Tower connection coordination device and implementation method thereof

Abstract

The invention discloses a tower connection coordination device and an implementation method thereof, and relates to the technical field of civil engineering, the tower connection coordination device is used in an unequal-strength double (multi) tower connection structure, the unequal-strength double (multi) tower connection structure comprises a connecting body, a main tower and a supporting tower, the main tower is connected with the supporting tower through the connecting body, and the main tower is connected with the supporting tower through the connecting body. The one-piece coordination device is arranged between the connecting body and the supporting tower; the main tower and the supporting tower are completely different in plane arrangement, floor height, floor number and structural dynamic characteristics, and the structural rigidity of the main tower in the two directions of the plane is 2-3 times that of the supporting tower. The one-piece coordination device is arranged between the connecting body and the top of the supporting tower connecting vertical component of the supporting tower. The problems that in the prior art, cooperative work of unequal-strength connected structures is difficult, component stress is complex, and mutual sliding control, anti-collision control and anti-falling control of connecting bodies and towers are difficult are solved.

Description

Technical Field

[0001] The invention relates to the technical field of civil engineering, and in particular to a tower-connected coordination device and a realization method thereof. Background Art

[0002] The connected structure is increasingly favored by architects due to its diverse appearance and functions. As the requirements for building functions become increasingly complex, the floor plans, number of floors, and floor heights of the towers connected to the connector are often different, resulting in large differences in the tower structural stiffness and dynamic characteristics, forming a double (multi) tower connected structure of unequal strength. For the double (multi) tower structure of unequal strength, due to the differences in the tower's own structural stiffness and dynamic characteristics, the vibration of the tower under the action of horizontal force is asynchronous and uncoordinated.

[0003] At present, the traditional connection forms between the connector and the tower in the connected structure are mainly rigid connection and sliding connection. Rigid connection generally requires that the tower connected to the connector should have the same or similar body shape, plane and rigidity. The connector coordinates the deformation of the connected tower under the action of horizontal force and transmits the horizontal force; the sliding connection usually sets a corbel component on the outside of the tower facade, and sets a deformation joint between the connector and the tower along the vertical direction to form independent structural units to achieve sliding between the connector and the tower.

[0004] When a connector is set at a high position to form a double (multi) tower structure with unequal strength, if a rigid connection is used between the connector and the tower, the towers will vibrate asynchronously or even in the opposite direction due to different structural stiffness, and there will be mutual interference between the towers. At this time, it will be more difficult for the connector to coordinate the force and deformation of the tower under the action of horizontal force. The connector itself is subject to greater force, the connector rods are large in size, and the components connected to the connector in the tower are subject to complex forces within the height range of the connected layer and the upper and lower adjacent layers, which increases the difficulty of design; If a sliding connection is used between the connector and the tower, the asynchronous vibration of the tower will cause an increase in the amount of slip between the connector and the tower. In order to ensure sufficient slip, the width of the expansion joint is generally large, which seriously affects the shape of the building facade and also makes it more difficult to control the overall structure's anti-collision and anti-fall properties. Summary of the invention

[0005] The purpose of the present invention is to provide a tower-connected coordination device and an implementation method thereof, which can effectively solve the problems in the prior art of unequal strength connected structures (the stiffness ratio of the tower structures in two directions of the building plane reaches 2 to 3) that are difficult to work in coordination, complex force on components, and difficulty in controlling the mutual sliding, anti-collision and anti-falling between the connector and the tower.

[0006] To achieve the above object, the present invention adopts the following technical solution: A tower joint coordination device is used in a double (multiple) tower joint structure of unequal strength. The double (multiple) tower joint structure of unequal strength includes a connector, a main tower and a supporting tower. The main tower and the supporting tower are connected by the connector. The joint coordination device is arranged between the connector and the supporting tower. The main tower and the supporting tower are completely different in terms of plan layout, floor height, number of floors and structural dynamic characteristics. The structural stiffness of the main tower in both directions of the plane is 2 to 3 times that of the supporting tower. The connected coordination device is arranged between the top of the vertical components connected to the supporting tower of the connector and the supporting tower; the connected coordination device includes a vertical supporting device, a horizontal elastic device, a horizontal damping device and a horizontal limiting device.

[0007] Further preferred technical solution: the vertical support device uses a polytetrafluoroethylene elastic slide plate support; The horizontal elastic device uses a steel spring or an elastic steel plate; The horizontal damping device uses a damping plate; The horizontal limit device uses a viscous damper.

[0008] A further preferred technical solution is that the friction coefficient of the polytetrafluoroethylene elastic slide support is between 0.01 and 0.10.

