CN117605287B

CN117605287B - Wind-resistant lifting construction method for ultrahigh heavy-duty connecting truss

Info

Publication number: CN117605287B
Application number: CN202311341038.0A
Authority: CN
Inventors: 张茜; 裴彦军; 张文学; 严晗; 吴亚东; 崔翰墨; 陈天晓
Original assignee: China Railway Construction Engineering Group Smart Technology Co ltd; China Railway Construction Engineering Group Co Ltd
Current assignee: China Railway Construction Engineering Group Smart Technology Co ltd; China Railway Construction Engineering Group Co Ltd
Priority date: 2023-10-17
Filing date: 2023-10-17
Publication date: 2026-01-27
Anticipated expiration: 2043-10-17
Also published as: CN117605287A

Abstract

This invention relates to a method for wind-resistant lifting of ultra-high heavy-duty connecting trusses, specifically including the following steps: S1: Segmented assembly analysis of the connecting truss; S2: Frame arrangement and assembly of the connecting truss, wherein the connecting trusses form an orthogonal grid, and horizontal wind-resistant fixing trusses are assembled on the orthogonal grid; S3: Setting up lifting points; S4: Lifting the connecting truss, with the tower horizontally reversed. This invention can enhance the wind load resistance of ultra-high heavy-duty connecting trusses during the lifting process.

Description

Wind-resistant lifting construction method for ultrahigh heavy-duty connecting truss

Technical Field

The invention relates to the field of conjoined truss construction, in particular to an anti-wind lifting construction method for an ultra-high heavy type connecting truss.

Background

The utility model discloses an air-resisting device for integrally lifting a steel truss structure, which comprises a frame body, a first roller and a second roller, wherein the first roller and the second roller are positioned on the frame body and can rotate around the axis of the first roller and are respectively projected on a horizontal plane to form an included angle, the first roller comprises a first abutting end part, the second roller comprises a second abutting end part, and the rolling track of the first roller and the rolling track of the second roller are identical to the lifting direction of the truss. The wind resistance effect is achieved by improving the lifting device, and the wind load resistance capability of the truss is not enhanced.

Disclosure of Invention

The invention aims to provide an anti-wind lifting construction method for an ultra-high heavy connecting truss, which can enhance the capability of the ultra-high heavy connecting truss in resisting wind load in the lifting process.

The wind-resistant lifting construction method for the ultra-high heavy connecting truss is adopted to achieve the aim, and specifically comprises the following steps:

S1, sectional assembly analysis of a conjoined truss;

s2, arranging jig frames and assembling conjoined trusses, wherein the conjoined trusses form orthogonal grids, and assembling horizontal wind-resistant fixed trusses on the orthogonal grids;

S3, lifting point setting;

and S4, lifting the conjoined truss, and horizontally and reversely lifting the tower.

As a further improvement of the present invention, S1 includes:

The conjoined truss comprises a plurality of truss cross-layer trusses and a plurality of truss bearing trusses, wherein the truss cross-layer trusses and the truss bearing trusses are arranged in an orthogonal mode, temporary supports are arranged below the truss cross-layer trusses and the truss bearing trusses during assembly, the truss cross-layer trusses and the truss bearing trusses are assembled in a sectional hoisting manner, and other frame beams are assembled in a natural sectional manner;

the cross-layer truss is vertically divided into multiple layers, and multiple rows of cross-layer trusses are arranged between two tower buildings in parallel;

The bearing trusses are connected with a plurality of rows of cross-layer trusses, and 1 layer vertically.

As a further improvement of the present invention S2 comprises:

s2.1, combining the position relation of the conjoined truss and the concrete beam and the column, and arranging the conjoined truss jig frame on the top of the concrete column;

S2.2, the whole cross-layer truss is assembled in a sequential manner from the middle to two sides of the tower respectively, the bearing truss is assembled in a sequential manner from the middle to two sides of the tower, and the vertical surface of the cross-layer truss follows the sequence from bottom to top and from the middle to two sides.

