CN104532757A - Bi-directional traction vertical rotation construction device for cable-stayed bridge steel arch tower - Google Patents
Bi-directional traction vertical rotation construction device for cable-stayed bridge steel arch tower Download PDFInfo
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- CN104532757A CN104532757A CN201410775593.9A CN201410775593A CN104532757A CN 104532757 A CN104532757 A CN 104532757A CN 201410775593 A CN201410775593 A CN 201410775593A CN 104532757 A CN104532757 A CN 104532757A
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- vertical transfer
- steel arch
- arch tower
- steel
- transfer frame
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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
- E01D21/08—Methods or apparatus specially adapted for erecting or assembling bridges by rotational movement of the bridge or bridge sections
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Abstract
The invention relates to a bridge construction device, specifically to a bi-directional traction vertical rotation construction device for a cable-stayed bridge steel arch tower. The bi-directional traction vertical rotation construction device for the cable-stayed bridge steel arch tower comprises a vertical rotation hinge, a skid-resistant support base, a steel arch tower assembly moulding bed, a vertical rotation frame assembly moulding bed, a vertical rotation frame, a vertical rotation frame hinge base, a front pull cable, a rear pull cable, a balance cable, and a stable cable; the skid-resistant support base is located on the bottom of a steel box girder; the steel arch tower assembly moulding bed is consist of multiple lattice steel columns; the vertical rotation frame assembly moulding bed is installed on the steel box girder; one end of the front pull cable is installed on the front pull cable anchoring point of the steel arch tower, and the other end of the front pull cable is hinged with the ear plate of the front end of the vertical rotation frame; one end of the rear pull cable is installed on the ear plate of the rear end of the vertical rotation frame, and the other end of the rear pull cable is hinged with the rear pull cable anchoring point of the steel box girder; and one end of the balance cable is hinged with the balance cable anchoring point of the steel arch tower, and the other end of the balance cable is hinged with the balance cable anchoring point of the steel box girder. The device is capable of achieving the goal of safely constructing, improving the project quality, shortening the construction period, and saving the construction cost.
Description
Technical field
The present invention relates to a kind of bridge construction device, the device of particularly a kind of vertical transfer construction of the cable stayed bridge steel arch tower for large scale, large weight, facet rigidity, little angle of inclination.
Background technology
Because steel arch pylon cable-stayed bridge has aesthetic property, its design is also more and more extensive with application.But due to the restriction of special Mechanical Builds and construction condition, the installation of steel arch tower possibly cannot adopt conventional hanging method to construct.Generally first steel arch tower is carried out assembled at bridge floor, design station of then turning.The conventional method of turning has two kinds: one utilizes perpendicular the carrying of pylon to turn, and another kind utilizes triangle to erect to pull to turn.The forming accuracy of steel arch tower can both be controlled well during vertical transfer construction; Most steel arch tower structure can be welded on ground before construction, be convenient to on-the-spot welding and quality examination; Avoid work high above the ground, also reduce investment simultaneously.But vertical transfer construction also exists the shortcoming that construction load is comparatively large, risk is larger, and risk increases along with the reduction at the increase of cable stayed bridge steel arch Sopwith staff cun, weight and plane stiffness, angle of inclination.
Summary of the invention
The object of the invention is to: provide a kind of cable stayed bridge steel arch tower bivector traction vertical transfer construction equipment, this device reaches construction safety, improves the object of workmanship, reduction of erection time, saving construction cost.
