial effect:
(1) stiff skeleton is welded into cylindricality truss by small bore steel, then forms overall space truss structure by the dismountable steel pipe in part, can provide enough rigidity, strength and stabilities for steel reinforcement cage; Can partial dismantling stiff skeleton after lifting docking finishes, reduce steel and drop into, cost-saving.
(2) stiff skeleton arranges inclinator and level meter, being convenient to observe stiff skeleton is out of shape and makes the timely precautionary measures, welding suspension centre in stiff skeleton top is for the integral hoisting of steel reinforcement cage, make full use of the feature that main joist rigidity is larger, bear vertical direction stressed, lower skeleton horizontal force, avoid reinforcing bar cage hoisting distortion.
(3) locating rack be up and down two-layer, inside and outside two circle truss structures, locating rack assigned address welding fixing steel plate, can adapt to the accurate location that differing heights connects high reinforcing bar, ensure the overall perpendicularity of reinforcing bar binding and reinforcement location accurately, in reinforcing bar binding and hoisting process, play fixing simultaneously and bear the effect of reinforcing bar weight.
(4) reinforcing joint, locating rack top is conical sleeve, and sleeve screws rear tapering point and extends in locating hole, makes joint all the time in locating hole center, avoids reinforcing bar and locating hole EDGE CONTACT, reduces constraint each other, facilitates locating rack to remove.
(5) 2 channel-section steels of lifting steel plate diagonal positions welding, the overall structure stability of guarantee lifting steel plate, suspension centre is adjustable U bolt, makes each suspension centre uniform stressed by adjusting bolt height.
Brief description of the drawings
Fig. 1 is stiff skeleton steel reinforcement cage global formation large-scale cast-in-place tall pier and thin wall structural representation of the present invention;
Fig. 2 is stiff skeleton and locating rack detail side elevation;
Fig. 3 is that stiff skeleton is connected detail drawing with location angle steel;
Fig. 4 is locating rack planar structure detail drawing;
Fig. 5 is conical sleeve detail drawing
Fig. 6 is lifting steel plate detail drawing
Fig. 7 is construction flow chart of the present invention;
In figure: 1. stiff skeleton vertical rod; 2. the outer horizontal cross bar A of stiff skeleton; 3. stiff skeleton shearing support A; 4. the outer horizontal cross bar B of stiff skeleton; 5. stiff skeleton shearing support B; 6. outer location angle steel A; 7. outer location angle steel B; 8. steel pipe; 9. fastener; 10. inclinator; 11. level meters; 12.U type screw rod; 13. locating rack vertical rods; 14. locating rack horizontal cross bar A; 15. locating rack horizontal cross bar B; 16. locating rack shearing support A; 17. locating rack shearing support B; 18. outer fixing steel plate A; 19. outer fixing steel plate B; 20. band screw steel plates; 21. high strength screw rods; 22. stiff skeleton internal layer horizontal cross bar A; 23. stiff skeleton internal layer horizontal cross bar B; 24. internal layer location angle steel A; 25. internal layer location angle steel B; 26. locating slots; 27. vertical reinforcements; 28. locating rack shearing support C; 29. internal layer fixing steel plate A; 30. internal layer fixing steel plate B; 31. locating holes; 32. taper setscrew nuts; 33. steel plates; 34. suspension centres; 35. I-steel; 36. steel wire ropes.
Detailed description of the invention
In these enforcements such as present embodiment during welding for steel structure technique, bolt connection construction technique, template-setup technique and concrete pouring construction technique, just do not state tired, emphasis is set forth the embodiment that the present invention relates to structure.
Fig. 1 is stiff skeleton steel reinforcement cage global formation large-scale cast-in-place tall pier and thin wall structural representation of the present invention. Shown in Fig. 1, stiff skeleton steel reinforcement cage global formation large-scale cast-in-place tall pier and thin wall structure of the present invention mainly comprises: stiff skeleton vertical rod 1; The outer horizontal cross bar A2 of stiff skeleton; Stiff skeleton shearing support A3; The outer horizontal cross bar B4 of stiff skeleton; Stiff skeleton shearing support B5; Outer location angle steel A6; Outer location angle steel B7; Steel pipe 8; Fastener 9; Inclinator 10; Level meter 11; U-shaped screw rod 12; Locating rack vertical rod 13; Locating rack horizontal cross bar A14; Locating rack horizontal cross bar B15; Locating rack shearing support A16; Locating rack shearing support B17; Outer fixing steel plate A18; Outer fixing steel plate B19; Band screw steel plate 20; High strength screw rod 21.