[0009] A further preferred technical solution is: the vertical support device and the horizontal elastic device are combined into one component to form a combined component 1, and the combined component 1 uses a natural rubber bearing; The horizontal damping device uses a damping plate; The horizontal limit device uses a viscous damper.

[0010] A further preferred technical solution is: the vertical support device, the horizontal elastic device and the horizontal damping device are combined into one component to form a combined component 2, and the combined component 2 uses a lead rubber bearing; The horizontal limit device uses a viscous damper.

[0011] Further preferred technical solution: the vertical support device has a vertical compressive stiffness K v , used to support the vertical static load transmitted by the connector. Under the vertical static load, the compressive stress σ of the vertical support device - ≤σ - lim And the tensile stress σ + ≤0.

[0012] Further preferred technical solution: the horizontal elastic device has a horizontal stiffness K h , and has automatic reset capability.

[0013] Further preferred technical solution: the horizontal damping device can provide damping.

[0014] The method for implementing the tower-joined coordination device comprises the following steps: Step 1: Determine the tower structure model; establish separate calculation models for the main tower and the supporting tower, use the elastic plate calculation assumption that truly reflects the floor stiffness and the load-related Ritz vector method (WYD-RITZ method) to perform calculations, analyze the structural stiffness and dynamic characteristics of the main tower and the supporting tower, ensure that the dynamic characteristics of the tower meet the specifications, and determine the stiffness ratio γ and dynamic characteristic difference between the main tower and the supporting tower; Step 2: Determine the design objectives of the joint coordination device; use general finite element analysis software to establish an overall calculation model including the connector, the main tower and the supporting tower. The connector and the supporting tower are rigidly connected. Use the calculation assumptions and analysis methods in step 1 to perform static and dynamic calculation analysis of the overall structure, obtain the dynamic characteristics of the overall structure such as the structural natural vibration period and inter-story displacement and the internal force of the key rods of the connector under the action of horizontal force, and determine the design objectives of the joint coordination device: the internal force limit value of the key rods of the connector [N i ], the relative deformation limit value [U] between the connector and the supporting tower; Step 3: Select the preliminary scheme of the joint coordination device; according to the axial force of the vertical components at the connection between the connector and the supporting tower under the static load condition in step 2, and the internal force results of the key rods of the connector, according to the bearing compressive stress σ under the static load condition - ≤σ - lim And the support tensile stress σ + ≤0, the layout position, size and quantity of the conjoined coordination device are preliminarily selected, and the relevant parameters of the conjoined coordination device are preliminarily selected: horizontal equivalent stiffness K eq , equivalent damping ratio ξ, yield strength Q d etc. The said one-piece coordination device adopts a lead rubber bearing; Step 4: dynamic calculation and analysis of the overall structure; according to the calculation result of the tower stiffness ratio γ in step 1 and the preliminary selection scheme of the joint coordination device in step 3, a joint coordination device is set at the connection position between the connector and the supporting tower in the overall structure model of step 2, and the relevant parameters of the joint coordination device are used for dynamic calculation and analysis to obtain the dynamic characteristics of the overall structure and the internal force N of the key rod of the connector under the action of horizontal force. i and the relative deformation U between the connector and the supporting tower, etc.; Step 5: Determine the design result of the conjoined coordination device: According to the calculation result of step 4, determine whether the design result of the conjoined coordination device is reasonable: The dynamic characteristics of the overall structure meet the relevant regulations, such as the internal force N of the main rods of the connector under the action of horizontal force. i ≤[N i ], and the deformation between the connector and the supporting tower is U≤[U], then the design of the joint coordination device is reasonable; As described above, the internal force N of the main rods of the connector under the action of horizontal force i 》[N i ], or the deformation between the connector and the supporting tower U>[U], then the design of the conjoined coordination device does not meet the requirements, return to step 4, and adjust the horizontal equivalent stiffness K of the conjoined coordination device eq , equivalent damping ratio ξ, yield strength Q d etc. parameters, and re-calculate and analyze the dynamics of the overall structure; As described above, the internal force N of the main rods of the connector under the action of horizontal force i ≤[N i ], and the deformation between the connector and the supporting tower is U>[U], but the difference is general, proceed to step six; Step 6: adding a horizontal limit device to the connected coordination device; when the deformation U between the connector and the supporting tower under the action of the horizontal force is greater than [U], but the difference is not large, according to the calculation result of step 4, adding a horizontal limit device to the connected coordination device, the horizontal limit device adopts a viscous damper, and the design parameters of the viscous damper are considered in the overall structural dynamic calculation model of step 4, and an overall dynamic analysis is performed to obtain a new overall structural dynamic characteristic result and the deformation U between the connector and the supporting tower under the action of the horizontal force; If the dynamic characteristics of the overall structure meet the relevant regulations after the viscous damper is installed, the internal force N of the main rod of the connector under the action of horizontal force i ≤[N i ], the deformation U between the connector and the supporting tower is ≤ [U], then the design of the connected coordination device meets the requirements and the design of the connected coordination device is completed.

