CN112160243B

CN112160243B - Steel tower lifting installation method

Info

Publication number: CN112160243B
Application number: CN202010923801.0A
Authority: CN
Inventors: 卢冠楠; 黄开开; 康复军; 郭峰; 肖向荣; 李铭; 喻丽; 张涛; 孔旭; 刘朝霞
Original assignee: Wuhan Wuqiao Traffic Equipment Technology Co ltd; Road and Bridge International Co Ltd; Road and Bridge South China Engineering Co Ltd
Current assignee: Wuhan Wuqiao Traffic Equipment Technology Co ltd; Road and Bridge International Co Ltd; Road and Bridge South China Engineering Co Ltd
Priority date: 2020-09-04
Filing date: 2020-09-04
Publication date: 2022-02-11
Anticipated expiration: 2040-09-04
Also published as: WO2022048317A1; CN112160243A

Abstract

The application provides a steel tower lifting installation method, which comprises a plurality of sub-methods such as an inclined tower section installation method, a straight tower section installation method, a variable cross-section tower section installation method and a steel beam installation method, wherein the sub-methods are all realized through a self-elevating type lifting formwork, the problems of high construction cost and slow progress of the existing tower crane lifting structure are solved, after the construction of a single section of structure is completed, the structure is lifted to the next section of lifting position through a lifting system of the formwork, the process is circulated in sequence, the process operation is simple, the construction time is saved, and the construction efficiency is improved.

Description

Steel tower lifting installation method

Technical Field

The application relates to the technical field of bridge construction, in particular to a steel tower lifting installation method.

Background

A cable-stayed bridge is also called a diagonal tension bridge, is a bridge with a main beam directly pulled on a bridge tower by a plurality of guys, and is a structural system formed by combining a pressure-bearing tower, a pulled guy and a bending-bearing beam body. It can be seen as a multi-span elastically supported continuous beam with guy cables instead of buttresses. It can reduce the bending moment in the beam body, reduce the building height, lighten the structural weight and save materials. The cable-stayed bridge mainly comprises a cable tower, a main beam and a stay cable.

Among them, the commonly used cable tower forms have single column, double column, door type, slant leg door type, inverted V-shape, inverted Y-shape, a-shape, etc.) arranged along the bridge transverse direction, which is a key link of construction progress and construction safety. The conventional hoisting equipment for construction cable towers is a floor type gantry crane, but the height requirement of a hoisting body of the floor type gantry crane is not more than 30 meters, otherwise, the problems of reduced stability of the hoisting body, reduced hoisting weight, large steel consumption of the hoisting body structure due to dead weight, poor universality and the like can be caused.

Disclosure of Invention

The application aims to provide a steel tower lifting installation method which is high in construction speed, time-saving, labor-saving and low in construction cost.

In order to achieve the above object, the present application provides the following technical solutions:

a steel tower lifting installation method is characterized by comprising the following sub-methods:

the installation method of the inclined tower section comprises the following steps: installing a self-elevating lifting formwork at the top of an installed steel tower segment meeting the height requirement, hoisting a continuous steel tower segment from one side of a steel tower to the top of the installed steel tower segment by using the self-elevating lifting formwork, installing the continuous steel tower segment in place, climbing the continuous steel tower segment to the next station by using a self-climbing system of the self-elevating lifting formwork to install the next continuous steel tower segment, installing the continuous steel tower segment according to the line type of an inclined tower segment, and keeping a crane body of the self-elevating lifting formwork horizontal;

the installation method of the straight tower section comprises the following steps: installing a self-elevating lifting formwork at the top of an installed steel tower segment meeting the height requirement, hoisting a continuous steel tower segment from one side of a steel tower by using the self-elevating lifting formwork to the top of the installed steel tower segment for installation, and after the continuous steel tower segment is installed in place, vertically climbing to the next station by using a self-climbing system of the self-elevating lifting formwork to install the next continuous steel tower segment;

the installation method of the variable cross-section tower section comprises the following steps: installing a self-elevating lifting formwork at the top of an installed steel tower segment meeting the height requirement, adjusting the deflection angle of a track of the self-elevating lifting formwork in the current climbing turn according to the preset curvature/angle change value of a variable-section tower segment, hoisting a continuous steel tower segment from one side of a steel tower by using the self-elevating lifting formwork to the top of the installed steel tower segment, adjusting the deflection angle of the track of the self-elevating lifting formwork in the subsequent climbing turn again after the continuous steel tower segment is installed in place, and climbing the self-elevating lifting formwork to the next station to install the next continuous steel tower segment until the installation process of the variable-section tower segment is completed;

the mounting method of the steel beam comprises the following steps: the method comprises the steps that a self-elevating type lifting formwork is respectively installed at the tops of installed steel tower sections, height requirements of two adjacent steel towers in the transverse bridge direction are met, the self-elevating type lifting formwork is used for integrally lifting a lower beam to a lower beam installation position of a tower column, a temporary supporting platform higher than the top surface of the lower beam is assembled at the bottom of the tower, a middle beam is assembled on the temporary supporting platform, an upper beam is assembled on the top surface of the middle beam, the self-elevating type lifting formwork is used for integrally lifting the upper beam to a temporary position of the tower column, the temporary position is above the middle beam installation position, the self-elevating type lifting formwork is used for integrally lifting the middle beam to the middle beam installation position of the tower column, and the self-elevating type lifting formwork is used for integrally lifting the upper beam from the temporary position to the upper beam installation position of the tower column.

Further setting: the self-elevating type lifting formwork is a hydraulic self-elevating type integrated cable-stayed bridge lifting formwork and comprises a self-climbing system, a hoisting system and a hydraulic lifting system; the self-climbing system comprises an anchoring seat pre-embedded on a steel tower segment, a track attached to the anchoring seat and a climbing assembly reversely hooked on the track, and the hoisting system is connected with the climbing assembly and climbs along the track under the action of the climbing assembly; the lifting system comprises a climbing frame, a lifting truss and a lifting crown block, the climbing frame is connected with the climbing assembly, the lifting truss is arranged at the top of the climbing frame, and the hydraulic lifting system is arranged at the top of the lifting truss and can move longitudinally or transversely along the lifting truss so as to hoist the continuous structure to the top of the installed structure for installation.

Further setting: in the installation method of the inclined tower section, the hoisting position of the hydraulic self-elevating integrated cable-stayed bridge hoisting formwork is positioned on one inclined side of the inclined tower section, and correspondingly, the track of the hydraulic self-elevating integrated cable-stayed bridge hoisting formwork is arranged on two side surfaces of the inclined tower section along the inclined direction;

in the installation method of the straight tower section, the hoisting position of the hydraulic self-elevating integrated cable-stayed bridge hoisting formwork is positioned on any one side in the transverse bridge direction or the longitudinal bridge direction.

Further setting: the climbing system comprises a climbing frame jacking seat, an oil cylinder seat and a jacking oil cylinder connected between the climbing frame jacking seat and the oil cylinder seat;

when the climbing assembly climbs along the track, the oil cylinder seat is firstly connected with the track, the climbing frame jacking seat is disconnected with the track, and a piston rod of the jacking oil cylinder extends out for a stroke to drive the lifting system to move for a stroke distance along the track;

then the climbing frame jacking seat is connected with the track, the oil cylinder seat is disconnected with the track, a piston rod of the jacking oil cylinder retracts, and the oil cylinder seat moves for a stroke relative to the track;

and then connecting the oil cylinder seat with the track, disconnecting the climbing frame jacking seat from the track, repeating the steps and making the climbing assembly and the hoisting system climb to the continuous completed steel tower segment.

Further setting: the climbing frame jacking seat and the oil cylinder seat are matched with the inserting and pulling pin holes to realize connection or disconnection of the climbing frame jacking seat and the oil cylinder seat with the track.

Further setting: in the variable-section tower section installation method, the deflection angle of the track of the current climbing round self-elevating lifting formwork is adjusted by using the anchoring seat, and the range of the deflection angle is 0.2-0.3 degrees.