As a further improvement of the invention, the cross-layer truss facade assembly comprises two stages:

The first stage, assembling two layers of chords and a bearing truss at the lower part of the cross-layer truss, wherein a tire frame at the lower part of the cross-layer truss is arranged at the position of a lower chord node at the bottom of the cross-layer truss, and the position of the lower chord node at the bottom of the cross-layer truss is not arranged at the position of a column top at the moment;

Assembling the upper chord members of the cross-layer truss, arranging temporary reinforcing rods at cross-shaped nodes above the node position jig frame and partial middle nodes, simultaneously adding the column top position jig frame, replacing the node position jig frame at one stage, ensuring that the truss weight is completely transferred to the concrete column, enabling the concrete beam not to be stressed any more, and assembling the subsequent upper chord members;

after the cross-layer truss is assembled, a force transmission rod is additionally arranged at the two ends of the cross-layer truss in the vertical direction.

By adopting the mode of switching the positions of the jig frames, when the bottom chords of the cross-layer trusses are assembled, the nodes of the bottom chords are supported, the body is not required to be directly supported, and the body is prevented from being bent under the influence of dead weight.

After the position of the column top is switched to the column top position, the bed-jig at the column top position can directly support the node of the upper chord at the bottom, so that the weight of the giant multilayer cross-layer truss is transferred to the column top, and the excessive bending of the spandrel girder is prevented.

As a further improvement of the invention, temporary fixing rods are arranged on two sides of the wind-resistant fixing truss and are used for pulling and tying tower columns, and the temporary fixing rods are in truss form.

As a further improvement of the invention, S3 comprises arranging lifting points on the roof layer and the middle layer, and connecting lifting devices downwards to dowel bars on two sides of the cross-layer truss.

As a further improvement of the present invention, S4 includes:

s4.1, firstly, building a tower calculation model, applying lifting reaction force to the tower calculation model, and calculating the maximum deformation of the tower in the lifting process;

s4.2, applying horizontal load to the tower by using a hydraulic jack, and restoring the horizontal displacement of the tower to a reasonable state through the horizontal load;

S4.3, calculating a tower lifting state and a tower displacement result under horizontal load construction through a tower calculation model, and calculating a chord member butt joint port horizontal displacement result under the lifting state of the lifting frame and under the horizontal load;

S4.4, when the displacement result of S4.3 meets the requirement, designing a corresponding anti-jacking device;

S4.5, resetting the tower as follows:

(1) Lifting the conjoined truss into position;

(2) The lifter is locked, and a reverse jacking device is installed to apply horizontal load;

(3) After the reverse jacking is in place, the chord post-mounting section is plugged;

(4) Repairing the rest post-installed rod pieces;

(5) Dismantling the anti-jacking device;

(6) And (5) removing the jack.

The anti-jacking device comprises an anti-jacking support, an anti-jacking supporting rod and a hydraulic jack, wherein the anti-jacking support is welded on a lifting bracket and a cross-layer truss chord respectively, and the anti-jacking supporting rod and the jack are installed after the cross-layer truss is lifted in place.

As a further improvement of the invention, the wind-resistant measures at the lifting stage of the conjoined truss are as follows:

Before the conjoined truss is lifted, the wind-resistant cable, the shackle, the guide chain and the like which are required by horizontal limiting are hung at the peripheral nodes of the conjoined truss in advance;

in the air stay stage of the conjoined truss, the conjoined truss is temporarily connected with a permanent structure of the tower by adopting an anti-wind cable;

In the lifting stage of the conjoined truss, when wind power exceeds an allowable value or lifting construction enters night, lifting is needed to be stopped immediately, the conjoined truss and a main body tower are fixedly tied, guide ropes are arranged along a tower steel column, shackles are arranged at the ends of the wind resistance ropes and are connected with the tower guide ropes, and when the conjoined truss needs to be emergently tied with the tower, constructors discharge the wind resistance ropes from the guide ropes and are connected with lug plates on the tower through inverted chains.

As a further improvement of the present invention, the welding sequence of the conjoined trusses is as follows:

the integral assembling sequence of the conjoined trusses is welded in a sequence from bottom to top and from the middle to two sides;

The welding sequence of each layer of truss is that the lower chord member, the upper chord member and the web member are welded in sequence, and welding is carried out according to the principles of symmetrical welding, single-rod double welding and double-rod single welding;

The welding sequence of the rear repair rod is that the lower chord member is welded firstly, then the diagonal web member is welded, and finally the butt joint of the upper chord member is welded;

The welding sequence of the single welding groove is that the upper chord, the lower chord and the diagonal web butt joint of the conjoined truss are box type butt joint ports, and the welding method mainly comprises two vertical welds, one horizontal weld and one overhead weld, and the single port adopts two welders to weld symmetrically.