[0015] Compared with the prior art, the present invention has the following characteristics and beneficial effects: The present invention proposes a tower-connected coordination device and an implementation method thereof. For the tower-connected coordination device, one end of the connector is arranged at the middle and upper part of the main tower, and the other end is arranged at the top of the supporting tower. According to the structural stiffness ratio and dynamic characteristic differences of the towers connected to the connector, the performance parameters of the connector coordination device arranged between the connector and the supporting tower are adjusted to achieve a limited rigid connection between the connector and the supporting tower, which not only achieves coordinated deformation and common force of the connector and the connected towers of unequal strength under the action of horizontal force, but also greatly reduces the internal force of the connector itself and the components connected to the towers. The market prospect is broad, and there are good social and economic benefits. BRIEF DESCRIPTION OF THE DRAWINGS

[0016] Figure 1 This is a three-dimensional schematic diagram of the unequal strength double (multi) tower connected structure of the present invention. Figure 1 ; Figure 2 This is a three-dimensional schematic diagram of the unequal strength double (multi) tower connected structure of the present invention. Figure 2 ; Figure 3 This is a three-dimensional schematic diagram of the unequal strength double (multi) tower connected structure of the present invention. Figure 3 ; Figure 4 is an enlarged detailed view of the conjoined coordination device of the present invention; Figure 5 This is a schematic diagram of the construction of a double (multi) tower connected structure of unequal strength according to the present invention (I); Figure 6 This is a schematic diagram of the construction of the unequal strength double (multi) tower connected structure of the present invention (II); Figure 7 This is a schematic diagram of the construction of the unequal strength double (multi) tower connected structure of the present invention (III); Figure 8 This is a schematic diagram of the construction of the unequal strength double (multi) tower connected structure of the present invention (IV); Fig. 9 Schematic diagram of a temporary tensile device for a lead rubber bearing according to the present invention; Fig.10 It is a cross-sectional schematic diagram of a temporary tensile device of a lead rubber bearing of the present invention; Reference numerals: 1-connector; 11-connector steel truss; 12-connector steel beam; 13-connector floor slab; 14-horizontal support member; 15-connector steel truss extension part; 111-pre-installed section on the main tower side of the connector; 112-pre-installed section on the supporting tower side of the connector; 113-middle lifting section of the connector; 114-rear supplementary section of the connector; 115-temporary reinforcement member of the connector; 2-main tower; 21-vertical components connected to the main tower; 22-steel components; 3-supporting tower; 31-vertical components connected to the supporting tower; 4-joint coordination device; 41-lead rubber bearing; 42-viscous damper; 43-temporary tensile device of lead rubber bearing; 5-Lifting bracket; 6-Lifting the steel strand. DETAILED DESCRIPTION

[0017] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0018] See also Figure 1-10 As shown, the present invention provides a tower-joined coordination device and an implementation method thereof, wherein the tower-joined coordination device is used in a double (multiple) tower-joined structure of unequal strength, wherein the double (multiple) tower-joined structure of unequal strength comprises a connector (1), a main tower (2) and a supporting tower (3), wherein the main tower (2) and the supporting tower (3) are connected via the connector (1), and is characterized in that the joint coordination device (4) is arranged between the connector (1) and the supporting tower (3).

[0019] The main tower and the supporting tower are completely different in plane layout, floor height, number of floors and structural dynamic characteristics. The structural stiffness of the main tower in both directions of the plane is 2 to 3 times that of the supporting tower.

[0020] The connected coordination device (4) is arranged between the connector (1) and the top of the vertical component (31) connected to the supporting tower of the supporting tower (3); the connected coordination device (4) comprises a vertical supporting device, a horizontal elastic device, a horizontal damping device and a horizontal limiting device.

[0021] Embodiment 1: The vertical support device uses a polytetrafluoroethylene elastic slide plate support.

[0022] The horizontal elastic device is made of steel springs or elastic steel plates.

[0023] The horizontal damping device uses a damping plate.

[0024] The horizontal limit device uses a viscous damper (42).

[0025] The friction coefficient of the polytetrafluoroethylene elastic slide support is between 0.01 and 0.10.

[0026] Embodiment 2: The vertical supporting device and the horizontal elastic device are combined into one component to form a combined component 1, and the combined component 1 uses a natural rubber bearing.

[0027] The horizontal damping device uses a damping plate.

[0028] The horizontal limit device uses a viscous damper.

[0029] Embodiment three: The vertical support device, the horizontal elastic device and the horizontal damping device are combined into one component to form a combined component 2, and the combined component 2 uses a lead rubber bearing (41).