Further setting: a swinging support and a sliding swinging support are arranged between the top of the climbing frame and the hoisting truss;

the swing support is positioned at a middle pressure rod of the lifting truss and comprises a climbing frame connecting part and a truss front end connecting part, the climbing frame connecting part is fixed with the climbing frame, the truss front end connecting part is fixed with the lifting truss, and the climbing frame connecting part is hinged with the truss front end connecting part;

the sliding swing support comprises a climbing frame connecting part and a truss tail end connecting part, the climbing frame connecting part is fixed to the climbing frame, the climbing frame connecting part is hinged to the truss tail end connecting part, the bottom main longitudinal beam of the hoisting truss is located at the tail end of the bottom main longitudinal beam and is provided with a truss anti-hook rail extending along the longitudinal direction of the bottom main longitudinal beam, and the truss tail end connecting part is matched with the truss anti-hook rail and can follow the truss anti-hook rail to move.

Further setting: a horizontal constant counter force system is arranged between two climbing frames of the same steel tower segment, and the distance is automatically adjusted along with the width change of the steel tower segment in the climbing process of the inclined tower segment.

Further setting: in the beam mounting method, firstly, the constraint of the hoisting crown block and the hoisting truss is removed, the climbing frame and the hoisting truss move downwards, so that the hoisting crown block is located and anchored at the top of the finished steel tower segment, and the hydraulic lifting system moves transversely to a position close to a main longitudinal beam on the inner side of the hoisting truss; and then lifting the cross beam through a hydraulic lifting system at the tops of two adjacent steel towers, removing the anchoring between the lifting overhead crane and the top of the finished steel tower segment after the cross beam is lifted in place, and moving the climbing frame and the lifting truss upwards under the action of the climbing assembly to restore the self-elevating lifting formwork.

Further setting: when the upper cross beam and the middle cross beam are hoisted, the integral hoisting operation is carried out by utilizing a mode of bottom-mounting hoisting of the distributing beam.

Further setting: the method also comprises a method for dismantling the self-elevating lifting formwork: after the upper cross beam is hoisted, the hydraulic lifting system and the hoisting crown block are dismantled in the air by using other cranes, then the hoisting truss, the climbing frame, the climbing assembly and the track are dismantled in sequence, and finally all the anchoring seats are dismantled at one time.

Further setting: the method for modifying the self-elevating lifting formwork into the bridge deck crane is also included: and releasing the connection of each rod piece in the hoisting truss of the self-elevating type hoisting formwork, selecting an appropriate rod piece according to the requirement of the bridge deck hoisting gauge and splicing the hoisting overhead crane again to form a bridge deck crane, wherein the bridge deck crane is used for hoisting the bridge deck steel box girder.

Compared with the prior art, the scheme of the application has the following advantages:

1. according to the steel tower lifting method, the self-elevating lifting formwork attached to the surface side wall of the structure is used for lifting the steel tower, the problems that the construction cost is high and the progress is slow when the structure is lifted by a tower crane in the prior art are solved, after the construction of a single section of structure is completed, the single section of structure is lifted to the next section of lifting position through the lifting system of the formwork, the process is circulated in sequence, the process operation is simple, the construction time is saved, and the construction efficiency is improved.

2. In the steel tower lifting method, the self-elevating lifting formwork can realize lifting construction of the steel tower sections according to different tower column positions, and the applicability is wide. In the construction process of the inclined tower section, the swing support is arranged between the climbing frame and the lifting truss, so that the levelness of the lifting truss in the climbing process can be ensured, and the stability of the self-elevating climbing formwork for lifting the steel tower section is ensured; the curvature change point at the joint of the inclined tower section and the straight tower section can be used for adjusting the track deflection angle of the self-elevating lifting formwork for multiple times, so that a large curvature value can be divided into multiple small curvature values to smoothly pass through the curvature change points of the inclined tower section and the straight tower column under the condition that the clearance between the climbing assembly and the track allows, the operation is convenient, and the safety and the stability are high; and finally, the steel cross beams can be lifted by utilizing the self-elevating lifting formwork, the high-altitude scattered splicing of the steel cross beams is changed into the ground and low-altitude scattered splicing, the splicing of the steel cross beams can be synchronously carried out with the hoisting of the steel tower sections, the construction period is saved, and the construction efficiency is improved. In addition, most welding work of the steel beam is carried out on the ground and in the air, so that high-altitude operation is reduced, safety risks are reduced, and meanwhile, the mounting and dismounting risks of the temporary support can be avoided.

Additional aspects and advantages of the present application will be set forth in part in the description which follows and, in part, will be obvious from the description, or may be learned by practice of the present application.

Drawings

The foregoing and/or additional aspects and advantages of the present application will become apparent and readily appreciated from the following description of the embodiments, taken in conjunction with the accompanying drawings of which:

fig. 1 is a schematic structural diagram of a lifting formwork of a hydraulic self-elevating integrated cable-stayed bridge according to the present application;

FIG. 2 is an enlarged view of portion A of FIG. 1;

fig. 3 is a schematic structural diagram of a hydraulic self-elevating integrated cable-stayed bridge lifting formwork used for illustrating a lifting installation position;

FIG. 4 is an enlarged view of the portion B of FIG. 3;

FIG. 5 is an enlarged view of section C of FIG. 3;

fig. 6 is a schematic structural diagram of a self-climbing system in a lifting formwork of the hydraulic self-elevating integrated cable-stayed bridge according to the present application;

fig. 7 is a side view of the self-climbing system in the lifting formwork of the hydraulic jack-up integrated cable-stayed bridge according to the present application;

fig. 8 is a schematic view of a fitting relationship between a climbing assembly and a rail in the hydraulic jack-up integrated cable-stayed bridge lifting formwork of the present application;

fig. 9 is a schematic view of a climbing frame in the lifting formwork of the hydraulic self-elevating integrated cable-stayed bridge according to the present application;

fig. 10 is a schematic view of a lifting formwork hoisting truss of the hydraulic jack-up integrated cable-stayed bridge of the present application;

figure 11 is a schematic structural view of one embodiment of a deck crane according to the present application.

In the figure, 1, a self-climbing system; 11. an anchoring seat; 12. a track; 121. an upper load-bearing shear block; 122. a lower load-bearing shear block; 123. a reverse hook groove; 124. inserting and pulling pin holes; 125. an anti-falling shear block; 130. a reverse hook portion; 1301. a slider; 1302. a connecting arm; 131. climbing a frame jacking seat; 1311. a single-shaft hydraulic pin inserting and pulling mechanism; 1312. an anti-falling lock tongue; 1313. inserting and pulling pin holes in the jacking seat; 132. a cylinder block; 1321. a double-shaft hydraulic pin inserting and pulling mechanism; 1322. the oil cylinder base is inserted into and pulled out of the pin hole; 133. a climbing frame guide seat; 1331. inserting and pulling pin holes in the guide seat; 2. a hoisting system; 21. climbing a frame; 211. a horizontal constant counter force mechanism; 22. a lifting truss; 221. a first reverse hook track; 222. a truss reverse hook track; 23. a hoisting crown block; 231. a lower sliding beam; 2311. a second reverse hook track; 232. an upper sliding beam; 241. a swing support; 2411. a front-end climbing frame connecting part; 2412. a truss front end connecting part; 242. a sliding swing support; 2421. a tail end climbing frame connecting part; 2422. a truss tail end connecting part; 3. a hydraulic lifting system; 41. a jacking oil cylinder; 42. a first walking jack; 43. a second walking jack; 10000. a hydraulic self-elevating integrated cable-stayed bridge lifting formwork; 20000. a bridge deck crane; 20001. a crane truss; 20002. a crane crown block; 20003. a crane jack mechanism; 20004. a spreader; 20005. a track beam; 20006. a slipper; 20007. a traveling oil cylinder; 20008. a front supporting and jacking oil cylinder; 20009. a steel support; 20010. and a rear supporting oil cylinder.

