A super-high heavy connecting truss wind-resistant lifting construction method

Abstract

The application relates to a super-high heavy connecting truss wind-resisting lifting construction method, and specifically comprises the following steps: S1, connecting truss segment assembling analysis; S2, bed frame arrangement and connecting truss assembling, wherein the connecting truss forms an orthogonal grid, and a horizontal wind-resisting fixed truss is assembled on the orthogonal grid; S3, lifting point setting; S4, connecting truss lifting, and tower horizontal counter-jacking. The application can enhance the wind load resistance capacity of the super-high heavy connecting truss in the lifting process.

Description

Technical Field

[0001] This invention relates to the field of connected truss construction, and in particular to a method for wind-resistant lifting construction of ultra-high heavy-duty connected trusses. Background Technology

[0002] For example, Chinese Utility Model Patent Publication No. CN 210594952 U discloses a wind-resistant device for the overall lifting of a steel truss structure. The wind-resistant device includes a frame and a first roller and a second roller located on the frame, each capable of rotating around its own axis. The projections of the axes of the first roller and the second roller onto the horizontal plane form an angle. The first roller includes a first abutting end; the second roller includes a second abutting end; the rolling trajectories of both the first and second rollers are the same as the lifting direction of the truss. This method achieves wind resistance by improving the lifting device, but it does not enhance the truss's ability to resist wind loads. Summary of the Invention

[0003] The purpose of this invention is to provide a wind-resistant lifting construction method for ultra-high heavy-duty connecting trusses, which can enhance the ability of ultra-high heavy-duty connected trusses to resist wind loads during the lifting process.

[0004] To achieve the above objectives, a wind-resistant lifting construction method for ultra-high heavy-duty connecting trusses was adopted, which specifically includes the following steps:

[0005] S1: Segmental assembly analysis of the continuous truss;

[0006] 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;

[0007] S3: Lift point settings;

[0008] S4: The truss structure is lifted, and the tower is horizontally inverted.

[0009] As a further improvement of the present invention, S1 includes:

[0010] 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.

[0011] The multi-story truss is vertically divided into multiple layers, and multiple rows are arranged in parallel between the two towers;

[0012] The load-bearing truss connects multiple rows of multi-story trusses, with a total of 1 vertical floor.

[0013] As a further improvement of the present invention, S2 includes:

[0014] 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;

[0015] S2.2: The cross-floor 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-floor truss facade follows the assembly sequence from bottom to top and from the middle to both sides.

[0016] As a further improvement to the present invention, the assembly of the multi-story truss facade includes two stages:

[0017] 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.

[0018] 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.

[0019] After the multi-story truss is assembled, force transmission bars are added vertically at both ends of the multi-story truss.

[0020] By using this method of switching the position of the jig, the nodes of the bottom chord are supported when assembling the bottom chord of the multi-layer truss, without directly supporting the chord body, thus preventing the chord body from bending due to its own weight.

[0021] After switching to the column top position, the column top position frame can directly support the node of the bottom upper chord, thereby transferring the weight of the giant multi-layer truss to the column top and preventing excessive bending of the load-bearing beam.

[0022] As a further improvement of the present invention, temporary fixing rods are provided on both sides of the wind-resistant fixed truss to connect the tower columns, and the temporary fixing rods are in the form of trusses.

[0023] As a further improvement of the present invention, S3 includes: setting the lifting points on the roof layer and the intermediate layer, and connecting the lifting device downward to the force transmission rods on both sides of the cross-layer truss.

[0024] As a further improvement of the present invention, S4 includes:

[0025] 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;

[0026] 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;

[0027] 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.

[0028] S4.4: Once the displacement result in S4.3 meets the requirements, design the corresponding anti-jacking device;

[0029] S4.5: The tower shall be reset as follows:

[0030] (1) The truss was lifted and positioned.

[0031] (2) Lock the elevator and install the anti-jacking device to apply a horizontal load;

[0032] (3) After the top is in place, insert the chord and then install the section;

[0033] (4) Reinstall the remaining post-installed rods;

[0034] (5) Remove the anti-roof device;

[0035] (6) Remove the jack.

[0036] As a further improvement of the present invention, 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.