[0030] The horizontal limit device uses a viscous damper.

[0031] The vertical support device has a vertical compressive stiffness K v , used to support the vertical static load transmitted by the connector. Under the vertical static load, the compressive stress σ of the vertical support device - ≤σ - lim And the tensile stress σ + ≤0.

[0032] The horizontal elastic device has a horizontal stiffness K h , and has automatic reset capability.

[0033] Horizontal damping devices can provide damping.

[0034] A method for implementing a tower-connected coordination device, comprising the steps of: Step 1: determining the tower structure model; establishing separate calculation models for the main tower (2) and the supporting tower (3), using an elastic plate calculation assumption that truly reflects the floor stiffness and a load-related Ritz vector method (WYD-RITZ method) to perform calculations, analyzing the structural stiffness and dynamic characteristics of the main tower (2) and the supporting tower (3), ensuring that the dynamic characteristics of the towers meet the requirements of the specification, and determining the stiffness ratio γ and the difference in dynamic characteristics between the main tower (2) and the supporting tower (3); Step 2: determine the design objectives of the connected coordination device; use general finite element analysis software to establish an overall calculation model including the connector (1), the main tower (2) and the supporting tower (3), the connector (1) and the supporting tower (3) are rigidly connected, and the calculation assumptions and analysis methods in step 1 are used to perform static and dynamic calculation analysis of the overall structure to obtain various dynamic characteristics of the overall structure such as the structural natural vibration period and inter-story displacement and the internal force of the key rods of the connector (1) under the action of horizontal force, and determine the design objectives of the connected coordination device: the internal force limit value of the key rods of the connector (1) [N i ], the relative deformation limit value [U] between the connector (1) and the supporting tower (3); Step 3: Select a preliminary solution for the joint coordination device; according to the axial force of the vertical components at the connection between the connector (1) and the supporting tower (3) under the static load condition in step 2, and the internal force results of the key rods of the connector (1), according to the bearing compressive stress σ under the static load condition - ≤σ - lim And the support tensile stress σ+ ≤0, the layout position, size and quantity of the conjoined coordination device (4) are preliminarily selected, and the relevant parameters of the conjoined coordination device (4) are preliminarily selected: horizontal equivalent stiffness K eq , equivalent damping ratio ξ, yield strength Q d Etc. The conjoined coordination device adopts a lead rubber bearing (41); Step 4: dynamic calculation and analysis of the overall structure; based on the calculation result of the tower stiffness ratio γ in step 1 and the preliminary selection scheme of the joint coordination device (4) in step 3, a joint coordination device is set at the connection position between the connector (1) and the supporting tower (3) in the overall structure model of step 2, and dynamic calculation and analysis are performed using relevant parameters of the joint coordination device to obtain various dynamic characteristics of the overall structure and the internal force N of the key rod of the connector (1) under the action of horizontal force. i and the relative deformation U between the connector (1) and the supporting tower (3); Step 5: Determine the design result of the conjoined coordination device: Based on the calculation result of step 4, determine whether the design result of the conjoined coordination device (4) is reasonable: The dynamic characteristics of the overall structure meet the relevant regulations, such as the internal force N of the main rod of the connector (1) under the action of horizontal force i ≤[N i ], and the deformation U between the connector (1) and the supporting tower (3) is ≤ [U], then the joint coordination device (4) is reasonably designed; As described above, the internal force of the main members of the connector (1) under the action of horizontal force N i 》[N i ], or the deformation U>[U] between the connector (1) and the supporting tower (3), then the design of the conjoined coordination device (4) does not meet the requirements, and the process returns to step 4 to adjust the horizontal equivalent stiffness K of the conjoined coordination device (4). eq , equivalent damping ratio ξ, yield strength Q d etc., and re-calculate and analyze the dynamics of the overall structure; As described above, the internal force N of the main rods of the connector under the action of horizontal force i ≤[N i ], and the deformation U between the connector (1) and the supporting tower (3) is greater than [U], but the difference is general, and the process proceeds to step six; Step 6: adding a horizontal limit device to the connected coordination device; when the deformation U between the connecting body (1) and the supporting tower (3) under the action of horizontal force is greater than [U], but the difference is not large, according to the calculation result of step 4, adding a horizontal limit device to the connected coordination device (4), the horizontal limit device adopts a viscous damper (42), and the design parameters of the viscous damper (42) are considered in the overall structural dynamic calculation model of step 4, and an overall dynamic analysis is performed to obtain a new overall structural dynamic characteristic result and the deformation U between the connecting body (1) and the supporting tower (3) under the action of horizontal force; If the dynamic characteristics of the overall structure meet the relevant regulations after the viscous damper (42) is installed, the internal force N of the main rod of the connector (1) under the action of horizontal force is i ≤[N i ], the deformation U between the connector (1) and the supporting tower (3) is ≤ [U], then the design of the connected coordination device (4) meets the requirements, and the design of the connected coordination device is completed.