Detailed Description

Reference will now be made in detail to embodiments of the present application, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to the same or similar elements or elements having the same or similar function throughout. The embodiments described below with reference to the drawings are exemplary only for the purpose of explaining the present application and are not to be construed as limiting the present application.

In order to solve the problems of high manufacturing cost, slow progress and the like of structures such as a steel tower, a steel beam and the like hoisted by an existing tower crane, please combine fig. 1 to fig. 10, the application discloses a hydraulic self-elevating integrated cable-stayed bridge lifting formwork 10000, which can effectively realize the rapid construction of a steel tower column of a cable-stayed bridge, is beneficial to sealing construction and safety management, improves the construction efficiency and reduces the construction cost.

Referring to fig. 1 and 3, the hydraulic self-elevating integrated cable-stayed bridge lifting formwork 10000 comprises a self-climbing system 1, a lifting system 2 and a hydraulic system, wherein the lifting system 2 is connected with the self-climbing system 1 so as to realize climbing of the lifting system 2 along the height direction of a structure through the self-climbing system 1, the hydraulic system comprises a hydraulic lifting system 3 and a self-climbing hydraulic system, the hydraulic lifting system 3 is arranged at the top of the lifting system 2, the hydraulic lifting system 3 can move transversely or longitudinally relative to the lifting system 2 so as to lift a continuous structure to a construction site at the top of the installed structure for installation, and the self-climbing system 1 is mainly responsible for jacking and climbing work of the whole machine and controls movement of the hydraulic lifting system 3 relative to the lifting system 2. In addition, the hydraulic system of this application all adopts open system, and the hydraulic pump is exported each actuating mechanism after from the oil tank suction hydraulic oil promptly, and the oil return of each actuating mechanism directly returns the oil tank, and its constitutes simply, and heat dissipation and oil strain condition are good.

Referring to fig. 6 and 7, the self-climbing system 1 includes an anchor seat 11 pre-buried in a structure surface, a rail 12 attached to the anchor seat 11, and a climbing assembly reversely hooked on the rail 12, where the climbing assembly is in clearance fit with the rail 12, and the climbing assembly and the rail 12 may be fixed by a pin.

The anchoring seats 11 are arranged in a plurality and are embedded in the surface of a structure at preset vertical intervals, two ends of each rail 12 are attached to the anchoring seats 11 respectively, two adjacent rails 12 are connected end to end and attached to the same anchoring seat 11, and the anchoring seats 11 are connected with the rails 12 through bolts. Furthermore, the anchoring seats 11 corresponding to the surfaces of structures of different heights are of different specifications, so that the arrangement of the rails 12 can be adapted to the climbing requirements of the climbing assembly.

Preferably, the rail 12 in this embodiment is a standard 4m long rail, and the vertical distance between two adjacent anchor seats 11 is 4 m. Moreover, the self-climbing system 1 includes at least three rails 12, the rails 12 can be alternately used, and when the self-climbing system is used, only the lowest rail 12 needs to be transferred to the top of the highest rail 12 for splicing, and the number of the rails in the embodiment is four.

Referring to fig. 1 and 2, the rail 12 is further provided with an upper load-bearing shear block 121 and a lower load-bearing shear block 122, which are respectively abutted against the anchoring seat 11, so as to transmit the load of the rail 12 to the anchoring seat 11.

In addition, the side of the rail 12 connected to the anchoring seat 11 is defined as a back side, two side surfaces of the rail 12 are provided with anti-hook grooves 123 along the longitudinal direction thereof, and the climbing assembly is provided with anti-hook portions 130 in clearance fit with the anti-hook grooves 123.

Specifically, the groove bottom of the counter hook groove 123 is parallel to the longitudinal direction of the rail 12, a first groove wall of the counter hook groove 123 close to the front surface of the rail 12 is perpendicular to the groove bottom thereof, and a second groove wall of the counter hook groove 123 close to the back surface of the rail 12 is obliquely intersected with the groove bottom thereof, so that the cross section width of the groove bottom of the counter hook groove 123 is smaller than that of the groove opening. The counter-hook 130 of the climbing assembly comprises a slider 1301 with a cross-sectional shape adapted to the cross-sectional shape of the counter-hook groove 123, and a connecting arm 1302 connecting the end of the slider 1301 with the body of the climbing assembly.

The climbing assembly comprises a climbing frame jacking seat 131, an oil cylinder seat 132 and a climbing frame guide seat 133, a jacking oil cylinder 41 is arranged between the climbing frame jacking seat 131 and the oil cylinder seat 132, the cylinder bottom of the jacking oil cylinder 41 is fixedly connected with the oil cylinder seat 132, the extending end of a piston rod of the jacking oil cylinder is connected with the climbing frame jacking seat 131, the climbing frame jacking seat 131 is fixedly connected with the hoisting system 2 through bolts, the climbing frame jacking seat 131 and the oil cylinder seat 132 are movably connected with the rail 12, and therefore the climbing frame jacking seat 131 is intermittently jacked by the jacking oil cylinder 41 to drive the hoisting system 2 to climb along the rail 12.

The climbing frame jacking seat 131 and the oil cylinder seat 132 can be fixed with the rail 12 by pins, a plug pin hole 124 which is perpendicular to the longitudinal direction of the rail 12 and penetrates through two side surfaces of the rail 12 is arranged between the anti-hook groove 123 and the front surface of the rail 12, and a plug pin hole which is matched with the plug pin hole 124 of the rail 12 is arranged on the connecting arm 1302 of the climbing assembly.

Preferably, the climbing frame jacking seat 131, the cylinder seat 132 and the climbing frame guide seat 133 are symmetrically provided with two sliding blocks 1301 and two connecting arms 1302, and at least one connecting arm 1302 of the climbing frame jacking seat 131 and the cylinder seat 132 is provided with a pin inserting and pulling mechanism, so that the climbing frame jacking seat 131, the cylinder seat 132 and the rail 12 are movably connected through the pin inserting and pulling mechanism and the pin inserting and pulling pin hole 124 of the rail 12. Moreover, the extension stroke of the piston rod of the jacking cylinder 41 is in a multiple relation with the distance between two adjacent plugging pin holes 124 of the rail 12, that is, the distance of each movement of the climbing frame jacking seat 131 and the cylinder seat 132 is the multiple distance of the distance between two adjacent plugging pin holes 124 of the rail 12, so that the plugging pin mechanisms of the climbing frame jacking seat 131 and the cylinder seat 132 can be just matched and pinned with the plugging pin holes 124 of the rail 12.

A single-shaft hydraulic plug pin mechanism 1311 is arranged on at least one connecting arm 1302 of the climbing frame jacking seat 131, the single-shaft hydraulic plug pin mechanism 1311 pushes one plug pin through one oil cylinder to complete connection and disconnection of the climbing frame jacking seat 131 and the rail 12, correspondingly, a jacking seat plug pin hole 1313 through which the plug pin can pass is formed in the connecting arm 1302 of the climbing frame jacking seat 131 correspondingly provided with the single-shaft hydraulic plug pin mechanism 1311. A double-shaft hydraulic pin inserting and pulling mechanism 1321 is arranged on at least one connecting arm 1302 of the oil cylinder seat 132, the double-shaft hydraulic pin inserting and pulling mechanism 1321 pushes two inserting and pulling pins through an oil cylinder to complete connection and disconnection between the oil cylinder seat 132 and the rail 12, two oil cylinder seat inserting and pulling pin holes 1322 through which the inserting and pulling pins can pass are correspondingly formed in the connecting arm 1302 of the double-shaft hydraulic pin inserting and pulling mechanism 1321, and the distance between the two oil cylinder seat inserting and pulling pin holes 1322 in the same connecting arm 1302 is matched with the distance between the two adjacent inserting and pulling pin holes 124 of the rail 12. In addition, the double-shaft hydraulic pin inserting and pulling mechanism 1321 provided on the cylinder base 132 is connected with the rail 12 by using two pin shafts, so that when the climbing frame jacking base 131 is jacked by the jacking cylinder 41, the cylinder base 132 has sufficient supporting force to ensure the stability of the climbing assembly and the hoisting system 2 in the climbing process.