The technical solution used in the present invention is such: a kind of cable stayed bridge steel arch tower bivector traction vertical transfer construction equipment, it is characterized in that comprising vertical transfer hinge 4, antiskid bearing 9, the assembled moulding bed of steel arch tower 10, the assembled moulding bed 11 of vertical transfer frame, vertical transfer frame 12, vertical transfer frame free bearing 13, fore stay 14, backstay 18, tail rope 21, steadying line 25;
Vertical transfer hinge 4 cuts with scissors lower free bearing 5 by vertical transfer and the upper free bearing 6 of vertical transfer hinge forms, and the lower free bearing 5 of vertical transfer hinge is fixed on the steel arch tower arch springing embedded section in pier shaft agent structure 3; It is hinged that free bearing 6 is cut with scissors in the lower free bearing 5 of vertical transfer hinge and vertical transfer; The upper free bearing 6 of vertical transfer hinge is fixed on the arch springing sections of steel arch tower 1;
Antiskid bearing 9 is positioned at the bottom surface of steel box-girder 2, antiskid bearing 9 and the pre-embedded steel slab close contact in pier shaft agent structure 3;
The assembled moulding bed of steel arch tower 10 is made up of multiple laced of battened compression member, and multiple laced of battened compression member is arranged on the front portion of steel box-girder 2, the line of the upper end formation of multiple laced of battened compression member and steel box-girder 2 degree angle into θ angle, and a highest laced of battened compression member is away from vertical transfer hinge 4;
The assembled moulding bed 11 of vertical transfer frame is set up on steel box-girder 2, and the assembled moulding bed 11 of vertical transfer frame is positioned at the front portion of steel box-girder 2; The bottom of vertical transfer frame 12 is hinged with the vertical transfer frame free bearing 13 be arranged on steel arch tower 1 arch springing sections; The upper end of vertical transfer frame 12 is shelved on the upper end of the assembled moulding bed 11 of vertical transfer frame;
One end of fore stay 14 is arranged on the steel arch tower fore stay anchor point 16 on steel arch tower 1 by anchor connector 15 before fore stay, the other end of fore stay 14 is hinged with the vertical transfer frame front end otic placode on vertical transfer frame 12 by anchor link element after fore stay 17; One end of backstay 18 is installed on the vertical transfer frame rear end otic placode on vertical transfer frame 12 by anchor connector 19 before backstay, the other end of backstay 18 is hinged by the steel box-girder backstay anchor point 8 in backstay hydraulic jack and connector 20 and steel box-girder 2 thereof;
One end of tail rope 21 is hinged with the steel arch tower tail rope anchor point 23 on steel arch tower 1 by anchor connector after tail rope 22, and the other end of tail rope 21 is hinged by the steel box-girder tail rope anchor point 7 in tail rope hydraulic jack and connector 24 and steel box-girder 2 thereof;
Steadying line 25 is arranged on the steel arch tower steadying line anchor point 27 of steel arch tower 1 by steadying line connector 26.
Described multiple laced of battened compression member is 3-20.
Described angle is 10-30 degree.
When the top of vertical transfer frame 12 is shelved on the assembled moulding bed 11 of vertical transfer frame, 12 one-tenth 45 degree, vertical transfer frame.
Owing to taking such scheme, the invention has the beneficial effects as follows:
1, adopt the assembled stretching force that can reduce in vertical transfer process in vertical transfer system backstay assembled relative to level in θ degree angle, alleviate the weight of vertical transfer supplementary structure, increase the safety of vertical transfer process.
2, antiskid bearing can resist the horizontal drag force of backstay to steel box-girder, the relative bridge pier of steel box-girder in arch tower vertical transfer process is avoided to slide, making steel arch tower, steel box-girder and vertical transfer device form a self equilibrium systems, ensureing vertical transfer safety, without the need to arranging special backstay grappling.
3, tail rope can ensure that in vertical transfer process, Suo Li remains at more than safety cable power, avoids strand tapered anchorage pine anchor, ensures the stability of vertical transfer system.If do not arrange tail rope, steel arch tower center of gravity in vertical transfer process will constantly move forward, and particularly the vertical transfer system center of gravity of little angle of inclination arch tower probably exceeds vertical transfer hinge vertical plane, causes entirety to topple to lead.
4, the architectural characteristic of domes determines that it can produce larger root bending moment in junction, end under gravity, and excessive root bending moment will affect the safety of structure of the main hinge of vertical transfer and increase the rotary resistance of main hinge.Prestressing force steadying line is set and can balances root bending moment, reduce rotary resistance, reduce vertical transfer risk.