[0035] One end of the connector 1 is arranged at the middle and upper part of the main tower 2, and the other end is arranged at the top of the supporting tower 3; the main tower 2 and the supporting tower 3 are completely different in plane layout, floor height, number of floors and structural dynamic characteristics, and the structural stiffness of the main tower 2 in two directions of the plane is 2 to 3 times that of the supporting tower 3; the connector 1 is rigidly connected to the main tower 2, and a limited rigid connection is achieved with the supporting tower 3 through a joint coordination device 4 arranged at the connection position.

[0036] The number of layers of the interconnect 1 is generally 1 to 5, and preferably, the number of layers of the interconnect 1 is 2 to 3.

[0037] The connector 1 includes a connector steel truss 11, and may also include a connector steel beam 12 arranged on the connector steel truss 11 and a connector floor 13 supported on the connector steel beam; the rigidity and strength of the connector steel truss 11 meet the use requirements under static load, and its vertical deformation is less than 1 / 400 of its span; the connector floor 13 has a certain effective width in the direction perpendicular to the plane of the connected tower, and preferably, the effective width of the connector floor 13 should be greater than 40% of the plane size of the connector 1 in this direction.

[0038] In addition, the connector 1 may further include a horizontal support member 14 disposed below the connector floor 13 for enhancing the rigidity of the connector 1 and transmitting horizontal force, and the horizontal support member is a steel structure.

[0039] It is understandable that the specific structure of the connector 1 is not limited thereto, and various changes may be made to the connector 1.

[0040] The main tower 2 has sufficient rigidity and strength, and its own structural performance, such as structural natural vibration period, inter-story displacement, etc., must meet the relevant requirements of the "Code for Seismic Design of Buildings (GB 50010)" and other regulations to ensure the stress safety under the action of horizontal forces such as earthquakes and wind loads; the main tower 2 can adopt a frame-core tube structure.

[0041] The main tower 2 is connected to the connector 1 in the main tower 2. A steel member 22 is arranged within the height range of the connector 1 and extends two layers upward and downward. The cross section of the steel member 22 can be H-shaped steel and / or rectangular steel pipe, round steel pipe.

[0042] The connecting steel truss extension part 15 of the connecting steel truss 11 extending into the main tower 2 has at least one span, preferably, the connecting steel truss extension part 15 has two spans; the connecting steel truss extension part 15 and the steel member 22 are rigidly connected.

[0043] The supporting tower 3 has sufficient rigidity and strength, and its own structural properties, such as structural natural vibration period, inter-story displacement, etc., must meet the relevant requirements of the "Code for Seismic Design of Buildings (GB 50010)" and other regulations to ensure the safety of force under horizontal forces such as earthquakes and wind loads, and can withstand the vertical forces transmitted by the connector 1 and the main tower 2; the structural rigidity K3 of the supporting tower 3 and the structural rigidity K2 of the main tower 2 have the following relationship: K3∈[1 / 3,1 / 2]K2, and the dynamic characteristics of the supporting tower 3 and the main tower 2 in two directions in the horizontal plane where the tower structure is located are completely different; the supporting tower 3 can adopt a frame-shear wall structure.

[0044] The connected coordination device 4 is arranged on the top of the supporting tower connected vertical member (31) of the supporting tower 3 and is connected to the connector 1; the connected coordination device 4 includes but is not limited to: a lead rubber bearing 41 and a viscous damper 42; the lead rubber bearing and the viscous damper are elastic devices well known to those skilled in the art, and their specific structures are not described again.

[0045] By adjusting the performance parameters of the lead rubber bearing 41 and the viscous damper 42, a limited rigid connection between the connector 1 and the supporting tower 3 is achieved, and the coordinated work between the connector 1, the main tower 2 and the supporting tower 3 is achieved, which greatly reduces the internal forces of the connector steel truss 11, the vertical components 21 connected to the main tower and the vertical components 31 connected to the supporting tower under the action of horizontal forces.