In a preferred embodiment, the distance between two adjacent plug pin holes 124 of the rail 12 is 400mm, and one stroke distance of the piston rod of the jacking cylinder 41 is 800 mm.

The climbing frame guide seat 133 is disposed below the cylinder seat 132, and the climbing frame guide seat 133 may guide the climbing of the hoisting system 2 and may also serve as a counter hook to improve the stability of the climbing of the hoisting system 2 on the rail 12 by the climbing assembly. A connecting arm 1302 of the climbing frame guide seat 133 is provided with a guide seat plugging pin hole 1331, so that when the climbing frame jacking seat 131 or the oil cylinder seat 132 has a fault or the oil cylinder is maintained, the climbing frame guide seat 133 and the rail 12 are connected through a temporarily added pin shaft in a pin joint manner, and the self-climbing system 1 is safely locked.

Furthermore, the front surface of the rail 12 is further provided with a plurality of anti-falling shear blocks 125 arranged along the longitudinal direction thereof, the top of the climbing frame jacking seat 131 is provided with an anti-falling lock tongue 1312 capable of being in fit clamping connection with the anti-falling shear blocks 125, and the anti-falling lock tongue 1312 comprises a wedge-shaped block hinged to the climbing frame jacking seat 131 through a pin. When the climbing frame jacking seat 131 moves downwards relative to the rail 12, the wedge-shaped block can be clamped with the anti-falling shear block 125, so that when the climbing frame jacking seat 131 accidentally drops, the anti-falling lock tongue 1312 can rapidly and emergently lock a lifting formwork. During the upward climbing process of the climbing frame jacking seat 131, the anti-falling bolt 1312 can be pushed out of the range of the anti-falling shear block 125 to release the locking between the climbing frame jacking seat 131 and the rail 12.

Further, the distance between two adjacent anti-falling shear blocks 125 is equal to the distance between two adjacent plug pin holes 124 of the rail 12, that is, the distance between two adjacent anti-falling shear blocks 125 is 400 mm.

Referring to fig. 1 and 3, the hoisting system 2 includes a climbing frame 21, a hoisting truss 22 and a hoisting crown block 23, the hoisting truss 22 is disposed on the top of the climbing frame 21, and the hoisting crown block 23 is disposed on the top of the hoisting truss 22 and can move along the longitudinal direction of the hoisting truss 22.

Two climbing frames 21 are arranged on two opposite side surfaces of the same structure, each climbing frame 21 is connected with two sets of self-climbing systems 1 arranged side by side, and each set of self-climbing system 1 comprises a row of tracks 12 and at least one set of climbing assembly. Preferably, each row of rails 12 comprises at least three rails 12 connected end to end, the rails 12 are used in an alternate manner, and the climbing assemblies in this embodiment are provided with an upper group and a lower group, and the two groups of climbing assemblies are connected with the hoisting system 2 for climbing, so that the stability of the climbing process of the hoisting system 2 can be ensured. In addition, when one of the two groups of climbing assemblies fails, the other group of climbing assemblies can continue to work. And in consideration of the redundant design, the climbing assembly can also work normally by adopting one group.

Preferably, the distance between the two rows of rails 12 of the two self-climbing systems 1 on the same side is 3300mm, and the two rows of rails 12 are respectively connected to two sides of the climbing frame 21, so that the structural stress requirement of the climbing frame 21 is met, and the stability of the climbing frame 21 in the climbing process is ensured.

Furthermore, because the lifting die carrier is in the jacking crawling and hoisting operation process, the climbing frames 21 on two sides of the structure can be influenced by the horizontal force, so that the horizontal constant counter-force mechanisms 211 are arranged on the climbing frames 21 on two sides of the structure, and the horizontal constant counter-force mechanisms 211 restrain the two groups of climbing frames 21 in the horizontal inward direction, thereby eliminating the uncertainty of the relative transverse position between the climbing frames 21 and the track 12 in the climbing process of the lifting die carrier due to the influence of the horizontal force, and improving the overall stability of the lifting die carrier.

Specifically, horizontal constant counter force mechanism 211 is including connecting two sets ofly climb the steel strand wires of frame 21, and the steel strand wires are close to the one end of 22 middle part depression bars of jack-up truss is the stiff end, and it is close to the one end of 22 afterbody main pull rods of jack-up truss is as stretching end to provide power through the whole hydraulic system who promotes the die carrier, the accumulator keeps the pressure, through hydro-cylinder stretch-draw the steel strand wires is in order to realize horizontal constant counter force function.

Referring to fig. 9, the lifting truss 22 is a truss structure and is formed by connecting rod pieces of different specifications, wherein the main longitudinal beam, the main stressed tension-compression rod and the end cross beam of the lifting truss 22 are connected by flanges, and the side stay, the top stay and the tail cross diagonal stay are connected by pins with the main diagonal stay, so as to be convenient for disassembly and transformation.

Specifically, the top main longitudinal beams of the lifting truss 22 extend out of the structure installation range along the transverse bridge direction or the forward bridge direction, so that the vertical section of the lifting truss 22 is arranged at the tops of the two climbing frames 21 in an inverted right trapezoid shape, no diagonal brace is arranged on the inclined plane of the lifting truss 22, and the hydraulic lifting system 3 can lift the continuous structure from the inclined plane of the lifting truss 22 into the inner side of the lifting truss 22 so as to be installed with the installed structure.

Referring to fig. 3, 4 and 5, the crane 23 is disposed on the top of the lifting truss 22 and travels along the longitudinal direction of the main longitudinal beam, and a swing support 241 and a sliding swing support 242 are disposed between the top of the climbing frame 21 and the lifting truss 22.

The swing support 241 is located at a middle pressure rod of the hoisting truss 22, the swing support 241 includes a front-end climbing frame connecting portion 2411 and a truss front-end connecting portion 2412, the front-end climbing frame connecting portion 2411 is fixed to the climbing frame 21, the truss front-end connecting portion 2412 is fixed to the hoisting truss 22, and the front-end climbing frame connecting portion 2411 is hinged to the truss front-end connecting portion 2412. The swing support 241 can change an included angle between the climbing frame 21 and the lifting truss 22, so that the lifting truss 22 is always in a horizontal stressed state. The sliding swing support 242 includes a tail climbing frame connection part 2421 and a truss tail end connection part 2422, the tail climbing frame connection part 2421 is fixed to the climbing frame 21, the tail climbing frame connection part 2421 is hinged to the truss tail end connection part 2422, a truss back-hooking track 222 extending along the longitudinal direction of the bottom main longitudinal beam of the lifting truss 22 is arranged at the tail end of the bottom main longitudinal beam, and the truss tail end connection part 2422 is matched with the truss back-hooking track 222 and can move along the truss back-hooking track 222. The sliding swing support 242 can change the included angle between the climbing frame 21 and the hoisting truss 22, and can automatically adapt to the distance between two rows of climbing frames 21 of the same structure, so that the hoisting truss 22 is always in a horizontal stress state, and the hoisting of the structure is facilitated.

The hoisting crown block 23 comprises a lower sliding beam 231 and an upper sliding beam 232, the lower sliding beam 231 extends along the longitudinal direction perpendicular to the main longitudinal beam of the hoisting truss 22, the top main longitudinal beam of the hoisting truss 22 is provided with a first reverse hook rail 221 and a first traveling jack 42 extending along the longitudinal direction, the number of the first reverse hook rails 221 is two, two sides of the lower sliding beam 231 are respectively attached to the two first reverse hook rails 221, a piston rod of the first traveling jack 42 is connected with the lower sliding beam 231, and a cylinder barrel of the first reverse hook rail 221 is connected, so that the lower sliding beam 231 is pulled by the first traveling jack 42 to realize the longitudinal traveling of the hoisting crown block 23 along the hoisting truss 22.

The lower sliding beam 231 is provided with a second counter hook rail 2311 and a second traveling jack 43 extending along the longitudinal direction thereof, and the upper sliding beam 232 is attached to the second counter hook rail 2311 and is pushed by the second traveling jack 43 to move the upper sliding beam 232 along the second counter hook rail 2311.