Accompanying drawing explanation
Fig. 1 is the schematic diagram of cable stayed bridge steel arch tower bivector traction vertical transfer construction equipment of the present invention (vertical transfer structure assembled and hanging cable).
Fig. 2 is the initial station figure of vertical transfer of the present invention.
Fig. 3 is the final station figure of vertical transfer of the present invention.
Fig. 4 is tail rope of the present invention and steadying line schematic diagram.
Fig. 5 is the schematic diagram of antiskid bearing of the present invention.
Fig. 6 is that Fig. 5 is along A-A line view.
Fig. 7 is that Fig. 5 is along B-B line view.
Mark in figure: 1 is steel arch tower; 2 is steel box-girder; 3 is pier shaft agent structure; 4 is vertical transfer hinge; 5 is the lower free bearing of vertical transfer hinge; 6 is the upper free bearing of vertical transfer hinge; 7 is steel box-girder tail rope anchor point; 8 is steel box-girder backstay anchor point; 9 is antiskid bearing; 10 is the assembled moulding bed of steel arch tower; 11 is the assembled moulding bed of vertical transfer frame; 12 is vertical transfer frame; 13 is vertical transfer frame free bearing; 14 is fore stay; 15 is anchor connector before fore stay; 16 is steel arch tower fore stay anchor point; 17 is anchor connector after fore stay; 18 is backstay; 19 is anchor connector before backstay; 20 is backstay hydraulic jack and connector thereof; 21 is tail rope; 22 is anchor connector after tail rope; 23 is steel arch tower tail rope anchor point; 24 is tail rope hydraulic jack and connector thereof; 25 is steadying line; 26 is steadying line connector; 27 is steel arch tower steadying line anchor point.
Detailed description of the invention
Below in conjunction with accompanying drawing, the present invention is described in detail.
Embodiment:
As shown in figs. 1-7, a kind of cable stayed bridge steel arch tower bivector traction vertical transfer construction equipment, comprises vertical transfer hinge 4, antiskid bearing 9, the assembled moulding bed of steel arch tower 10, the assembled moulding bed 11 of vertical transfer frame, vertical transfer frame 12, vertical transfer frame free bearing 13, fore stay 14, backstay 18, tail rope 21, steadying line 25;
Vertical transfer hinge 4 cuts with scissors lower free bearing 5 by vertical transfer and the upper free bearing 6 of vertical transfer hinge forms, on the steel arch tower arch springing embedded section of the lower free bearing of vertical transfer hinge 5 fixing (as welded) in pier shaft agent structure 3; It is hinged that free bearing 6 is cut with scissors in the lower free bearing 5 of vertical transfer hinge and vertical transfer; At the arch springing sections of steel arch tower 1, (steel arch tower 1 has 2 arch springing sections to the upper free bearing of vertical transfer hinge 6 fixing (as welding), and each arch springing sections installs a upper free bearing 6 of vertical transfer hinge; Vertical transfer hinge 4 has 2);
Antiskid bearing 9 is positioned at the bottom surface of steel box-girder 2, antiskid bearing 9 and the pre-embedded steel slab close contact in pier shaft agent structure 3;
The assembled moulding bed of steel arch tower 10 is made up of multiple laced of battened compression member that (described multiple laced of battened compression member is 3-20, the present embodiment adopts 16), multiple laced of battened compression member is arranged on the front portion (left part in Fig. 1) of steel box-girder 1, the line of the upper end formation of multiple laced of battened compression member and steel box-girder 1(bridge floor) (described angle is 10-30 degree to degree angle into θ angle, the present embodiment adopts 15 degree), a highest laced of battened compression member is away from vertical transfer hinge 4;
The assembled moulding bed 11 of vertical transfer frame is set up at steel box-girder 2(bridge floor) on, the assembled moulding bed 11 of vertical transfer frame is positioned at the front portion of steel box-girder 2; The bottom of vertical transfer frame 12 is hinged with the vertical transfer frame free bearing 13 be arranged on steel arch tower 1 arch springing sections; The upper end of vertical transfer frame 12 is shelved on the upper end (when the top of vertical transfer frame 12 is shelved on the assembled moulding bed 11 of vertical transfer frame, 12 one-tenth 45 degree, vertical transfer frame) of the assembled moulding bed of vertical transfer frame 11;