Shown in Fig. 1, stiff skeleton vertical rod 1, the outer horizontal cross bar A2 of stiff skeleton, the outer horizontal cross bar B4 of stiff skeleton, stiff skeleton shearing support A3, stiff skeleton shearing support B4 are welded into the two layer of space truss structure of permanent entirety according to designing requirement; And permanent stiff skeleton inner insert steel pipe 8 temporary fixed with stiff skeleton together with; Welding location, inside and outside both sides, stiff skeleton bottom angle steel, stiff skeleton vertical rod 1 welded top band screw steel plate 20, at stiff skeleton top stiff skeleton, outer horizontal cross bar A2 arranges U bolt, arranges level meter 11 is set on inclinator 10 and horizontal cross bar in stiff skeleton vertical rod 1. Dock with stiff skeleton vertical rod 1 top locating rack vertical rod 13 bottoms, by high strength screw rod 21, locating rack is fixed on to stiff skeleton top.
Shown in Fig. 3, outer location angle steel A6, outer location angle steel B7, internal layer location angle steel A24, internal layer location angle steel B25 arrange locating slot 26 according to designing requirement, and are temporarily fixed at the outer horizontal cross bar A2 of stiff skeleton, the outer horizontal cross bar B4 of stiff skeleton, stiff skeleton internal layer horizontal cross bar A22 and stiff skeleton internal layer horizontal cross bar B23 at the inner steel pipe 8 that inserts of permanent stiff skeleton by fastener 9.
Shown in Fig. 4, locating rack horizontal cross bar A14 and locating rack horizontal cross bar B15 assigned address weld respectively outer fixing steel plate B18 and outer fixing steel plate A19, locating rack internal layer horizontal cross bar welding internal layer fixing steel plate A29 and internal layer fixing steel plate B30.
Shown in Fig. 5, vertical reinforcement 27 joints are connected to locating rack upper strata and are reinforced with tapered setscrew nut 32 by fastening means bar.
Shown in Fig. 6, in lifting steel plate 33 diagonal positions, weld 2 I-steel 35, lifting steel plate 33 two sides respectively arrange 8 suspension centres 34.
The present invention also provides above-mentioned stiff skeleton steel reinforcement cage global formation large-scale cast-in-place tall pier and thin wall construction method, mainly comprises the following steps:
1) stiff skeleton is set up: select angle steel to be welded into overall two layer of space truss structure, stiff skeleton vertical rod 1, the outer horizontal cross bar A2 of stiff skeleton, the outer horizontal cross bar B4 of stiff skeleton, stiff skeleton shearing support A3, stiff skeleton shearing support B4 are welded into the two layer of space truss structure of permanent entirety according to designing requirement; And permanent stiff skeleton inner insert steel pipe 8 temporary fixed with stiff skeleton together with; Welding location, inside and outside both sides, stiff skeleton bottom angle steel, stiff skeleton vertical rod 1 welded top band screw steel plate 20, at stiff skeleton top stiff skeleton, outer horizontal cross bar A2 arranges U bolt, arranges level meter 11 is set on inclinator 10 and horizontal cross bar in stiff skeleton vertical rod 1.
2) locating rack is installed: surely select angle steel to be welded into the truss structure of two-layer, inside and outside two circles up and down, weld outer fixing steel plate B19 at locating rack horizontal cross bar A14 assigned address, weld outer fixing steel plate A18 at locating rack horizontal cross bar B15 assigned address, at locating rack vertical rod 13 bottom welding band screw steel plates 20;
3) locating rack docks with stiff skeleton: locating rack is lifted into stiff skeleton top, locating rack vertical rod 13 bottoms are docked with stiff skeleton vertical rod 1 top, by high strength screw rod 21, locating rack is fixed on to stiff skeleton top;
4) reinforcing bar binding moulding: when reinforcing bar binding, vertical reinforcement top joint divides two kinds highly to stagger, vertical reinforcement 27 joints in upper strata directly extend the tapered sleeve of locating rack upper strata locating hole 31 interior use and reinforce, lower floor's vertical reinforcement 27 joints are connected to locating rack upper strata and are reinforced with tapered setscrew nut 32 by fastening means bar, vertical reinforcement bottom is arranged in the locating slot 26 of location angle steel temporarily, and vertical reinforcement is interim in place wouldn't colligation.
5) lifting steel plate is installed: in lifting steel plate 33 diagonal positions, weld 2 I-steel 35, lifting steel plate 33 two sides respectively arrange 8 suspension centres 34, top suspension centre 34 is connected with crane eave tile for hanging steel rope 36, and bottom suspension centre 34 is connected with stiff skeleton main joist U-bolt 12 by steel wire rope 36.
6) integral hoisting docking: the steel bar overall that colligation is completed moves within the scope of straddle truck lifting; Utilize straddle truck that steel bar overall is hung in the steel reinforcement abutting joints frame in place of scene; Observe stiff skeleton distortion whether within the scope of designing requirement according to the inclinator 10 of stiff skeleton setting, level meter 11, stiff skeleton vertical rod 1 welds together with the overhanging vertical stiff skeleton vertical rod 1 of casting concrete, and utilizes sleeve to be connected with the overhanging vertical reinforcement 27 of casting concrete vertical reinforcement 27.