The invention can enhance the wind load resistance of the ultra-high heavy conjoined truss in the lifting process.

Drawings

Fig. 1 is a lifting elevation of a roof truss attachment.

Fig. 2 is a schematic diagram of an arrangement of a cross-layer truss and a load-bearing truss.

Fig. 3 is a schematic view of a steel union joint distribution.

Fig. 4 is a schematic diagram of the assembly sequence of the cross-layer truss and the load-bearing truss.

Fig. 5 is a schematic diagram of a sequence of assembling the cross-layer truss from bottom to top.

Fig. 6 is a schematic view of the butt joint positions of the jig frame and the first layer chord in the first stage cross-layer truss elevation assembly.

Fig. 7 is a schematic view of a first layer chord node support bar arranged on a first layer chord in a first stage cross-layer truss elevation assembly.

Fig. 8 is a schematic diagram of a second tier chord splice in a first stage cross-truss facade splice.

Fig. 9 is a schematic view of the second stage cross-truss elevation assembly center pillar top jig and temporary reinforcement bar arrangement.

Fig. 10 is a schematic view of a third tier chord node support bar disposed on a second tier chord in a second tier truss elevation splice.

Fig. 11 is a schematic view of a third tier chord assembly in a second tier truss elevation assembly.

FIG. 12 is a schematic view of a dowel bar positioned on both sides of a cross-layer truss.

Fig. 13 is a schematic view of a load bearing truss bottom chord and node bed-jig arrangement.

Fig. 14 is a schematic view of a load bearing truss node support bar arrangement.

Fig. 15 is a schematic view of a load bearing truss upper chord node arrangement.

FIG. 16 is a view of a load-bearing truss and the chord member assembly is completed in a schematic diagram.

Fig. 17 is a schematic view of a first stage jig frame arrangement.

Fig. 18 is a schematic view of a second stage jig frame arrangement.

Fig. 19 is a plan view of a wind resistant fixed truss.

FIG. 20 is a schematic diagram of an intermediate layer lifter arrangement.

FIG. 21 is a schematic view of a roof deck riser arrangement.

Fig. 22 is a schematic elevation view of a riser arrangement.

Fig. 23 is a schematic structural view of a lifting frame.

Fig. 24 is a turret offset calculation model.

Fig. 25 is a schematic view of a horizontal load elevation arrangement.

Fig. 26 is a schematic view of a large roof deck horizontal load arrangement.

Fig. 27 is a schematic view of an intermediate layer horizontal load arrangement.

Fig. 28 is a turret shift calculation model.

FIG. 29 is a schematic view of a large roof deck countertop device node map.

Figure 30 is a diagram of intermediate layer anti-top device nodes,

Fig. 31 is a schematic view of the lifting of the truss into position.

Fig. 32 is a schematic diagram of the locking of the lifter and the application of load by the counter-jack.

FIG. 33 is a schematic view of a post-installed chord section with the inverted crown in place.

Fig. 34 is a schematic view of the repair of the remaining post-load lever.

Fig. 35 is a view of the anti-topper device removed.

Fig. 36 is a schematic view of the jack removed.

FIG. 37 is a schematic view of a connection detail of the wind-resistant cable and the upper conjoined main structure.

Fig. 38 is a schematic view of a planar arrangement of a wind resistant cable.

Fig. 39 is a schematic diagram of an elevational arrangement of a wind resistant cable.

FIG. 40 is a schematic illustration of a wind resistant cable and guide rope arrangement.

FIG. 41 is a schematic view of a connection node of a wind resistant cable and a guide rope.

FIG. 42 is a schematic diagram of an overall welding sequence for a conjoined truss.

FIG. 43 is a schematic view of the welding sequence of each truss layer.

FIG. 44 is a schematic diagram of a post-patch member welding sequence.

Fig. 45 is a schematic diagram of welding of square tube interfaces.

Detailed Description

The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.