[0046] The construction method of the unequal strength double (multi) tower connected structure including the connected coordination device (taking the unequal strength double tower connected structure with the connected coordination device using lead rubber bearings as an example), the steps are briefly described as follows: Step 1: According to the positional relationship between the connector and the main tower and the supporting tower in the plane of the unequal strength double-tower connected structure, the connector is divided into a pre-installed section on the main tower side of the connector, a pre-installed section on the supporting tower side of the connector, a middle lifting section of the connector, and a post-supplement section of the connector; Step 2: Construction of the main structure of the main tower and the supporting tower, wherein the main structure of the main tower includes the pre-assembled section of the main tower side of the connector, and the vertical components connected to the supporting tower are constructed to the elevation height connected to the connector; Step 3: Install the lead rubber bearings on the top of the vertical components connected to the supporting tower, and assemble the steel structure of the middle lifting section of the connector on the ground at the same time; Step 4: The steel structure of the pre-installed section on the tower side of the connector is constructed and connected to the lead rubber bearing. At the same time, the viscous damper and the temporary tensile device of the lead rubber bearing are installed. The temporary tensile device can be made of tensile steel plates or tensile steel bars; the concrete floor slab of the pre-installed section on the tower side of the connector is poured; Step 5: Lift the steel structure of the middle lifting section of the connector, install the lifting bracket on the pre-installed section on the main tower side and the pre-installed section on the supporting tower side, use the lifting device to lift the middle lifting section of the connector to the designed elevation, and weld it to the steel structure of the pre-installed section on the main tower side and the pre-installed section on the supporting tower side; Step 6: Carry out the construction of the connector's supplementary section, the connector is formed into a whole, the hoisting and lifting device is removed, and the remaining part of the connector is poured with concrete floor slab; Step 7: After the connector floor reaches the designed strength and forms a whole, the temporary tensile device of the lead rubber bearing is removed.

[0047] The construction method of the unequal strength double (multi) tower connected structure including the connected coordination device (taking the unequal strength double tower connected structure with the connected coordination device using lead rubber bearings as an example), the detailed steps are as follows: Step 1: Construction of the main structure of the towers on both sides: like Figure 8 to Figure 10 As shown, according to the plane position relationship between the connector 1 and the main tower 2 and the supporting tower 3 in the unequal strength double-tower connected structure, the connector 1 is divided into a connector main tower side pre-installed section 111, a connector supporting tower side pre-installed section 112, a connector middle lifting section 113 and a connector post-supplement section 114.

[0048] In order to ensure that the middle lifting section 113 of the connector can be lifted into place and can be smoothly connected with the pre-installed section 111 on the main tower side of the connector and the pre-installed section 112 on the supporting tower side of the connector, the connector 1 is divided into sections according to the principle of staggered rods of each layer in each section. The break of the topmost rod of the middle lifting section 113 of the connector is farthest from the rods of the pre-installed section 111 on the main tower side of the connector and the pre-installed section 112 on the supporting tower side of the connector, and the minimum staggered distance of each layer of rods is 100 to 200 mm.

[0049] In some embodiments, in order to reduce the stress and deformation of the main tower side pre-installed section 111, the connector supporting tower side pre-installed section 112, and the connector middle lifting section 113 during the lifting and hoisting process, a connector temporary reinforcement member 115 is also included; the connector temporary reinforcement member 115 is usually arranged on the main truss facade of the connector middle lifting section 113 and the part that needs to be reinforced to ensure stability due to lifting disconnection, and can be one or a group of diagonal braces, welded and supported between the chords and / or webs of the steel truss; the specific needs to be determined according to the lifting simulation analysis results.

[0050] The main structure of the main tower 2 and the supporting tower 3 is constructed, wherein the main structure of the main tower 2 includes the pre-assembled section 111 of the main tower side of the connector, and the vertical components 31 connected to the supporting tower are constructed to the elevation height connected to the connector 1; Step 2: Assembling the middle lifting section of the connector and the pre-installed section of the connector supporting the tower side: like Fig. 9 As shown, a lead rubber bearing 41 is installed on the top of the vertical member 31 connected to the supporting tower, and the ground assembly of the structure of the intermediate lifting section 113 of the connector is carried out at the same time; the preassembled section 112 on the supporting tower side of the connector is constructed and connected to the lead rubber bearing 41, and the viscous damper 42 and the temporary tensile device 43 of the lead rubber bearing are installed at the same time; the temporary tensile device 43 can be made of tensile steel plates or tensile steel bars, and the specifications and quantity of the tensile steel plates or tensile steel bars are determined according to calculations, and finally the concrete floor slab of the preassembled section 112 on the supporting tower side of the connector is poured.

[0051] Step 3: Lifting of the middle lifting section of the connector: like Fig.10 As shown, a lifting bracket 5 is installed on the pre-installed section 111 on the main tower side of the connector and the pre-installed section 112 on the supporting tower side of the connector, and a lifting device is used to lift the middle lifting section 113 of the connector to the designed elevation through the lifting steel strand 6, and the lifting section 113 is connected to the pre-installed section 111 on the main tower side of the connector and the pre-installed section 112 on the supporting tower side of the connector; The lifting bracket 5 adopts a cantilever triangular steel truss structure. The cross-section of the steel truss can be H-shaped steel or rectangular steel pipe. Preferably, the cross-section of the steel truss is H-shaped steel, which is convenient for connection with the pre-installed section 111 on the main tower side of the connector and the pre-installed section 112 on the supporting tower side of the connector. The cross-section of the steel truss rod is determined according to the lifting load calculation.