One end of fore stay 14 is arranged on the steel arch tower fore stay anchor point 16 on steel arch tower 1 by anchor connector 15 before fore stay, the other end of fore stay 14 is by anchor link element after fore stay 17 and the vertical transfer frame front end otic placode hinged (vertical transfer frame front end otic placode is positioned at the upper end of vertical transfer frame 12) on vertical transfer frame 12; One end of backstay 18 is installed on the vertical transfer frame rear end otic placode on vertical transfer frame 12 (vertical transfer frame rear end otic placode is positioned at the upper end of vertical transfer frame 12) by anchor connector 19 before backstay, the other end of backstay 18 by backstay hydraulic jack and connector 20 hinged with the steel box-girder backstay anchor point 8 on steel box-girder 2;
One end of tail rope 21 is by anchor connector after tail rope 22 and the steel arch tower tail rope anchor point 23 hinged (steel arch tower tail rope anchor point 23 is positioned at the top of steel arch tower 1) on steel arch tower 1, and the other end of tail rope 21 is by the steel box-girder tail rope anchor point 7 hinged (steel box-girder tail rope anchor point 7 is positioned at the front end of steel box-girder 2) in tail rope hydraulic jack and connector 24 and steel box-girder 2 thereof;
Steadying line 25 is arranged on the steel arch tower steadying line anchor point 27 of steel arch tower 1 by steadying line connector 26 that (2 steel arch tower steadying line anchor points 27 lay respectively at the centre position in the left and right portion of steel arch tower 1, are symmetrical arranged.Namely steadying line 25 connects symmetrically arranged two steel arch tower steadying line anchor points 27 in the middle part of steel arch tower).
A kind of cable stayed bridge steel arch tower bivector traction vertical rotating construction method, comprises following construction sequence:
1), assembling construction:
1., vertical transfer hinge is installed:
The pier shaft agent structure 3(pier shaft agent structure 3 completing steel arch tower 1 two ends is 2) construction, pier shaft agent structure 3 with the pier shaft agent structure 3 of the connecting portion of steel arch tower 1 arrange steel arch tower arch springing embedded section (namely each pier shaft agent structure 3 being arranged a steel arch tower arch springing embedded section), steel arch tower arch springing embedded section is arranged the lower free bearing 5 of vertical transfer hinge; It is 2 that the arch springing sections (steel arch tower 1 two ends) of steel arch tower 1 arranges the upper free bearing 6 of vertical transfer hinge upper free bearing 6(vertical transfer hinge), the upper free bearing 6 of vertical transfer hinge by bearing pin and vertical transfer cut with scissors lower free bearing 5 hinged (vertical transfer cut with scissors 4 cut with scissors by vertical transfer under free bearing 5 and vertical transfer cut with scissors that free bearing 6 is hinged to be formed) form the vertical transfer that steel arch tower 1 turns and cut with scissors 4;
2., steel box-girder is installed:
Complete the assembled of the steel box-girder 2 of cable stayed bridge, and at the front end of the top surface that the end face of steel box-girder 2 arranges steel box-girder tail rope anchor point 7, steel box-girder backstay anchor point 8(steel box-girder tail rope anchor point 7 is positioned at steel box-girder 2, steel box-girder backstay anchor point 8 is positioned at the end face rear end of steel box-girder 2), in the bottom surface of steel box-girder 1, antiskid bearing 9 is set, antiskid bearing 9 is arranged on two vertical transfers and cuts with scissors immediately below 4 lines, antiskid bearing 9 and the pre-embedded steel slab close contact in pier shaft agent structure 3;
3., steel arch tower is installed:
Make the assembled moulding bed 10 of steel arch tower, the assembled moulding bed of steel arch tower 10 is made up of (described multiple laced of battened compression member is 3-20, and the present embodiment adopts 16) multiple laced of battened compression member; The assembled moulding bed of steel arch tower 10 build according to steel arch tower 1 overall to put with steel box-girder 2 one-tenth θ degree projection of angle sample (described θ is 10-30, the present embodiment adopts 15 degree), release the appearance profile line of steel arch tower 1 and the center line of steel arch tower 1 when steel arch tower 1 is spent with steel box-girder 2 one-tenth θ with total powerstation, according to surveying setting-out result, the assembled moulding bed 10 of steel arch tower is installed;