In the description of the present invention, it should be noted that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," "outer," and the like are merely for convenience of description and to simplify the description, but rather to indicate or imply that the apparatus or elements being referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus should not be construed as limiting the invention, the terms "first," "second," "third," are used for descriptive purposes only and should not be construed as indicating or implying relative importance, and furthermore, unless explicitly stated or otherwise, the terms "mounted," "connected," or "connected" should be construed broadly, e.g., as being fixedly connected, detachably connected, or integrally connected, as being mechanically connected, as being electrically connected, as being indirectly connected, as being connected via an intermediate medium, as being in communication between two elements. The specific meaning of the above terms in the present invention will be understood in specific cases by those of ordinary skill in the art.

Example 1

As shown in fig. 1-45, the wind-resistant lifting construction method of the ultra-high heavy connecting truss specifically comprises the following steps:

S1, sectional assembly analysis of a conjoined truss;

S3, lifting point setting;

As a further improvement of the present invention, S1 includes:

As a further improvement of the present invention S2 comprises:

In this embodiment, cross-layer truss facade assembly includes two stages:

In the embodiment, temporary fixing rods are arranged on two sides of the wind-resistant fixing truss and are used for pulling tower columns, and the temporary fixing rods are in truss forms.

In this embodiment, S3 includes locating lifting points on the roof deck and middle deck and connecting lifters down to the dowel bars on both sides of the cross-deck truss.

In the present embodiment, S4 includes:

S4.5, resetting the tower as follows:

(1) Lifting the conjoined truss into position;

(4) Repairing the rest post-installed rod pieces;

(5) Dismantling the anti-jacking device;

(6) And (5) removing the jack.

In the embodiment, the anti-jacking device comprises an anti-jacking support, an anti-jacking supporting rod and a hydraulic jack, wherein the anti-jacking support is welded on a lifting bracket and a cross-layer truss chord respectively, and the anti-jacking supporting rod and the jack are installed after the cross-layer truss is lifted in place.

In this embodiment, the wind-resistant measures at the lifting stage of the conjoined truss are as follows:

In this embodiment, the welding sequence of the conjoined trusses is as follows:

Example 2

The invention provides an anti-wind lifting construction method of an ultra-high heavy connecting truss, which comprises a truss structure, a lifter, a lifting frame, a dowel steel, a temporary stay bar, an assembly jig frame, an anti-jacking device, an anti-wind lock, a guide rope and the like. A schematic diagram of an anti-wind lifting construction method of an ultra-high heavy connecting truss is shown in fig. 1.

1. Truss sectional assembly analysis

As shown in fig. 2, the conjoined truss mainly comprises 4 giant cross-layer trusses and 5 bearing trusses, and the trusses are assembled in a manner of 'temporary support is arranged below and sectional hoisting' during assembly, and other frame beams are assembled in a natural sectional manner.

The height of the 4-truss giant cross-layer truss is 35.3m, the 4-truss giant cross-layer truss is vertically divided into 8 layers, and the span is 63.7m;

The 5 truss bearing trusses are arranged orthogonally to the cross-layer trusses, the height is 4.73m, the number of the trusses is 1 layer vertically, and the maximum span is 27m.

2. Jig frame arrangement and assembly

And meanwhile, the truss jig frame is arranged at the top of the concrete column as much as possible in combination with the position relation of the truss, the concrete beam and the concrete column, and the distribution schematic diagram of the conjoined truss nodes is shown in figure 3.

The whole cross-layer truss is assembled in the sequence from the middle to the north and south sides, the bearing truss is assembled in the sequence from the middle to the east and west sides, and the cross-layer truss is assembled in the sequence from the bottom to the top and from the middle to the two sides on the vertical face, as shown in fig. 4 and 5.

The truss elevation assembly of the embodiment is divided into two stages.

In the first stage, two layers of chords and a bearing truss at the lower part of the cross-layer truss are assembled, and the lower jig frame of the truss is arranged at the truss node position, as shown in fig. 6-8.

And in the second stage, because the truss assembly second stage support jig is not positioned at the joints, temporary reinforcing rods are required to be arranged at the positions of the support jigs in order to avoid direct bearing of concentrated loads by truss chords, and meanwhile, the jigs at the positions of column tops are additionally arranged, so that the jigs at the joints at the first stage are replaced, the truss weight is ensured to be fully transferred to the concrete, and the concrete beam is not stressed any more.