[0037] As a further improvement to the present invention, the wind resistance measures during the lifting stage of the integrated truss are as follows:

[0038] Before lifting the truss, the wind-resistant cables, shackles, and guide chains required for horizontal restraint should be pre-installed at its outer nodes.

[0039] 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.

[0040] 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.

[0041] As a further improvement to the present invention, the welding sequence of the integral truss is as follows:

[0042] The welding of the integrated truss is carried out in the order of "from bottom to top, and from the middle to both sides";

[0043] 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.

[0044] 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.

[0045] 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.

[0046] This invention can enhance the ability of ultra-high heavy-duty continuous trusses to resist wind loads during the lifting process. Attached Figure Description

[0047] Figure 1 Elevation view of the roof truss structure.

[0048] Figure 2 This is a schematic diagram showing the arrangement of multi-story trusses and load-bearing trusses.

[0049] Figure 3 This is a schematic diagram of the distribution of nodes in the steel interconnection.

[0050] Figure 4 This is a schematic diagram showing the assembly sequence of the multi-layer truss and the load-bearing truss.

[0051] Figure 5 This is a schematic diagram showing the assembly sequence of a multi-story truss from bottom to top.

[0052] Figure 6 This is a schematic diagram showing the connection position between the formwork and the first-layer chord during the first-stage assembly of the multi-story truss facade.

[0053] Figure 7 This is a schematic diagram of the second-layer chord node support rod installed on the first-layer chord in the first-stage multi-layer truss facade assembly.

[0054] Figure 8 This is a schematic diagram of the assembly of the second-layer chord members in the first-stage multi-layer truss facade assembly.

[0055] Figure 9 A schematic diagram showing the setup of the column top support frame and temporary reinforcement rods for the second-stage multi-story truss facade assembly.

[0056] Figure 10 A schematic diagram of setting up a third-layer chord node support rod on the second-layer chord in the facade assembly of the second-segment multi-layer truss.

[0057] Figure 11 This is a schematic diagram of the assembly of the third-layer chord members in the facade assembly of the second-segment cross-story truss.

[0058] Figure 12 A schematic diagram showing force transmission bars installed on both sides of a multi-story truss.

[0059] Figure 13 This is a schematic diagram showing the arrangement of the lower chord and node support frame of the load-bearing truss.

[0060] Figure 14 This is a schematic diagram of the arrangement of support rods at the nodes of a load-bearing truss.

[0061] Figure 15 This is a schematic diagram of the arrangement of nodes on the upper chord of a load-bearing truss.

[0062] Figure 16 This is a schematic diagram showing the completed assembly of the upper chord of the load-bearing truss.

[0063] Figure 17 This is a schematic diagram of the first-stage jig arrangement.

[0064] Figure 18 This is a schematic diagram of the second-stage tire rack arrangement.

[0065] Figure 19 Plan layout of the wind-resistant fixed truss.

[0066] Figure 20 This is a schematic diagram of the intermediate layer lifter layout.

[0067] Figure 21 This is a schematic diagram of the roof lifting device layout.

[0068] Figure 22 This is a schematic diagram of the elevation layout of the elevator.

[0069] Figure 23 This is a structural schematic diagram of the lifting frame.

[0070] Figure 24 A calculation model for tower offset.

[0071] Figure 25This is a schematic diagram of the horizontal load elevation layout.

[0072] Figure 26 This is a schematic diagram of the horizontal load arrangement for the roof surface.

[0073] Figure 27 This is a schematic diagram of the horizontal load arrangement for the intermediate layer.

[0074] Figure 28 This is a model for calculating the tower's displacement.

[0075] Figure 29 This is a node diagram of the roof inverted top device.

[0076] Figure 30 This is a node diagram of the intermediate layer anti-top device.

[0077] Figure 31 This is a schematic diagram of the truss being lifted and positioned.

[0078] Figure 32 A diagram showing the load applied by the reverse jack to lock the lifting device.

[0079] Figure 33 This is a schematic diagram of the insertion of the chord section after the top is reversed and positioned.

[0080] Figure 34 A schematic diagram for installing the remaining post-installed rods.

[0081] Figure 35 To dismantle the anti-roof device.

[0082] Figure 36 This is a diagram illustrating the removal of the jack.

[0083] Figure 37 This is a detailed schematic diagram of the connection between the wind-resistant cable and the upper main structure.

[0084] Figure 38 This is a schematic diagram of the wind-resistant cable layout.