Meanwhile, locking devices (not shown, the same applies hereinafter) are respectively disposed on the first and second reverse hook rails 221 and 2311 to lock the lower and upper sliding

beams

231 and 232, respectively.

The hydraulic lifting system 3 is disposed on the upper sliding beam 232 and can move along the transverse direction and the longitudinal direction of the lifting truss 22 under the action of the first walking jack 42 and the second walking jack 43, so as to hoist the continuous structure from one side of the installed structure to the top of the installed structure for installation.

Preferably, the hydraulic lifting system 3 in this embodiment adopts a 350t × 2 hydraulic fast lifting system, which has two sets of jack mechanisms respectively located at two ends of the upper sliding beam 232 for synchronous lifting, and the maximum traction force can reach 350 t.

In addition, it is known that the self-climbing hydraulic system of the present application is responsible for the actions of the whole machine jacking and climbing, the sliding crown block longitudinal movement, the crane crown block 23 transverse movement and the whole equipment pin inserting and pulling mechanism, that is, the cylinders for tensioning the steel overhead line in the above-mentioned jacking cylinder 41, the cylinder of the pin inserting and pulling mechanism, the first walking jack 42, the second walking jack 43 and the horizontal constant counter force mechanism 211 all belong to the self-climbing hydraulic system, and the hydraulic station of the self-climbing hydraulic system is installed on the working platform in the middle of the climbing frame 21 to provide pressure oil for each cylinder and jack.

The hydraulic self-elevating integrated cable-stayed bridge lifting formwork 10000 further comprises an electrical system (not shown in the figure, the same way is used at the bottom), and the electrical system specifically comprises three systems of a complete machine electrical control system, a safety monitoring system and a remote video monitoring system.

The control objects of the whole machine mechanism electrical control system are all working mechanisms of the whole machine, the working mechanisms comprise a power supply control system, a climbing frame 21 lifting, a hoisting crown block 23 longitudinally and transversely moving and the like, the crane has high safety, reliability and a complete misoperation prevention function, can meet the requirement of large-range stable speed regulation of the crane, and can also meet the high-precision synchronous control of the climbing frame 21 lifting process. The control part of the system can be realized by a Siemens programmable controller, and has the characteristics of advanced control, high reliability, convenient programming and modification and the like. The PLC is the core of the whole speed regulating system and is responsible for logic control of all input and output control points of the system. The PLC is powered using AC 220V. The PLC is mainly used for receiving master command signals, sending out control signals of all mechanisms and controlling the actions of all the mechanisms.

The safety monitoring system is designed into a safety interlocking state through a program, and the PLC can automatically identify and block an error operation instruction or quickly cut off a fault loop, so that safety accidents are effectively prevented. The crane is provided with a load limiter, when the hoisting weight exceeds a specified value of the load, the crane automatically cuts off the running in the hoisting dangerous direction and gives out audible and visual alarm to remind an operator, and at the moment, the crane can only run in the safe direction. The safety monitoring system also comprises an anti-falling speed measurement power removing system, and when the lifting speed of the self-climbing system 1 is greater than a set value, the power system is automatically powered off for protection. In addition, the strain gauge is arranged at a special stress point of the whole machine, so that the stress state of each main stress component is detected in real time.

The remote video monitoring system is used for monitoring the position condition of a plug pin of the self-climbing system 1, the running condition of the climbing frame 21 and the continuous jacking working condition by mounting cameras on two climbing frames 21 and a hoisting crown block 23 on the same structure; install a camera on the electric room and be used for the condition in the electric room of control, the jack-up truss 22 girder also is installed the camera and is used for the control to lift by crane the whole condition. The video monitor is placed in the cab, so that operators can conveniently check the video monitor. Meanwhile, video data are transmitted to the designated position of the bridge tower in a wired mode, and remote video data sharing is carried out according to needs.

After the installation construction operation of steel tower is accomplished to the lifting die carrier, because the frame 21 of climbing, jack-up truss 22 and jack-up overhead traveling crane 23 of this application all adopt the member to assemble and form to can demolish lifting die carrier and reform transform in order to form bridge deck crane 20000 behind the tower.

Specifically, please refer to fig. 11, a lifting truss 22 and an upper structure thereof of the original lifting formwork are utilized, a truss beam with an adaptive length and a sliding beam of the overhead traveling crane are selected according to the gauge requirement of the bridge deck crane 20000, and two sets of jack mechanisms of the hydraulic lifting system 3 are changed into one set of jack mechanism, and the jack mechanism is located in the middle of the lifting overhead traveling crane 23.

That is, the bridge deck crane 20000 includes a crane truss 20001, a crane crown block 20002, a crane jack mechanism 20003 and a hanger 20004, the structure of the crane crown block 20002 is the same as that of the crane crown block 23 of the lifting formwork, the crane jack mechanism 20003 is provided on the crane crown block 20002, so that under the effect of the crane crown block 20002, the crane jack mechanism 20003 can move along the transverse direction or the longitudinal direction of the crane truss 20001. The crane jack mechanism 20003 is connected with the lifting appliance 20004 through a steel strand, the lifting appliance 20004 comprises a steel strand anchoring end, a main beam, a carrying pole beam, an adjusting oil cylinder and the like, the movable steel strand anchoring end changes the position of a lifting point through the expansion and contraction of the oil cylinder to achieve the purpose of accurately adjusting the position of the lifting point, and hinged lifting lugs are arranged at the two ends of the carrying pole beam.

The bottom of the crane truss 20001 is provided with a track beam 20005, the track beam 20005 is arranged at a designed supporting position of the steel box girder, and the track beam 20005 is provided with a walking pushing counterforce seat (not shown in the figure, the same below) and a standard hole position (not shown in the figure, the same below). Four sliding shoes 20006 are arranged at the bottom of the crane truss 20001 and supported above the track beam 20005, each sliding shoe 20006 is composed of a sliding block and a reverse hook device, each sliding shoe 20006 is of a groove-shaped structure, and the sliding blocks are arranged at the bottom of the sliding shoes, so that the friction resistance during walking is reduced; the counter-hook device lifts the track beam 20005 when moving the track beam 20005 forwards, so that the track beam 20005 is not dragged on the steel box girder, and the connection and disconnection between the pushing oil cylinder counter-force seat and the track beam 20005 are realized through the plug pin.

The traveling oil cylinder 20007 is arranged between the crane truss 20001 and the track beam 20005, so that the sliding shoe 20006 of the bridge deck crane 20000 slides on the track beam 20005 to realize the movement of the whole crane, the cylinder bottom of the traveling oil cylinder 20007 is hinged with the track beam 20005, the extending end of the piston rod is hinged with the sliding shoe 20006, and in the embodiment, the maximum distance of the bridge deck crane 20000 sliding on the track beam 20005 at one time is 3.2 m.

Meanwhile, the bridge deck crane 20000 is further provided with a complete anchoring system, which includes a front jacking cylinder 20008 (with a spiral jacking function), a steel support 20009, a rear jacking cylinder 20010 and a rear anchoring mechanism (not shown, the same applies below). Specifically, two sets of steel supports 20009, two sets of front supporting oil cylinders 20008, two sets of rear supporting oil cylinders 20010 and two sets of rear anchoring mechanisms are installed at the bottom of the bridge deck crane 20000, when the bridge deck crane 20000 walks, the girder erection state of the bridge deck crane 20000 can be realized by controlling the front supporting oil cylinders 20008 and the rear supporting oil cylinders 20010, and at the moment, the steel supports 20009, the front supporting oil cylinders 20008 and the rear anchoring mechanisms bear forces. When the crane walks, the state of the crane girder is realized by controlling the front supporting oil cylinder 20008 and the rear supporting oil cylinder 20010. The rear anchor mechanism comprises an anchor beam arranged at the tail part of a main longitudinal beam at the bottom of the crane truss 20001, and can anchor the tail part of the bridge deck crane 20000 and a steel beam bridge deck to bear the upward pulling force of the bridge deck crane 20000 during working.