[0052] The lifting device adopts the hydraulic lifter commonly used in the construction technology of building component lifting and installation. It is mainly composed of an upper anchor mechanism, a main lifting hydraulic cylinder and a lower anchor mechanism. The load-bearing steel strand passes through the middle to achieve the overall synchronous lifting of large-tonnage, large-span and large-area components. The hydraulic lifter is determined according to the principle of meeting the requirements of the hydraulic lifting force of the middle lifting section 113 of the connector and making each hydraulic device evenly loaded. One end of the lifting steel strand 6 is connected to the lifting bracket 5, and the other end is connected to the middle lifting section 113 of the connector. The cross section of the steel strand is determined by calculating the gravity load of the middle lifting section 113 of the connector.

[0053] Step 4: Construction of the connector backfill section and removal of the temporary tensile device of the lead rubber bearing: After the middle lifting section 113 of the connector is connected with the pre-installed section 111 on the main tower side of the connector and the pre-installed section 112 on the supporting tower side of the connector, the connector supplementary section 114 is constructed to make the connector 1 a whole, and the lifting device and the temporary reinforcement member 115 of the connector are removed.

[0054] The remaining concrete floor slab of the connector 1 is poured, and after the floor slab of the connector 1 reaches the designed strength and forms an integral body, the temporary tensile device 43 of the lead rubber bearing is removed.

[0055] It will be apparent to those skilled in the art that the invention is not limited to the details of the exemplary embodiments described above and that the invention can be implemented in other specific forms without departing from the spirit or essential features of the invention. Therefore, the embodiments should be considered exemplary and non-limiting in all respects, and the scope of the invention is defined by the appended claims rather than the foregoing description, and it is intended that all variations falling within the meaning and scope of the equivalent elements of the claims be included in the invention. Any reference numeral in a claim should not be considered as limiting the claim to which it relates.

[0056] In addition, it should be understood that although the present specification is described according to implementation modes, not every implementation mode contains only one independent technical solution. This description of the specification is only for the sake of clarity. Those skilled in the art should regard the specification as a whole. The technical solutions in each embodiment may also be appropriately combined to form other implementation modes that can be understood by those skilled in the art.

Claims

1. A tower-joined coordination device, characterized in that: Used in a double (multiple) tower connected structure of unequal strength, the double (multiple) tower connected structure of unequal strength comprises a connecting body (1), a main tower (2) and a supporting tower (3), the main tower (2) and the supporting tower (3) being connected via the connecting body (1), characterized in that: a connected body coordination device (4) is arranged between the connecting body (1) and the supporting tower (3); The main tower and the supporting tower are completely different in terms of plan layout, floor height, number of floors and structural dynamic characteristics. The structural stiffness of the main tower in both directions of the plane is 2 to 3 times that of the supporting tower. The connected coordination device (4) is arranged between the connector (1) and the top of the vertical component (31) connected to the supporting tower of the supporting tower (3); the connected coordination device (4) comprises a vertical supporting device, a horizontal elastic device, a horizontal damping device and a horizontal limiting device.

2. The tower-connected coordination device according to claim 1, characterized in that: The vertical support device uses polytetrafluoroethylene elastic slide plate bearings; The horizontal elastic device uses a steel spring or an elastic steel plate; The horizontal damping device uses a damping plate; The horizontal limit device uses a viscous damper (42).

3. The tower-connected coordination device according to claim 2, characterized in that: The friction coefficient of the polytetrafluoroethylene elastic slide support is between 0.01 and 0.

10.

4. The tower-connected coordination device according to claim 1, characterized in that: The vertical support device and the horizontal elastic device are combined into one component to form a combined component 1, and the combined component 1 uses a natural rubber bearing; The horizontal damping device uses a damping plate; The horizontal limit device uses a viscous damper.

5. The tower-connected coordination device according to claim 1, characterized in that: The vertical support device, the horizontal elastic device and the horizontal damping device are combined into one component to form a combined component 2, and the combined component 2 uses a lead rubber bearing (41); The horizontal limit device uses a viscous damper.

6. The tower-connected coordination device according to claim 1, characterized in that: The vertical support device has a vertical compressive stiffness K v , used to support the vertical static load transmitted by the connector. Under the vertical static load, the compressive stress σ of the vertical support device - ≤σ - lim And the tensile stress σ + ≤0.