[0085] Figure 39 This is a schematic diagram of the wind-resistant cable facade layout.

[0086] Figure 40 This is a schematic diagram showing the arrangement of wind-resistant cables and guide ropes.

[0087] Figure 41 This is a schematic diagram of the connection node between the wind-resistant cable and the guide rope.

[0088] Figure 42 This is a schematic diagram of the overall welding sequence for the connected truss.

[0089] Figure 43 This is a schematic diagram showing the welding sequence for each truss layer.

[0090] Figure 44This is a schematic diagram of the welding sequence for subsequent supplementary members.

[0091] Figure 45 This is a schematic diagram of the welding of the square tube joint. Detailed Implementation

[0092] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0093] In the description of this invention, it should be noted that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing the invention and for simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on the invention. The terms "first," "second," and "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance. Furthermore, unless otherwise explicitly specified and limited, the terms "installed," "connected," and "linked" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal communication of two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0094] Example 1

[0095] like Figures 1-45 As shown, a method for wind-resistant lifting of an ultra-high heavy-duty connecting truss includes the following steps:

[0096] S1: Segmental assembly analysis of the continuous truss;

[0097] 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;

[0098] S3: Lift point settings;

[0099] S4: The truss structure is lifted, and the tower is horizontally inverted.

[0100] As a further improvement of the present invention, S1 includes:

[0101] 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.

[0102] The multi-story truss is vertically divided into multiple layers, and multiple rows are arranged in parallel between the two towers;

[0103] The load-bearing truss connects multiple rows of multi-story trusses, with a total of 1 vertical floor.

[0104] As a further improvement of the present invention, S2 includes:

[0105] 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;

[0106] S2.2: The cross-floor 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-floor truss facade follows the assembly sequence from bottom to top and from the middle to both sides.

[0107] In this embodiment, the assembly of the multi-story truss facade includes two stages:

[0108] 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.

[0109] 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.

[0110] After the multi-story truss is assembled, force transmission bars are added vertically at both ends of the multi-story truss.

[0111] In this embodiment, temporary fixing rods are provided on both sides of the wind-resistant fixed truss to connect the tower columns, and the temporary fixing rods are in the form of trusses.

[0112] In this embodiment, S3 includes: setting the lifting points on the roof layer and the intermediate layer, and connecting the lifting device downward to the force transmission rods on both sides of the cross-layer truss.

[0113] In this embodiment, S4 includes:

[0114] 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;

[0115] 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;

[0116] 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.

[0117] S4.4: Once the displacement result in S4.3 meets the requirements, design the corresponding anti-jacking device;

[0118] S4.5: The tower shall be reset as follows:

[0119] (1) The truss was lifted and positioned.

[0120] (2) Lock the elevator and install the anti-jacking device to apply a horizontal load;

[0121] (3) After the top is in place, insert the chord and then install the section;

[0122] (4) Reinstall the remaining post-installed rods;

[0123] (5) Remove the anti-roof device;

[0124] (6) Remove the jack.

[0125] In this embodiment, 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.

[0126] In this embodiment, the wind resistance measures during the lifting phase of the truss are as follows:

[0127] Before lifting the truss, the wind-resistant cables, shackles, and guide chains required for horizontal restraint should be pre-installed at its outer nodes.

[0128] 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.

[0129] 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.

[0130] In this embodiment, the welding sequence of the truss is as follows:

[0131] The welding of the integrated truss is carried out in the order of "from bottom to top, and from the middle to both sides";

[0132] 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.

[0133] 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.

[0134] 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.

[0135] Example 2

[0136] This invention provides a method for wind-resistant lifting of an ultra-high heavy-duty connecting truss, including a truss structure, a lifting device, a lifting frame, force transmission rods, temporary supports, an assembly jig, a jacking device, wind-resistant locks, guide ropes, etc. A schematic diagram of a wind-resistant lifting method for an ultra-high heavy-duty connecting truss is shown below. Figure 1 As shown.

[0137] 1. Analysis of truss segment assembly

[0138] like Figure 2 As shown, the connected truss mainly consists of 4 giant multi-layer trusses and 5 load-bearing trusses. During assembly, the above-mentioned trusses are assembled using the approach of "setting up temporary supports and hoisting in sections". The remaining frame beams are assembled in a natural segmented manner.