7) auxiliary equipment is removed: steel bar overall lifting is first removed fastener 9 and extracted steel pipe 8 after having docked, and then removes inclinator 10 and level meter 11 on stiff skeleton, finally removes colligation frame.
8) template construction: reinforcing bar is removed outside docking frame and the local detachable portion of stiff skeleton after completing colligation, then carries out template installation.
Claims (4)
1. a stiff skeleton steel reinforcement cage global formation large-scale cast-in-place tall pier and thin wall construction method, is characterized in that comprising following stepRapid:
1) stiff skeleton is set up: select angle steel to be welded into overall two layer of space truss structure, stiff skeleton vertical rod (1), stiffnessThe outer horizontal cross bar A of skeleton (2), the outer horizontal cross bar B of stiff skeleton (4), stiff skeleton shearing support A (3), stiffness boneFrame shearing support B (4) is welded into the stiff skeleton of overall two layer of space truss structure according to designing requirement; And in stiff skeletonTogether with portion's insertion steel pipe (8) is temporary fixed with stiff skeleton; Welding location, inside and outside both sides, stiff skeleton bottom angle steel, stiffness boneFrame vertical rod (1) welded top band screw steel plate (20), arranges at the outer horizontal cross bar A of stiff skeleton top stiff skeleton (2)U bolt, arranges in stiff skeleton vertical rod (1) level meter (11) is set on inclinator (10) and horizontal cross bar;
2) locating rack is installed: locating rack selects angle steel to be welded into the truss structure of two-layer, inside and outside two circles up and down, at locating rack waterFlat cross bar A (14) the outer fixing steel plate B of upper welding (19), at the outer location steel of the upper welding of locating rack horizontal cross bar B (15)Plate A (18), at locating rack vertical rod (13) bottom welding band screw steel plate (20);
3) locating rack docks with stiff skeleton: locating rack is lifted into stiff skeleton top, make locating rack vertical rod (13) bottom withThe docking of stiff skeleton vertical rod (1) top, is fixed on stiff skeleton top by high strength screw rod (21) by locating rack;
4) reinforcing bar binding moulding: when reinforcing bar binding, vertical reinforcement (27) top joint divides two kinds highly to stagger, upper strata vertical steelMuscle (27) joint directly extends in locating rack upper strata locating hole (31) and reinforces with tapered sleeve, and lower floor's vertical reinforcement (27) connectsHead is connected to tapered setscrew nut (32) for locating rack upper strata and is reinforced by fastening means bar, and vertical reinforcement (27) bottom is interimBe arranged in the locating slot (26) of location angle steel, vertical reinforcement (27) interim in place wouldn't colligation;
5) lifting steel plate is installed: welding (2) individual I-steel (35) in lifting steel plate (33) diagonal positions, lifting steel plate (33)Two sides respectively arranges 8 suspension centres (34), and top suspension centre (34) is connected with crane eave tile for hanging steel rope (36), and hang bottomPoint (34) is connected with stiff skeleton main joist U-bolt (12) by steel wire rope (36);
6) integral hoisting docking: the steel bar overall that colligation is completed moves within the scope of straddle truck lifting; Utilize straddle truck by reinforcing barEntirety hangs in the steel reinforcement abutting joints frame in place of scene; The inclinator (10), the level meter (11) that arrange according to stiff skeleton are observed strengthProperty framework deformation whether within the scope of designing requirement, stiff skeleton vertical rod (1) and the overhanging vertical stiff skeleton of casting concreteVertical rod (1) welds together, and vertical reinforcement (27) and the overhanging vertical reinforcement (27) of casting concrete are utilized to sleeveConnect;
7) auxiliary equipment is removed: steel bar overall lifting is first removed fastener (9) and extracted steel pipe (8) after having docked, and then removesInclinator (10) on stiff skeleton and level meter (11), finally remove colligation frame;
8) template construction: reinforcing bar is removed outside docking frame and the local detachable portion of stiff skeleton after completing colligation, then carries out mouldPlate installation.
2. stiff skeleton steel reinforcement cage global formation large-scale cast-in-place tall pier and thin wall construction method according to claim 1, its featureBeing step 1) ectomesoderm is located angle steel A (6), outer location angle steel B (7), internal layer is located angle steel A (24), internal layer locationAngle steel B (25) arranges locating slot (26) according to designing requirement.
3. stiff skeleton steel reinforcement cage global formation large-scale cast-in-place tall pier and thin wall construction method according to claim 1, its featureBe step 1) in steel pipe (8) be temporarily fixed on stiff skeleton by fastener (9), lifting dock just finish rear dismounting fastenerCan extract steel pipe (8).