The process of bridge deck crane 20000 walking is as follows:

firstly, a bridge deck crane 20000 is supported on a reference surface through a front supporting oil cylinder 20008 and a rear supporting oil cylinder 20010, and the supporting oil cylinders jack up, so that a track beam 20005 of the bridge deck crane 20000 is in a beam erecting state; then, the track beam 20005 moves forwards by controlling the telescopic action of the walking oil cylinder 20007; then retracting the supporting oil cylinder to place the track beam 20005 on the datum plane, and anchoring the track beam 20005 with the datum plane through the rear anchoring mechanism, wherein the self weight of the whole machine is completely born on the track beam 20005 through the sliding shoes 20006; through the telescopic action of the walking oil cylinder 20007, the bridge deck crane 20000 slides forwards along the track beam 20005, so as to achieve the purpose of longitudinal walking.

The lifting die carrier of this application reforms transform into bridge floor crane 20000 back, and its complete machine hydraulic system divide into bridge floor crane hydraulic system, lifting jack system and hoist hydraulic system triplex. The three systems are independent and self-formed, and mainly adapt to the working characteristics of relatively far separation among all parts. The hydraulic system of the bridge deck crane and the crane jack system can utilize the original system of the lifting die carrier, so that the construction cost can be reduced, the hydraulic system of the lifting appliance needs to be newly manufactured, and the hydraulic station is arranged on the main distribution beam of the lifting appliance 20004 to provide a pressure oil source for the lifting point adjusting oil cylinder.

To sum up, the hydraulic self-elevating integrated cable-stayed bridge lifting formwork 10000 of the application solves the problems of high construction cost and slow progress of the existing tower crane lifting structure, the hydraulic self-elevating integrated cable-stayed bridge lifting formwork 10000 is provided with an operation platform and a safety protection facility through being attached to the surface side wall of the structure, and after the construction of a single section of structure is completed, the hydraulic self-elevating integrated cable-stayed bridge lifting formwork is lifted to the next section of lifting position through a lifting system of the lifting formwork, so that the process is simple to operate and the system is circulated in sequence. Meanwhile, after the construction of the structure is completed, the lifting die carrier can be changed into a bridge deck crane 20000 through simple modification, so that the steel box girder is hoisted, and the construction cost is reduced.

In addition, hydraulic pressure of this application is from lift-type integration cable-stay bridge promotes die carrier 10000 can be applied to in the mixed beam cable-stay bridge of two cable-stayed face semi-floating systems of two towers, and this cable-stay bridge adopts H type primary and secondary tower, and two primary and secondary towers all include two steel towers, two the steel tower divide into 30 pylon segments, and the pylon all adopts fillet rectangle section, the pylon divide into pylon and lower pylon, the steel-mixed integrated configuration that the pylon is the variable cross section and relates to down for the size from bottom to top of lower pylon is by big diminishing, go up the steel construction that the pylon was the design of cross section such as. Specifically, the lower tower column is a section from T1 to T15, and a section from T3 is the longest, and the second upper tower column is a section from T16 to T30, and a section from T29 is the longest, so that the structure lifted by 10000 of the hydraulic self-elevating integrated cable-stayed bridge lifting formwork is the steel tower section in this embodiment.

In addition, an upper steel beam, a middle steel beam and a lower steel beam are arranged between the two steel towers, and the lengths of the upper steel beam, the middle steel beam and the lower steel beam are sequentially increased.

For above-mentioned steel tower structure, this application still relates to an installation method that uses the steel tower of above-mentioned hydraulic pressure self-elevating formula integration cable-stay bridge lifting die carrier 10000 to promote, and it includes following sub-methods to the slope tower section, straight tower section, variable cross section tower section and the steel crossbeam of steel tower:

the installation method of the inclined tower section specifically comprises the following steps:

first, the hydraulic jack-up type integrated cable-stayed bridge hoisting formwork 10000 (hereinafter, simply referred to as jack-up type hoisting formwork) is installed on the top of an installed steel tower segment satisfying the height requirement.

When the self-elevating type lifting formwork is installed, the method specifically comprises the following steps: the anchoring seats 11 of the self-elevating lifting formwork are manufactured together with the steel tower sections, the vertical distance between every two adjacent anchoring seats 11 is matched with the length of a single rail 12, and then four rails 12 are installed on the surface of each steel tower section and connected with the anchoring seats 11. Then, the mounted rail 12 is sequentially mounted with the climbing guide 133, the cylinder block 132, and the climbing lift 131, and locked by the pin. When installing the climbing stand guide seat 133, the cylinder seat 132 and the climbing stand jacking seat 131, it should be noted that the anti-hook fit and guide function between each support and the rail 12 are normal. In addition, the climbing guide 133, the cylinder block 132, and the climbing lift 131 may be installed on the rail 12 and then attached to the anchor block 11 along with the rail 12. And then, sequentially installing climbing frames 21 on two sides of the steel tower segment and a horizontal constant reaction force system between the climbing frames 21 on the two sides, installing a lifting truss 22 at the top of the climbing frames 21 on the two sides, and arranging a swinging support 241 and a sliding swinging support 242 between the climbing frames 21 and the lifting truss 22. Subsequently, the crane crown 23 is installed on the crane truss 22, and the lower traveling beam 231 and the associated traveling mechanism of the crane crown 23 are installed first, and then the upper traveling beam 232 and the associated traveling mechanism are installed. Finally, a hydraulic lifting system 3 is mounted on the upper skid beam 232.

After the self-elevating lifting formwork is installed, debugging, testing and acceptance are carried out on the self-elevating lifting formwork, and hoisting and self-climbing operation of the steel tower segment can be started only when the self-elevating lifting formwork is adjusted in operation.

And then, hoisting the single-joint continuous steel tower segment from one side of the steel tower to the top of the installed steel tower segment by using the self-elevating lifting formwork, and finely adjusting and positioning the continuous steel tower segment by using the self-elevating lifting formwork so that the continuous steel tower segment can be placed and constructed corresponding to the construction position at the top of the installed steel tower segment.

After the continuous steel tower segment is installed in place, the self-elevating lifting formwork can climb to the next station (namely the newly installed continuous steel tower segment) by using the self-climbing system 1 to hoist the next continuous steel tower segment and install the next continuous steel tower segment with the installed steel tower segment.

The transverse bridge curvature of the inclined tower section of the tower column changes greatly, and the transverse bridge curvature is consistent along the central line of the inclined tower section, so that the lifting position of the self-elevating lifting formwork is located on one inclined side of the inclined tower section, correspondingly, the track 12 of the self-elevating lifting formwork is arranged on two opposite side surfaces of the inclined tower section along the inclined direction, namely, the lifting truss 22 serving as the cantilever of the self-elevating lifting formwork extends out of the range of the tower column along the bridge direction, and the lifting operation is facilitated.

When the steel tower segment is hoisted, the hoisting crown block 23 of the self-elevating hoisting formwork moves to the outer side of the hoisting truss 22 outside the range of the tower column, the continuous steel tower segment is hoisted to the hoisting truss 22 from the tower bottom by utilizing two 350t hoisting jack mechanisms of the hydraulic hoisting system 3, the hydraulic hoisting system 3 and the continuous steel tower segment are driven by the hoisting crown block 23 to move to the inner side of the hoisting truss 22 from the inclined plane of the hoisting truss 22, and the continuous steel tower segment is lowered to the mounting position at the top of the mounted steel tower segment.

Since the size of the tower column of the inclined tower section from bottom to top is reduced, the distance between the two climbing frames 21 of the self-elevating lifting formwork on the same steel tower section is reduced along with the increase of the steel tower, and the swing support 241 and the sliding swing support 242 between the climbing frame 21 and the lifting truss 22 can effectively keep the lifting truss 22 in a horizontal state all the time.