Note that in order to ensure reasonable lifting force transmission of the truss and structural safety, a force transmission rod is additionally arranged at the two ends of the truss in the vertical direction.

And the assembly flow of the bearing truss is shown in fig. 13-16.

A first stage jig frame arrangement as shown in figure 17;

a second stage jig frame arrangement as shown in figure 18;

the assembling measures are that the influence of wind load in the steel conjoined assembling process is considered, so that assembling fixed trusses are pulled and arranged at the intersecting positions of the truss longitudinal axes 1/1-8 and 1/1-12 and the transverse axes 1-E, 1-F, 1-J and 1-K in the assembling process, and the conjoined plane layout is shown in figure 19.

3. Lifting point arrangement

Since the total lifting weight reaches 7213 tons, lifting points are arranged on the roof layer and the middle layer (51 layers) in order to ensure reasonable stress and safe construction of the lifting structure, as shown in FIG. 20

4. Tower horizontal anti-roof scheme

In the lifting construction process, because the tower bears eccentric bending moment, the north tower and the south tower generate inward horizontal displacement, and how to control the horizontal displacement is the key of smooth lifting of the project.

And (3) applying lifting counterforce to the whole tower model for deformation analysis, wherein the maximum deformation of the tower in the lifting process is about 90mm, and the specific result is shown in fig. 24.

And obtaining a deformation cloud picture according to the calculation model, which is not shown in the figure.

Value of anti-jacking horizontal force

Considering that the horizontal displacement delta=90 mm of the top of the tower is relatively small, and considering that the horizontal load is applied to the tower through the hydraulic jack, the horizontal displacement of the tower is restored to a reasonable state through the horizontal load.

And (3) establishing a tower displacement calculation model as shown in fig. 28, and obtaining a tower displacement result and a lifting state chord butt joint opening displacement result.

According to the displacement result, the horizontal displacement of the tower is obviously reduced under the action of horizontal load, and meanwhile, the horizontal displacement of the rod piece to the interface is not more than 15mm, and the deviation can be adjusted through the weld gap.

Anti-jacking device design

The anti-jacking device of the embodiment is composed of an anti-jacking support, an anti-jacking supporting rod and a hydraulic jack, wherein the anti-jacking support is composed of PL1000X500X40 steel plates, the anti-jacking supporting rod is made of P500X16 round tubes, the materials of the anti-jacking supporting rod are Q345B, the anti-jacking support is welded on a lifting bracket and a lifting truss chord respectively, and the anti-jacking supporting rod and the jack are installed after the truss is lifted in place, as shown in figures 29-30.

The turret reset procedure is shown in fig. 31-36.

5. Wind-proof lifting measure

The hydraulic synchronous lifter is provided with a unique mechanical and hydraulic self-locking device in design, so that the conjoined truss can stay in the air for a long time in the lifting process. The windward side of the conjoined truss is larger, so that the influence of sudden strong wind weather is prevented, the absolute safety of the integral lifting process of the conjoined truss is ensured, the requirement of high altitude opposite-port precision and adjustment is considered, when the conjoined truss stays in the air or has an emergency, the conjoined truss is temporarily connected with a permanent structure of a tower through an anti-wind cable, and the functions of limiting the horizontal swing of the conjoined truss and facilitating fine adjustment are achieved.

Before the conjoined truss structure unit is lifted off the ground, the wind-resistant cable, the shackle, the guide chain and the like which are required by horizontal limiting are hung in advance at the peripheral nodes of the conjoined truss structure unit, so that the conjoined truss structure unit is convenient to use at any time.

The wind-resistant cable is arranged according to fig. 37 to temporarily connect the lifted structure with the surrounding tower and is tightened by means of a 25t guide chain. The included angle between the wind cable tie direction and the wind load acting direction is about 75 degrees, and the wind load is borne by 16 wind cables at one side.

The wind resistance cable calculation considers 14 cables to participate in stress, and the other 2 cables are used as safety reserves, so that the wind load value T= 934.38/(14 cos75 °) = 257.86kN of the wind resistance cables is adopted, and when steel strands are selected as the wind resistance cables, the safety coefficient is not less than 3.5, so that the steel wire ropes with the diameters not less than 44mm and the strength grade of 1570MPa are configured, the breaking force is 970kN, the safety coefficient is 970/257.86 =3.76 >3.5, and the large tonnage D-shaped shackle with the safety load of 320kN can meet the construction requirement.