[0139] The four giant multi-story trusses are 35.3m high, divided into eight vertical layers, with a span of 63.7m.

[0140] Five load-bearing trusses are orthogonally arranged with the inter-floor trusses, with a height of 4.73m, a total of 1 floor vertically, and a maximum span of 27m.

[0141] 2. Frame arrangement and assembly

[0142] Considering the positional relationship between the truss and the concrete beams and columns, and taking into account the principle of placing the truss formwork on top of the concrete columns as much as possible, the schematic diagram of the joint distribution of the connected truss is as follows: Figure 3 .

[0143] The multi-story trusses are assembled from the center outwards to the north and south sides, while the load-bearing trusses are assembled from the center outwards to the east and west sides. On the facade of the multi-story trusses, the assembly sequence is from bottom to top and from the center outwards. Figure 4 and Figure 5 As shown.

[0144] In this embodiment, the truss facade assembly is divided into two stages.

[0145] Phase 1: Assemble the lower two layers of chords and load-bearing trusses of the multi-story truss. At this stage, the lower truss support frame is set at the truss node location, such as... Figures 6-8 As shown.

[0146] Second stage: Since the support frame for the second stage of truss assembly is not located at the node, in order to avoid the truss chords directly bearing concentrated loads, temporary reinforcement bars need to be set at the support frame location. At the same time, a frame is added at the top of the column to replace the frame at the node location in the first stage, ensuring that the weight of the truss is transferred to the concrete so that the concrete beam is no longer under stress.

[0147] Note: To ensure reasonable force transmission during truss lifting and structural safety, force transmission bars are added vertically at both ends of the truss.

[0148] Load-bearing truss assembly process: as follows Figures 13-16 As shown.

[0149] First-stage tire frame arrangement: (e.g., ...) Figure 17 As shown;

[0150] Second-stage tire rack arrangement: (e.g., ...) Figure 18 As shown;

[0151] Assembly Measures: Considering the influence of wind load during the assembly of the steel truss, assembly and fixing trusses are installed at the intersections of the longitudinal axes 1 / 1-8 and 1 / 1-12 with the transverse axes 1-E, 1-F, 1-J, and 1-K during the assembly process. The truss is arranged in a planar manner. Figure 19 As shown.

[0152] 3. Improvement point settings

[0153] Given the total weight to be lifted is 7213 tons, to ensure reasonable stress distribution and construction safety, the lifting points will be located on the roof and intermediate floors (51 floors). Figure 20

[0154] 4. Horizontal inverted roof design for the tower

[0155] During the lifting process, due to the eccentric bending moment, both the north and south towers experienced inward horizontal displacement. Controlling this horizontal displacement was the key to the successful lifting of the project.

[0156] Deformation analysis was performed by applying the lifting reaction force to the overall tower model. The maximum deformation of the tower during the lifting process was approximately 90 mm. Specific results are as follows: Figure 24 As shown.

[0157] The deformation cloud map is obtained based on the calculation model, but it is not shown in the figure.

[0158] Anti-top horizontal force value

[0159] Considering that the horizontal displacement of the top of the tower is Δ=90mm, which is relatively small, we will apply a horizontal load to the tower using hydraulic jacks to restore the horizontal displacement of the tower to a reasonable state.

[0160] Establish a tower displacement calculation model as follows Figure 28 As shown, the tower displacement results and the lifting state chord joint interface displacement results are obtained.

[0161] According to the displacement results, the horizontal displacement of the tower is significantly reduced under horizontal load; at the same time, the horizontal displacement of the members at the interface does not exceed 15mm, and this deviation can be adjusted by the weld gap.

[0162] Anti-top device design

[0163] In this embodiment, the anti-jacking device consists of an anti-jacking support, anti-jacking support rods, and hydraulic jacks. The anti-jacking support is made of PL1000X500X40 steel plate, and the anti-jacking support rods are made of P500X16 circular tubes, both made of Q345B steel. The anti-jacking support is welded to the lifting bracket and the chord of the lifting truss. The anti-jacking support rods and jacks are installed after the truss is lifted into place. Figures 29-30 As shown.

[0164] Tower repositioning process, such as Figures 31-36 As shown.