4. stiff skeleton steel reinforcement cage global formation large-scale cast-in-place tall pier and thin wall construction method according to claim 1, its featureBeing step 2) ectomesoderm fixing steel plate A (18), outer fixing steel plate B (19) be drilled with locating hole (31) in advance according to designing requirement.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510957383.6A CN105586833B (en) | 2015-12-18 | 2015-12-18 | Stiff skeleton steel reinforcement cage global formation large-scale cast-in-place tall pier and thin wall construction method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510957383.6A CN105586833B (en) | 2015-12-18 | 2015-12-18 | Stiff skeleton steel reinforcement cage global formation large-scale cast-in-place tall pier and thin wall construction method |
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| CN105586833A true CN105586833A (en) | 2016-05-18 |
| CN105586833B CN105586833B (en) | 2017-03-29 |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107974940A (en) * | 2017-11-28 | 2018-05-01 | 浙江交工路桥建设有限公司 | The method that bridge circular-sectioned pier is socketed square bent cap anchor bar skeleton |
| CN108166396A (en) * | 2017-12-27 | 2018-06-15 | 中交路桥华南工程有限公司 | Prestressing steel wire bunch installation, construction method and the steel frame construction of Sarasota upper king-post strut |
| CN108867680A (en) * | 2018-09-06 | 2018-11-23 | 上海公路桥梁（集团）有限公司 | Positioning tool and localization method for concrete-bar component in cushion cap |
| CN110424749A (en) * | 2019-08-05 | 2019-11-08 | 中交二航局第四工程有限公司 | The rail mounted that high construction is connect for pier shaft reinforcing bar connects high rack device and its meets Gao Fangfa |
| CN110565518A (en) * | 2019-08-01 | 2019-12-13 | 中交二公局第二工程有限公司 | assembled stiff skeleton suitable for pier tower steel bar positioning and use method thereof |
| CN113431329A (en) * | 2021-05-10 | 2021-09-24 | 浙江交工宏途交通建设有限公司 | Circular truncated cone type hollow variable cross-section reinforced concrete pouring method |
| CN114351594A (en) * | 2021-12-31 | 2022-04-15 | 中交路桥华南工程有限公司 | Variable cross-section large-section pier tower reinforcement cage segment ring splitting structure |
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| JPH1030212A (en) * | 1996-07-15 | 1998-02-03 | Shimizu Corp | Reinforced concrete structure and its construction method |
| JPH1082019A (en) * | 1996-09-06 | 1998-03-31 | Taisei Corp | Constructing method of pier |
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107974940A (en) * | 2017-11-28 | 2018-05-01 | 浙江交工路桥建设有限公司 | The method that bridge circular-sectioned pier is socketed square bent cap anchor bar skeleton |
| CN107974940B (en) * | 2017-11-28 | 2019-06-04 | 浙江交工路桥建设有限公司 | The method that bridge circular-sectioned pier is socketed rectangular bent cap anchor bar skeleton |
| CN108166396A (en) * | 2017-12-27 | 2018-06-15 | 中交路桥华南工程有限公司 | Prestressing steel wire bunch installation, construction method and the steel frame construction of Sarasota upper king-post strut |
| CN108166396B (en) * | 2017-12-27 | 2023-08-18 | 中交路桥华南工程有限公司 | Prestress steel wire bundle installation and construction method for tower column on cable tower and steel frame structure |
| CN108867680A (en) * | 2018-09-06 | 2018-11-23 | 上海公路桥梁（集团）有限公司 | Positioning tool and localization method for concrete-bar component in cushion cap |
| CN110565518A (en) * | 2019-08-01 | 2019-12-13 | 中交二公局第二工程有限公司 | assembled stiff skeleton suitable for pier tower steel bar positioning and use method thereof |
| CN110424749A (en) * | 2019-08-05 | 2019-11-08 | 中交二航局第四工程有限公司 | The rail mounted that high construction is connect for pier shaft reinforcing bar connects high rack device and its meets Gao Fangfa |
| CN110424749B (en) * | 2019-08-05 | 2024-03-15 | 中交二航局第四工程有限公司 | Rail type overhead connection device for pier body reinforcement height connection construction and height connection method thereof |
| CN113431329A (en) * | 2021-05-10 | 2021-09-24 | 浙江交工宏途交通建设有限公司 | Circular truncated cone type hollow variable cross-section reinforced concrete pouring method |
| CN114351594A (en) * | 2021-12-31 | 2022-04-15 | 中交路桥华南工程有限公司 | Variable cross-section large-section pier tower reinforcement cage segment ring splitting structure |
| CN114351594B (en) * | 2021-12-31 | 2023-03-10 | 中交路桥华南工程有限公司 | Variable cross-section large-section pier tower reinforcement cage segment ring-dividing splitting structure |
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| CN105586833B (en) | 2017-03-29 |
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