In addition, it should be noted that the climbing processes of the self-elevating climbing formwork at the inclined tower section, the straight tower section and the variable cross-section tower section are the same, that is, when the climbing assembly climbs along the rail 12, the cylinder base 132 is firstly coupled with the rail 12, the climbing frame jacking base 131 is uncoupled from the rail 12, and the piston rod of the jacking cylinder 41 extends out by a stroke to drive the hoisting system 2 to move by a stroke distance along the rail 12; then, the climbing frame jacking seat 131 is connected with the track 12, the oil cylinder seat 132 is disconnected with the track 12, the piston rod of the jacking oil cylinder 41 retracts, and the oil cylinder seat 132 moves one stroke relative to the track 12; and then connecting the cylinder base 132 with the track 12, disconnecting the climbing frame jacking base 131 from the track 12, repeating the steps and making the climbing assembly and the hoisting system 2 climb to the continuous finished steel tower segment. Meanwhile, the self-climbing system 1 of the present application adopts four single-row tracks 12 for alternate use, and when the tracks 12 are used for inverting, only the lowermost track 12 needs to be transferred to the top of the uppermost track 12 and anchored by the anchoring seat 11.

The installation method of the straight tower section comprises the following steps:

and installing a self-elevating lifting formwork at the top of the installed steel tower segment meeting the height requirement, and if the known straight tower segment is the upper tower column of the steel tower, hoisting the steel tower segment of the straight tower segment can continue to use the self-elevating lifting formwork of the inclined tower segment.

And hoisting the single-section continuous-connection steel tower section from one side of the steel tower to the top of the installed steel tower section by using the self-elevating lifting formwork for installation.

It should be understood that the hoisting process of the steel tower segment of the straight tower segment is the same as that of the steel tower segment of the inclined tower segment, but the hoisting position of the self-elevating hoisting formwork can be located on either side of the transverse direction or the longitudinal direction.

The method for installing the variable-section tower segment comprises the following steps of (1) changing the curvature at the connecting position of the inclined tower segment and the straight tower segment (namely, a curvature changing point exists at the joint J15 of the T14 segment and the T15 segment), and transforming the surface of the steel tower from an inclined state to a vertical state:

firstly, a self-elevating type lifting formwork is installed at the top of an installed steel tower section meeting the height requirement, and the known curvature change point is located between an inclined tower section and a straight tower section, so the self-elevating type lifting formwork arranged at the position can continue to use the self-elevating type lifting formwork of the inclined tower section.

And hoisting the continuous steel tower segment from one side of the steel tower by using the self-elevating lifting formwork to the top of the installed steel tower segment, wherein the continuous steel tower segment is used as a climbing foundation of the current turn of the self-elevating lifting formwork, and the deflection angle of the self-elevating lifting formwork attached to the continuous steel tower segment is adjusted according to the preset curvature/angle change value of the variable-section tower segment.

After the continuous steel tower segment is installed in place, adjusting the deflection angle of the track 12 of the self-elevating lifting formwork in subsequent climbing turns again;

and the self-elevating lifting formwork climbs to the next station to install the next continuous steel tower segment until the installation process of the variable-section tower segment is completed.

Preferably, the deflection angle of the rail 12 of the self-elevating formwork is in the range of 0.2-0.3 degrees each time, and particularly, the deflection angle of the rail 12 can be adjusted by adjusting the height of the anchoring seat 11 and the surface of the steel tower segment.

In order to ensure the normal climbing of the hoisting system 2, a reasonable clearance is provided between the climbing assembly (i.e. the climbing frame jacking seat 131, the cylinder seat 132 and the climbing frame guide seat 133) and the rail 12 to adapt to the clearance influence caused by curvature change. Preferably, the clearance between the climbing assembly and the track 12 is not more than 5mm, so that the climbing assembly and the track 12 can be ensured to be capable of accommodating the influence caused by curvature change, and the instability of the climbing assembly in the climbing process due to the overlarge clearance can be prevented. Meanwhile, the aperture of the plugging pin hole 124 of the rail 12 is larger than the pin shaft of the plugging pin mechanism of the climbing frame jacking seat 131 and the oil cylinder seat 132, and the specific range is 0.5 mm-1 mm, so as to ensure that enough clearance is provided to adapt to the curvature change in the climbing process.

In this embodiment, the angle change of the surface of the steel tower is 0.8 °, the track 12 may start to set a corner at the T13 segment, the corner is 0.2 ° each time, and then climb over one track 12, and then turn the next corner, and pass through the curvature change point smoothly after four corners in total.

In the construction process of the steel tower, the construction of the steel beam can be carried out, the upper steel beam, the middle steel beam and the lower steel beam in the embodiment are respectively positioned at a T29 segment, a T15 segment and a T5 segment, and the installation method of the steel beam comprises the following steps:

under the condition that two adjacent steel towers in the transverse bridge direction meet the height requirement, the top of the installed steel tower segment is respectively provided with a self-elevating lifting formwork. Because the construction of the steel beam and the construction of the steel tower are carried out synchronously, the construction of the steel beam and the lifting installation of the steel tower can adopt the same self-elevating formwork.

And after two adjacent steel towers are constructed to the T6 section, hoisting the lower cross beam to the installation position of the lower cross beam of the steel tower by using the self-elevating type lifting formwork and installing.

And then, a temporary supporting platform higher than the top surface of the lower cross beam is built at the position, located at the bottom of the tower, of the lower cross beam, a middle cross beam is assembled on the temporary supporting platform, an upper cross beam is assembled on the top surface of the middle cross beam, the steel tower can be synchronously constructed, and the construction is stopped at a temporary installation position, where the steel tower is constructed to the upper cross beam, of the middle cross beam, the temporary installation position is located above the installation position of the middle cross beam, in the embodiment, the temporary installation position is located at a T19 section, and the installation position of the middle cross beam is located at a T15 section. In addition, the middle cross beam and the upper cross beam are assembled on the temporary supporting platform, so that the lower cross beam is not stressed in the assembling process of the middle cross beam and the upper cross beam, and the stability of the steel tower structure is ensured.

And stopping the construction of the steel tower when the steel tower is constructed to a T22 section, hoisting the upper beam to the temporary installation position by using the self-elevating type lifting formwork and pre-fixing the upper beam, hoisting the middle beam to the middle beam installation position by using the self-elevating type lifting formwork and installing, then continuing to construct the steel tower to the tower top position, finally removing the constraint between the upper beam and the steel tower, and hoisting the upper beam to the upper beam installation position of the steel tower by using the self-elevating type lifting formwork and installing.

When the self-elevating lifting formwork is used for hoisting the cross beam, the self-elevating lifting formwork of two adjacent steel towers needs to be applied, and the specific operation process is as follows: the constraint of the hoisting crown block 23 and the hoisting truss 22 is firstly removed, the climbing frame 21 and the hoisting truss 22 move downwards to separate the hoisting truss 22 from the hoisting crown block 23, so that the hoisting crown block 23 is located and anchored at the top of the finished steel tower segment, the hydraulic lifting system 3 moves transversely to the inner side of the main longitudinal beam close to the hoisting truss 22, then the steel cross beam is lifted through the hydraulic lifting systems 3 at the tops of two adjacent steel towers, after the steel cross beam is lifted to the proper position, the anchoring of the hoisting crown block and the top of the finished steel tower segment is removed, and the climbing frame 21 and the hoisting truss 22 move upwards under the action of the climbing assembly and restore the self-elevating lifting formwork.

Meanwhile, as the falling prevention lock tongue 1312 and the falling prevention shear block 125 arranged between the climbing frame jacking seat 131 and the rail 12 are clamped to limit the downward movement of the climbing assembly, the falling prevention lock tongue 1312 is detached from the climbing frame jacking seat 131 before the climbing frame 21 and the lifting truss 22 move downward, so that the climbing frame 21 and the lifting truss 22 can move downward smoothly.

In addition, the downward movement distance of the climbing frame 21 and the lifting truss 22 is in a multiple relation with the distance between two adjacent plug pin holes 124 of the track 12. Preferably, the downward movement distance in this embodiment is 800 mm.