On-the-spot each sections according to becoming the assembled moulding bed of steel arch tower 10 of θ degree to assemble steel arch tower 1, assembling sequence is installed from two ends (two arch springing sections) to intermediate symmetry, finally closure segment in the middle of assembling;
4., vertical transfer frame is assembled:
Steel box-girder 2 is set up the assembled moulding bed of vertical transfer frame 11, and (the assembled moulding bed of vertical transfer frame 11 is positioned at the front side (left side of Fig. 1 is front) of vertical transfer hinge 4, the assembled moulding bed 10 of arch tower is positioned at the front side of vertical transfer hinge 4), by loop wheel machine complete vertical transfer frame 12 installation (vertical transfer frame adopt fall frame 45 degree of methods install, bridge floor (steel box-girder 2) is set up 45 degree of assembled moulding beds 11 of vertical transfer frame, complete vertical transfer frame 12 by erection crane to install), the bottom of vertical transfer frame 12 is hinged with the vertical transfer frame free bearing 13 be arranged on steel arch tower 1 arch springing sections; The upper end of vertical transfer frame 12 is shelved on the upper end of the assembled moulding bed 11 of vertical transfer frame;
5., hanging cable and vertical transfer frame in place:
One end of fore stay 14 is arranged on the steel arch tower fore stay anchor point 16 on steel arch tower 1 by anchor connector 15 before fore stay, the other end of fore stay 14 is by anchor link element after fore stay 17 and the vertical transfer frame front end otic placode hinged (vertical transfer frame front end otic placode is positioned at the upper end of vertical transfer frame 12) on vertical transfer frame 12; One end of backstay 18 is installed on the vertical transfer frame rear end otic placode on vertical transfer frame 12 (vertical transfer frame rear end otic placode is positioned at the upper end of vertical transfer frame 12) by anchor connector 19 before backstay, the other end of backstay 18 by backstay hydraulic jack and connector 20 hinged with the steel box-girder backstay anchor point 8 on steel box-girder 2;
One end of tail rope 21 is by anchor connector after tail rope 22 and the steel arch tower tail rope anchor point 23 hinged (steel arch tower tail rope anchor point 23 is positioned at the top of steel arch tower 1) on steel arch tower 1, and the other end of tail rope 21 is by the steel box-girder tail rope anchor point 7 hinged (steel box-girder tail rope anchor point 7 is positioned at the front end of steel box-girder 2) in tail rope hydraulic jack and connector 24 and steel box-girder 2 thereof;
Steadying line 25 is arranged on (2 steel arch tower steadying line anchor points 27 lay respectively at the centre position in the left and right portion of steel arch tower 1, are symmetrical arranged) on the steel arch tower steadying line anchor point 27 of steel arch tower 1 by steadying line connector 26;
By backstay 18, slowly pull-up vertical transfer frame 12 is to default station, by monitoring system, progressively stretch-draw backstay 18, ensures that every root backstay is stressed close to even; Treat that the Suo Li of backstay 18 reaches 1/2 and presets Suo Lishi, stretch-draw steadying line 25 is to presetting Suo Li; Continuing stretch-draw backstay 18 makes vertical transfer frame 12 depart from the assembled moulding bed 11 of vertical transfer frame until vertical transfer frame 12 reaches design station, removes the assembled moulding bed 11 of vertical transfer frame after confirming safety;
2), rotator construction:
Traction backstay 18 entirety rises pulls steel arch tower 1, and when steel arch tower 1 has just departed from steel arch tower assembled moulding bed 10, stop stretch-draw, observe 24h, after confirming safety, stretch-draw backstay 18 plays slab arch tower continuously; When backstay 18 Suo Li be down to safety cable power (guaranteeing that strand tapered anchorage is without loose anchor risk) below time, synchronous tension tail rope 21 ensures that backstay 18 Suo Li is not less than safety cable power, continues to turn; After steel arch tower 1 is turned and put in place, incision position is welded into entirety; Remove the assembled moulding bed 10 of steel arch tower, vertical transfer hinge 4, steadying line 25 and steadying line connector 26, installation.