In the integral lifting stage, when wind power exceeds an allowable value or lifting construction enters night, lifting is needed to be stopped immediately, a connecting truss is fixedly tied with a main body tower, a guide rope is arranged along a tower steel column to ensure that an anti-wind cable can be conveniently tied with the tower, a shackle is arranged at the end part of the anti-wind cable and is connected with a main tower guide rope, when the main truss is lifted, the connecting end of the anti-wind cable and the tower slides along the guide rope, and when the lifting truss needs to be tied with the tower in an emergency, a constructor can rapidly discharge the anti-wind cable from the guide rope and is connected with an upper lug plate of the tower through a chain.

Truss welding sequence

1) Integral assembling sequence of conjoined truss

The integral truss is welded in the sequence of 'from bottom to top and from the middle to two sides', as shown in fig. 41.

2) Welding sequence of trusses of each layer

The ground welding sequence of each layer of truss is that the lower chord member, the upper chord member and the web member are welded in sequence, and the welding is performed according to the principles of symmetrical welding, single-rod double welding and double-rod single welding. As indicated by the sequence of weld joints in fig. 42:

3) Post patch rod welding sequence

The overall sequence of the high-altitude butt joint and the repair rod welding of the conjoined truss is that the lower chord member is welded firstly, then the diagonal web member is welded, finally the butt joint of the upper chord member is welded, the welding is carried out from one side to the other side, and the welding is carried out generally according to the principles of single-rod double welding and double-rod single welding. As illustrated in fig. 44 sequentially at the interface:

4) Single welding groove welding sequence

The truss upper chord, the truss lower chord and the inclined web rod butt joint are box type butt joint, mainly comprising two vertical welds, one horizontal weld and one overhead weld, wherein a single butt joint is welded by two welders symmetrically, and the welding sequence is shown in figure 45.

The embodiment ensures the safety of the lifting process of the ultra-high heavy conjoined truss.

The foregoing is a further detailed description of the invention in connection with the preferred embodiments, and it is not intended that the invention be limited to the specific embodiments described. It will be apparent to those skilled in the art that several equivalent substitutions and obvious modifications can be made without departing from the spirit of the invention, and the same should be considered to be within the scope of the invention.

Claims

1. A method for wind-resistant lifting construction of an ultra-high heavy-duty connecting truss, characterized by the following steps:

S1: Segmented assembly analysis of the continuous truss;

S2: Frame arrangement and assembly of connected trusses, wherein the connected trusses form an orthogonal grid, and horizontal wind-resistant fixed trusses are assembled on the orthogonal grid;

S3: Lift point settings;

S4: Connecting truss lifting, tower horizontal inverted top;

S1 includes:

The truss structure consists of multiple span trusses and multiple load-bearing trusses. The span trusses and load-bearing trusses are orthogonally arranged. During assembly, the span trusses and load-bearing trusses are assembled using the approach of "setting up temporary supports and hoisting in sections". The remaining frame beams are assembled in a natural segmentation manner.

The multi-story truss is vertically divided into multiple layers, and multiple rows are arranged in parallel between the two towers;

The load-bearing truss connects multiple rows of multi-story trusses, with a total of 1 vertical floor;

S2 includes:

S2.1: Based on the positional relationship between the truss and the concrete beams and columns, the truss formwork is set on the top of the concrete columns;

S2.2: The cross-story truss is assembled in a sequence from the middle to both sides of the tower, while the load-bearing truss is assembled in a sequence from the middle to both sides of the tower; the cross-story truss facade follows the assembly sequence from bottom to top and from the middle to both sides.

The assembly of the multi-story truss facade includes two stages:

Phase 1: Assemble the lower two layers of chords and load-bearing trusses of the cross-story truss. At this stage, the lower part of the cross-story truss frame is set at the bottom lower chord node of the cross-story truss, which is not at the top of the column. Then, set node support rods at the bottom lower chord node and both ends of the cross-story truss, and set cross-shaped nodes on the node support rods in the middle. Set diagonal web members on the bottom lower chord node of the cross-story truss. Finally, add the bottom upper chord node of the cross-story truss. The bottom upper chord node of the cross-story truss is directly connected to its bottom node support rod and diagonal web member. Fill the gap between the bottom upper chord node and the cross-shaped node, thus completing the assembly of the bottom upper chord of the cross-story truss.