Furthermore, when the upper cross beam and the middle cross beam are hoisted, the integral hoisting operation can be carried out by utilizing a mode of hoisting the upper cross beam and the middle cross beam in a bottom-pocket mode of the distributing beam.

The pre-fixing of the upper cross beam at the temporary installation position of the steel tower can be realized by adopting a welding or bracket bolting mode. Preferably, adopt the mode of bracket bolted connection to realize the preliminary fixation of entablature in this embodiment, because the length of entablature is less than the length of entablature, then at the in-process of construction steel tower, can set up interim bracket in advance on the steel tower surface, take the entablature afterwards after through interim bracket, the length of extension interim bracket, put the entablature down and fix through bolt locking on to interim bracket. Follow-up when lifting by crane the entablature, only need remove the locking of bolt fixed, easy operation improves the availability factor, and interim bracket can have enough to meet the need the use.

Obviously, this application adopts self-elevating lifting die carrier hoist and mount steel crossbeam changes the steel crossbeam at the high altitude to piece together to ground and low latitude piece together, and the assembly of steel crossbeam can go on in step with the hoist and mount of steel tower festival section, and practiced thrift the time limit for a project and reduced the safety risk.

After the hoisting of the upper beam is completed, other cranes can be used to detach the hydraulic self-elevating integrated cable-stayed bridge hoisting formwork 10000. Firstly, the hydraulic lifting system 3 and the upper sliding beam 232 of the hoisting crown block 23 are dismantled in the air, then the lower sliding beam 231 of the hoisting crown block 23 is dismantled, then the hoisting truss 22 and the climbing frame 21 are dismantled, then the climbing assembly and the track 12 are dismantled, and finally the anchoring seat 11 on the surface of the steel tower is completely dismantled in one time.

Each mechanism accessible of the lifting die carrier that demolishs is simply reformed transform in order to form bridge floor hoist 20000 to be used for carrying out the hoist and mount of steel box girder and erect work, bridge floor hoist 20000 is the bridge floor hoist 20000 that is mentioned in the fore-going and is transformed and form by this application hydraulic pressure self-elevating integration cable-stayed bridge lifting die carrier 10000, thereby can reduce the expense of cable-stayed bridge construction measure.

The foregoing is only a partial embodiment of the present application, and it should be noted that, for those skilled in the art, several modifications and decorations can be made without departing from the principle of the present application, and these modifications and decorations should also be regarded as the protection scope of the present application.

Claims

1. A steel tower lifting installation method is characterized by comprising the following sub-methods:

the mounting method of the steel beam comprises the following steps: respectively installing a self-elevating lifting formwork at the tops of installed steel tower sections, meeting the height requirement, of two adjacent steel towers in the transverse bridge direction, integrally hoisting a lower beam to a lower beam installation position of a tower column by using the self-elevating lifting formwork, assembling a temporary support platform higher than the top surface of the lower beam at the tower bottom, assembling a middle beam on the temporary support platform, assembling an upper beam on the top surface of the middle beam, integrally hoisting the upper beam to a temporary position of the tower column by using the self-elevating lifting formwork, wherein the temporary position is above the middle beam installation position, integrally hoisting the middle beam to a middle beam installation position of the tower column by using the self-elevating lifting formwork, and integrally hoisting the upper beam to the upper beam installation position of the tower column from the temporary position by using the self-elevating lifting formwork;

the self-elevating type lifting formwork is a hydraulic self-elevating type integrated cable-stayed bridge lifting formwork and comprises a self-climbing system, a hoisting system and a hydraulic lifting system; the hydraulic lifting system is arranged at the top of the lifting truss and can move along the longitudinal direction or the transverse direction of the lifting truss so as to hoist the continuous connection structure to the top of the installed structure for installation;

a swinging support and a sliding swinging support are arranged between the top of the climbing frame and the hoisting truss;

the swing support is positioned at a middle pressure rod of the lifting truss and comprises a front-end climbing frame connecting part and a truss front-end connecting part, the front-end climbing frame connecting part is fixed with the climbing frame, the truss front-end connecting part is fixed with the lifting truss, and the front-end climbing frame connecting part is hinged with the truss front-end connecting part;

the sliding swing support comprises a tail end climbing frame connecting part and a truss tail end connecting part, the tail end climbing frame connecting part is fixed with the climbing frame, the tail end climbing frame connecting part is hinged to the truss tail end connecting part, the bottom main longitudinal beam of the hoisting truss is located at the tail end of the bottom main longitudinal beam and provided with a truss anti-hook rail extending along the longitudinal direction of the truss, and the truss tail end connecting part is matched with the truss anti-hook rail and can follow the truss anti-hook rail to move.

2. The steel tower lifting installation method according to claim 1, wherein the self-climbing system comprises an anchoring seat pre-embedded on a steel tower segment, a track attached to the anchoring seat, and a climbing assembly reversely hooked on the track, and the climbing frame is connected with the climbing assembly and climbs along the track under the action of the climbing assembly.

3. The method for lifting and installing the steel tower according to claim 2, wherein in the method for installing the inclined tower section, the lifting position of the hydraulic self-elevating integrated cable-stayed bridge lifting formwork is positioned on the inclined side of the inclined tower section, and correspondingly, the track is arranged on two side surfaces of the inclined tower section along the inclined direction;

4. The steel tower lift installation method of claim 2, wherein the climbing assembly comprises a climbing frame jacking seat, an oil cylinder seat and a jacking oil cylinder connected therebetween;

5. The method for lifting and installing the steel tower according to claim 4, wherein the rail is provided with a plurality of inserting and pulling pin holes perpendicular to the longitudinal direction along the longitudinal direction, the climbing frame jacking seat and the oil cylinder seat are provided with inserting and pulling pin mechanisms, and the climbing frame jacking seat and the oil cylinder seat are matched with the inserting and pulling pin holes through the inserting and pulling pin mechanisms to realize the connection or disconnection between the climbing frame jacking seat and the oil cylinder seat and the rail.

6. The steel tower lifting installation method of claim 2, wherein in the variable cross-section tower section installation method, an anchoring seat is used for adjusting a deflection angle of a track of a current climbing round self-elevating formwork frame, and the deflection angle ranges from 0.2 degrees to 0.3 degrees.

7. The steel tower lift installation method of claim 1, wherein a horizontal constant counter force system is provided between two climbing frames of the same steel tower segment, and the spacing is automatically adjusted along with the width change of the steel tower segment during climbing of the inclined tower segment.

8. A method of steel tower lift installation according to claim 1, wherein in the beam installation method, the crane crown block and the crane truss are first released from restraint, the climbing frame and the crane truss are moved downwards so that the crane crown block is seated and anchored at the top of the completed steel tower segment, and the hydraulic lifting system is moved laterally to close to the inner main stringers of the crane truss; and then lifting the cross beam through a hydraulic lifting system at the tops of two adjacent steel towers, removing the anchoring between the lifting overhead crane and the top of the finished steel tower segment after the cross beam is lifted in place, and moving the climbing frame and the lifting truss upwards under the action of the climbing assembly to restore the self-elevating lifting formwork.

9. The method for lifting and installing the steel tower according to claim 8, wherein the integral lifting operation is performed by means of bottom-mounting lifting of the distributing beam when the upper cross beam and the middle cross beam are lifted.

10. The steel tower lifting installation method of claim 2, further comprising a method of removing the self-elevating lifting formwork: after the upper cross beam is hoisted, the hydraulic lifting system and the hoisting crown block are dismantled in the air by using other cranes, then the hoisting truss, the climbing frame, the climbing assembly and the track are dismantled in sequence, and finally all the anchoring seats are dismantled at one time.

11. The method of claim 1, further comprising the step of retrofitting a jack-up hoist formwork into a deck crane: and releasing the connection of each rod piece in the hoisting truss of the self-elevating type hoisting formwork, selecting an appropriate rod piece according to the requirement of the bridge deck hoisting gauge and splicing the hoisting overhead crane again to form a bridge deck crane, wherein the bridge deck crane is used for hoisting the bridge deck steel box girder.