[0165] 5. Enhance windproofing measures

[0166] The hydraulic synchronous hoist features a unique mechanical and hydraulic self-locking device, ensuring the continuous truss can remain suspended in the air for extended periods during the lifting process. In this embodiment, the continuous truss has a large windward surface. To prevent the impact of sudden strong winds, ensure absolute safety during the overall lifting process, and consider the need for high-altitude alignment accuracy and adjustments, the continuous truss can be temporarily connected to the permanent tower structure via wind-resistant cables when suspended in the air or in case of emergencies. This connection limits the horizontal sway of the continuous truss and facilitates fine-tuning.

[0167] Before lifting the connected truss structure unit off the ground, the wind-resistant cables, shackles, and guide chains required for horizontal limiting should be pre-installed at its outer nodes for easy access.

[0168] according to Figure 37 Temporary wind-resistant cables are installed to connect the lifted structure to the surrounding towers, and the cables are tightened using 25t chain guides. The angle between the cable tie direction and the wind load direction is approximately 75°, and the entire wind load is borne by 16 wind-resistant cables on one side.

[0169] The wind-resistant cable calculation considers 14 cables participating in the stress, with an additional 2 cables as a safety reserve. Therefore, the wind load value it receives is T = 934.38 / (14cos75°) = 257.86 kN. When selecting steel strand as the wind-resistant cable, the safety factor should not be less than 3.5. Therefore, a steel wire rope with a diameter of not less than 44 mm and a strength grade of 1570 MPa is selected. Its breaking strength is 970 kN, and the safety factor is 970 / 257.86 = 3.76 > 3.5. A large-tonnage D-type shackle with a safety load of 320 kN can meet the construction requirements.

[0170] During the tandem lifting phase, if the wind force exceeds the allowable value or the lifting work enters the night, the lifting must be stopped immediately, and the tandem truss must be fixedly connected to the main tower. To ensure that the wind-resistant cable can be easily connected to the tower, guide ropes are installed along the steel columns of the tower, and shackles are installed at the ends of the wind-resistant cable and connected to the guide ropes of the main tower. When the main truss is lifted, the end of the wind-resistant cable connected to the tower slides along the guide rope. When the lifting truss needs to be urgently connected to the tower, the construction personnel can quickly unload the wind-resistant cable from the guide rope and connect it to the upper ear plate of the tower through a chain hoist.

[0171] Truss welding sequence

[0172] 1) Assembly sequence of the integrated truss

[0173] The entire truss frame is welded in a sequence from bottom to top and from the middle outwards. Figure 41 .

[0174] 2) Welding sequence for each truss layer

[0175] The general welding sequence for each truss floor is as follows: weld the lower chord, then the upper chord, and finally the web members, following the principles of symmetrical welding, double welding of single members, and single welding of double members. Figure 42 Diagram showing the sequence of weld joints:

[0176] 3) Welding sequence of the post-repair rod

[0177] The general sequence for high-altitude jointing and welding of supplementary members in the connected truss structure 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; and welding is generally carried out according to the principle of double welding for single members and single welding for double members. Figure 44 Interface sequence diagram:

[0178] 4) Welding sequence for a single weld bevel

[0179] The joints of the truss's upper and lower chords and diagonal web members are all box-type joints, mainly consisting of two vertical welds, one flat weld, and one overhead weld. Each joint is welded symmetrically by two welders, and the welding sequence is as follows: Figure 45 As shown.

[0180] This embodiment ensures the safety of the lifting process of the ultra-high heavy-duty interconnected truss.

[0181] The above description, in conjunction with specific preferred embodiments, provides a further detailed explanation of the present invention. It should not be construed that the specific implementation of the present invention is limited to these descriptions. For those skilled in the art, several equivalent substitutions or obvious modifications can be made without departing from the concept of the present invention, and all such modifications, achieving the same performance or purpose, should be considered within the scope of protection of the present invention.

Claims

1. A method for wind-resistant lifting construction of ultra-high heavy-duty connecting trusses, characterized in that... Specifically, the steps include the following: S1: Segmental 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 segmented 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 following wind-resistant measures are taken during the lifting phase of the truss structure: 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 wind-resistant lifting construction method for ultra-high heavy-duty connecting trusses according to claim 3, characterized in that... The welding sequence for the truss assembly is as follows: The welding of the integrated truss is carried out in the order of "from bottom to top, 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.

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