Claims (4)
1. a cable stayed bridge steel arch tower bivector traction vertical transfer construction equipment, is characterized in that comprising vertical transfer hinge (4), antiskid bearing (9), the assembled moulding bed of steel arch tower (10), the assembled moulding bed of vertical transfer frame (11), vertical transfer frame (12), vertical transfer frame free bearing (13), fore stay (14), backstay (18), tail rope (21), steadying line (25);
Vertical transfer hinge (4) cuts with scissors lower free bearing (5) by vertical transfer and the upper free bearing (6) of vertical transfer hinge forms, and the lower free bearing (5) of vertical transfer hinge is fixed on the steel arch tower arch springing embedded section in pier shaft agent structure (3); It is hinged that free bearing (6) is cut with scissors in the lower free bearing (5) of vertical transfer hinge and vertical transfer; The upper free bearing (6) of vertical transfer hinge is fixed on the arch springing sections of steel arch tower (1);
Antiskid bearing (9) is positioned at the bottom surface of steel box-girder (2), antiskid bearing (9) and the pre-embedded steel slab close contact in pier shaft agent structure (3);
The assembled moulding bed of steel arch tower (10) is made up of multiple laced of battened compression member, multiple laced of battened compression member is arranged on the front portion of steel box-girder (2), the line of the upper end formation of multiple laced of battened compression member and steel box-girder (1) degree angle into θ angle, a highest laced of battened compression member is away from vertical transfer hinge (4);
The assembled moulding bed of vertical transfer frame (11) is set up on steel box-girder (2), and the assembled moulding bed of vertical transfer frame (11) is positioned at the front portion of steel box-girder (2); The bottom of vertical transfer frame (12) is hinged with the vertical transfer frame free bearing (13) be arranged on steel arch tower (1) arch springing sections; The upper end of vertical transfer frame (12) is shelved on the upper end of the assembled moulding bed of vertical transfer frame (11);
One end of fore stay (14) is arranged on steel arch tower fore stay anchor point (16) on steel arch tower (1) by anchor connector (15) before fore stay, and the other end of fore stay (14) is hinged with the vertical transfer frame front end otic placode on vertical transfer frame (12) by anchor link element (17) after fore stay; One end of backstay (18) is installed on the vertical transfer frame rear end otic placode on vertical transfer frame (12) by anchor connector (19) before backstay, and the other end of backstay (18) is hinged by the steel box-girder backstay anchor point (8) in backstay hydraulic jack and connector (20) and steel box-girder (2) thereof;
One end of tail rope (21) is hinged with steel arch tower tail rope anchor point (23) on steel arch tower (1) by anchor connector (22) after tail rope, and the other end of tail rope (21) is hinged by the steel box-girder tail rope anchor point (7) in tail rope hydraulic jack and connector (24) and steel box-girder (2) thereof;
Steadying line (25) is arranged on steel arch tower steadying line anchor point (27) of steel arch tower (1) by steadying line connector (26).
2. a kind of cable stayed bridge steel arch tower bivector traction vertical transfer construction equipment according to claim 1, is characterized in that: described multiple laced of battened compression member is 3-20.
3. a kind of cable stayed bridge steel arch tower bivector traction vertical transfer construction equipment according to claim 1, is characterized in that: described angle is 10-30 degree.