The second stage involves assembling the upper chord of the cross-story truss. Temporary reinforcement bars are first installed at the cross-shaped nodes above the node positions and some middle nodes. At the same time, additional node positions are added at the column tops to replace the node positions in the first stage. This ensures that the weight of the truss is transferred to the concrete columns, so that the concrete beams are no longer under stress. Then, the subsequent upper chords are assembled.

After the multi-story truss is assembled, force transmission bars are added vertically at both ends of the multi-story truss;

Temporary fixing rods are provided on both sides of the wind-resistant fixed truss to connect the tower columns. The temporary fixing rods are in the form of trusses.

S3 includes: setting the lifting points on the roof layer and the intermediate layer, and connecting the lifting device downwards to the force transmission rods on both sides of the cross-layer truss;

S4 includes:

S4.1: First, establish a calculation model of the tower and apply the lifting reaction force to the calculation model of the tower, and calculate the maximum deformation of the tower during the lifting process;

S4.2: Apply a horizontal load to the tower using hydraulic jacks, and restore the tower's horizontal displacement to a reasonable state through the horizontal load;

S4.3: Calculate the tower displacement under the tower lifting state and horizontal load construction using the tower calculation model; and calculate the horizontal displacement of the chord joints under the lifting state of the lifting frame and the action of horizontal load.

S4.4: Once the displacement result in S4.3 meets the requirements, design the corresponding anti-jacking device;

S4.5: The tower shall be reset as follows:

(1) The truss was lifted and positioned.

(2) Lock the elevator and install the anti-jacking device to apply a horizontal load;

(3) After the top is in place, insert the chord and then install the section;

(4) Reinstall the remaining post-installed rods;

(5) Remove the anti-roof device;

(6) Remove the jack.

2. The wind-resistant lifting construction method for ultra-high heavy-duty connecting trusses according to claim 1, characterized in that:

The anti-jacking device includes an anti-jacking support, an anti-jacking support rod, and a hydraulic jack; the anti-jacking support is welded to the lifting bracket and the chord of the cross-layer truss, respectively, and the anti-jacking support rod and the jack are installed after the cross-layer truss is lifted into place.

3. The wind-resistant lifting construction method for ultra-high heavy-duty connecting trusses according to claim 2, characterized in that the wind-resistant measures during the lifting stage of the connecting trusses are as follows:

Before lifting the truss, the wind-resistant cables, shackles, and guide chains required for horizontal restraint should be pre-installed at its outer nodes.

During the aerial suspension phase of the truss structure, wind-resistant cables are used to temporarily connect the truss structure to the permanent structure of the tower.

During the lifting phase of the truss, if the wind force exceeds the allowable value or the lifting work enters the night, the lifting must be stopped immediately, and the truss must be fixedly connected to the main tower. Guide ropes are set along the steel columns of the tower, and shackles are set at the ends of the wind-resistant cables and connected to the guide ropes of the tower. When the truss needs to be urgently connected to the tower, the construction workers will unload the wind-resistant cables from the guide ropes and connect them to the ear plates on the tower through a chain hoist.

4. The construction method for wind-resistant lifting of ultra-high heavy-duty connecting trusses according to claim 3, characterized in that the welding sequence of the connecting trusses is as follows:

The welding of the integrated truss is carried out in the order of "from bottom to top, and from the middle to both sides";

The general welding sequence for each truss layer is as follows: weld the lower chord, then the upper chord, and then the web members in sequence, following the principles of symmetrical welding, double welding of single members, and single welding of double members.

The welding sequence for the supplementary members is as follows: first weld the lower chord, then weld the diagonal web members, and finally weld the upper chord joints; welding proceeds from one side to the other; the welding is generally carried out according to the principle of double welding for single members and single welding for double members.

The welding sequence for a single weld bevel is as follows: the joints of the upper and lower chords and diagonal web members of the truss are all box-type joints, which mainly include two vertical welds, one flat weld and one overhead weld. Each joint is welded symmetrically by two welders.