7. The tower-connected coordination device according to claim 1, characterized in that: The horizontal elastic device has a horizontal stiffness K h , and has automatic reset capability.

8. The tower-connected coordination device according to claim 1, characterized in that: Horizontal damping devices can provide damping.

9. The method for implementing the tower-connected coordination device according to any one of claims 1 to 8, characterized in that the steps include: Step 1: determining the tower structure model; establishing separate calculation models for the main tower (2) and the supporting tower (3), using an elastic plate calculation assumption that truly reflects the floor stiffness and a load-related Ritz vector method (WYD-RITZ method) to perform calculations, analyzing the structural stiffness and dynamic characteristics of the main tower (2) and the supporting tower (3), ensuring that the dynamic characteristics of the towers meet the requirements of the specification, and determining the stiffness ratio γ and the difference in dynamic characteristics between the main tower (2) and the supporting tower (3); Step 2: determine the design objectives of the connected coordination device; use general finite element analysis software to establish an overall calculation model including the connector (1), the main tower (2) and the supporting tower (3), the connector (1) and the supporting tower (3) are rigidly connected, and the calculation assumptions and analysis methods in step 1 are used to perform static and dynamic calculation analysis of the overall structure to obtain various dynamic characteristics of the overall structure such as the structural natural vibration period and inter-story displacement and the internal force of the key rods of the connector (1) under the action of horizontal force, and determine the design objectives of the connected coordination device: the internal force limit value of the key rods of the connector (1) [N i ], the relative deformation limit value [U] between the connector (1) and the supporting tower (3); Step 3: Select a preliminary solution for the joint coordination device; according to the axial force of the vertical components at the connection between the connector (1) and the supporting tower (3) under the static load condition in step 2, and the internal force results of the key rods of the connector (1), according to the bearing compressive stress σ under the static load condition - ≤σ - lim And the support tensile stress σ + ≤0, the layout position, size and quantity of the conjoined coordination device (4) are preliminarily selected, and the relevant parameters of the conjoined coordination device (4) are preliminarily selected: horizontal equivalent stiffness K eq , equivalent damping ratio ξ, yield strength Q d wait; The conjoined coordination device adopts a lead rubber support (41); Step 4: dynamic calculation and analysis of the overall structure; based on the calculation result of the tower stiffness ratio γ in step 1 and the preliminary selection scheme of the joint coordination device (4) in step 3, a joint coordination device is set at the connection position between the connector (1) and the supporting tower (3) in the overall structure model of step 2, and dynamic calculation and analysis are performed using relevant parameters of the joint coordination device to obtain various dynamic characteristics of the overall structure and the internal force N of the key rod of the connector (1) under the action of horizontal force. i and the relative deformation U between the connector (1) and the supporting tower (3); Step 5: Determine the design result of the conjoined coordination device: Based on the calculation result of step 4, determine whether the design result of the conjoined coordination device (4) is reasonable: The dynamic characteristics of the overall structure meet the relevant regulations, such as the internal force N of the main rod of the connector (1) under the action of horizontal force i ≤[N i ], and the deformation U between the connector (1) and the supporting tower (3) is ≤ [U], then the joint coordination device (4) is reasonably designed; As described above, the internal force of the main members of the connector (1) under the action of horizontal force N i 》[N i ], or the deformation U>[U] between the connector (1) and the supporting tower (3), then the design of the conjoined coordination device (4) does not meet the requirements, and the process returns to step 4 to adjust the horizontal equivalent stiffness K of the conjoined coordination device (4). eq , equivalent damping ratio ξ, yield strength Q d etc. parameters, and re-calculate and analyze the dynamics of the overall structure; As described above, the internal force N of the main rods of the connector under the action of horizontal force i ≤[N i ], and the deformation U between the connector (1) and the supporting tower (3) is greater than [U], but the difference is general, and the process proceeds to step six; Step 6: adding a horizontal limit device to the connected coordination device; when the deformation U between the connecting body (1) and the supporting tower (3) under the action of horizontal force is greater than [U], but the difference is not large, according to the calculation result of step 4, adding a horizontal limit device to the connected coordination device (4), the horizontal limit device adopts a viscous damper (42), and the design parameters of the viscous damper (42) are considered in the overall structural dynamic calculation model of step 4, and an overall dynamic analysis is performed to obtain a new overall structural dynamic characteristic result and the deformation U between the connecting body (1) and the supporting tower (3) under the action of horizontal force; If the dynamic characteristics of the overall structure meet the relevant regulations after the viscous damper (42) is installed, the internal force N of the main rod of the connector (1) under the action of horizontal force is i ≤[N i ], the deformation U between the connector (1) and the supporting tower (3) is ≤ [U], then the design of the connected coordination device (4) meets the requirements, and the design of the connected coordination device is completed.

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