4. a kind of cable stayed bridge steel arch tower bivector traction vertical transfer construction equipment according to claim 1, is characterized in that: when the top of vertical transfer frame (12) is shelved on the assembled moulding bed of vertical transfer frame (11), and vertical transfer frame (12) becomes 45 degree.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410775593.9A CN104532757A (en) | 2014-12-15 | 2014-12-15 | Bi-directional traction vertical rotation construction device for cable-stayed bridge steel arch tower |
| CN201520301191.5U CN204589825U (en) | 2014-12-15 | 2015-05-08 | Cable stayed bridge steel arch tower bivector traction vertical transfer construction equipment |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410775593.9A CN104532757A (en) | 2014-12-15 | 2014-12-15 | Bi-directional traction vertical rotation construction device for cable-stayed bridge steel arch tower |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN104532757A true CN104532757A (en) | 2015-04-22 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410775593.9A Pending CN104532757A (en) | 2014-12-15 | 2014-12-15 | Bi-directional traction vertical rotation construction device for cable-stayed bridge steel arch tower |
| CN201520301191.5U Active CN204589825U (en) | 2014-12-15 | 2015-05-08 | Cable stayed bridge steel arch tower bivector traction vertical transfer construction equipment |
Family Applications After (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201520301191.5U Active CN204589825U (en) | 2014-12-15 | 2015-05-08 | Cable stayed bridge steel arch tower bivector traction vertical transfer construction equipment |
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| CN (2) | CN104532757A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105155416A (en) * | 2015-08-04 | 2015-12-16 | 武船重型工程股份有限公司 | Integral slippage and vertical rotation device for steel pylon |
| CN106638331A (en) * | 2017-01-18 | 2017-05-10 | 中铁大桥局集团有限公司 | Method for installing cable tower |
| CN109113183A (en) * | 2018-09-28 | 2019-01-01 | 同济大学 | Construction method based on large span self-contained pattern suspended-cable structure |
| CN114250705A (en) * | 2021-11-25 | 2022-03-29 | 富赢隆基科技(广西)有限公司 | Truss bridge structure construction method based on secondary vertical rotation method |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109371845B (en) * | 2018-11-27 | 2020-07-14 | 中国核工业华兴建设有限公司 | Method for lifting steel arch tower by using main tower cross beam |
| CN111455870B (en) * | 2020-05-19 | 2024-06-25 | 中交路桥建设有限公司 | Whole-width single-side combined swivel structure of steel box arch bridge and construction method |
| CN114561878B (en) * | 2022-04-18 | 2023-09-05 | 中交路桥建设有限公司 | Arch rib lateral balance swivel construction method |
| CN114790695B (en) * | 2022-04-27 | 2023-04-28 | 中铁重工有限公司 | Manufacturing method of special-shaped independent tower matched hinged steel bridge pier system cable-stayed landscape steel bridge |
-
2014
- 2014-12-15 CN CN201410775593.9A patent/CN104532757A/en active Pending
-
2015
- 2015-05-08 CN CN201520301191.5U patent/CN204589825U/en active Active
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105155416A (en) * | 2015-08-04 | 2015-12-16 | 武船重型工程股份有限公司 | Integral slippage and vertical rotation device for steel pylon |
| CN106638331A (en) * | 2017-01-18 | 2017-05-10 | 中铁大桥局集团有限公司 | Method for installing cable tower |
| CN106638331B (en) * | 2017-01-18 | 2019-03-22 | 中铁大桥局集团有限公司 | A kind of installation method of tower with suspended cable |
| CN109113183A (en) * | 2018-09-28 | 2019-01-01 | 同济大学 | Construction method based on large span self-contained pattern suspended-cable structure |
| CN109113183B (en) * | 2018-09-28 | 2020-07-14 | 同济大学 | Construction method based on large-span self-forming type suspension cable structure |
| CN114250705A (en) * | 2021-11-25 | 2022-03-29 | 富赢隆基科技(广西)有限公司 | Truss bridge structure construction method based on secondary vertical rotation method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN204589825U (en) | 2015-08-26 |
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Application publication date: 20150422 |