Temporary restraint structure and restraint method for tower-beam of spatial four-tower-leg cable tower

Abstract

The present invention relates to the technical field of temporary bridge constraints, and specifically refers to a temporary tower-beam constraint structure and a constraint method for a spatial four-tower-column cable tower. The steel beam longitudinal corbels are located on both transverse sides of the steel beam and between the longitudinal two tower columns. The longitudinal temporary constraint structure is arranged between the steel beam longitudinal corbels and the longitudinally adjacent tower columns for longitudinally temporarily constraining the steel beam and the tower columns. The transverse temporary constraint structure is arranged between the steel beam and the transversely adjacent two tower columns for transversely temporarily constraining the steel beam and the tower columns. The vertical temporary constraint structure is arranged between the side-span cross beam between the steel beam and the two tower columns on the side-span side and the mid-span cross beam between the two tower columns on the mid-span side for vertically temporarily constraining the steel beam, the side-span cross beam and the mid-span cross beam. The constraint system of the present invention has simple boundary conditions and clear force transmission, can effectively meet the overall stability during the cantilever erection process of the steel beam, is convenient for the subsequent force safety during the system conversion, and has great popularization value.

Description

Technical Field

[0001] The present invention relates to the technical field of temporary constraints for bridges, and particularly to a temporary constraint structure and method for the tower-beam of a spatial four-leg cable tower. Background Art

[0002] China's bridge construction technology is advancing by leaps and bounds. The main span of cable-stayed bridges has exceeded the kilometer level. In large-span cable-stayed bridges across rivers and valleys, in order to reduce costs and shorten the construction period, it is usually considered to build a combined highway-railway bridge shared by highways and railways, such as the Hutong Yangtze River Bridge and the Changtai Yangtze River Bridge. During the construction of large-span cable-stayed bridges, cantilever erection is a relatively common construction method. During the construction process, loads with unbalanced force factors will be generated, such as the deviation of cable forces between the side and middle spans, unbalanced installation, and asymmetric layout of construction machinery, adverse wind loads and temperature changes during the cantilever process, etc. These combinations of unbalanced loads will generate three unbalanced forces, namely vertical force, horizontal force and bending moment, on the temporary fixing structure. Therefore, during the cantilever erection of bridges, in order to resist various unbalanced force factors and ensure the overall stability of the bridge structure during construction and the safety of the subsequent system conversion force, it is necessary to perform three-way temporary constraints on the main girder in the tower-beam area and meet the requirements of stiffness, strength and stability.

[0003] In a planar cable tower, the three-way constraints of the main girder are usually carried out at the cross beam and the two tower legs. However, the spatial diamond-shaped cable tower has a four-leg structure, which is a first in the world. Its tower-beam area structure is different from that of the planar cable tower, and the three-way temporary fixing structure will also be different. It is not appropriate to use the existing tower-beam temporary constraint structure, and a new tower-beam temporary constraint structure needs to be provided. Summary of the Invention

[0004] The purpose of the present invention is to solve the deficiencies of the above background art and provide a temporary constraint structure and method for the tower-beam of a spatial four-leg cable tower.

[0005] The technical solution of the present invention is as follows: A temporary constraint structure for the tower-beam of a spatial four-leg cable tower, including,

[0006] Longitudinal steel beam brackets, which are located on both transverse sides of the steel beam and between the longitudinal two tower legs;

[0007] Longitudinal temporary constraint structure, which is arranged between the longitudinal steel beam brackets and the adjacent longitudinal tower legs for longitudinally temporarily constraining the steel beam and the tower legs;

[0008] Transverse temporary constraint structure, which is arranged between the steel beam and the adjacent transverse two tower legs for transversely temporarily constraining the steel beam and the tower legs;

[0009] A vertical temporary restraint structure is provided between the side-span cross beam between the steel beam and the two tower legs on the side-span side and the mid-span cross beam between the two tower legs on the mid-span side, and is used for vertically temporarily restraining the steel beam, the side-span cross beam and the mid-span cross beam.

[0010] According to a temporary tower-beam restraint structure of a spatial four-tower-column cable tower provided by the present invention, the longitudinal temporary restraint structure includes

[0011] Tower-column corbels, which are triangular concrete corbels cast on the side of the tower column close to the steel beam, and the tower-column corbels overlap with the longitudinal corbels of the steel beam on the same side in the longitudinal direction;

[0012] Longitudinal support pads are arranged between the tower-column corbels and the longitudinal corbels of the steel beam on the same side.

[0013] According to a temporary tower-beam restraint structure of a spatial four-tower-column cable tower provided by the present invention, the longitudinal support pads include

[0014] Tower-column support seats, which are embedded in the side of the tower-column corbel facing the longitudinal corbel of the steel beam on the same side;

[0015] Tower-column support pads, which are fixed to the tower-column support seats by bolt structures;

[0016] Steel-beam support pads, which are fixed to the ends of the longitudinal corbels of the steel beam by bolt structures;

[0017] Shimming steel plates are embedded between the tower-column support pads and the steel-beam support pads.

[0018] According to a temporary tower-beam restraint structure of a spatial four-tower-column cable tower provided by the present invention, the tower-column support pads are trapezoidal structures with a smaller upper part and a larger lower part, and the inclined surface faces the steel-beam support pads; the steel-beam support pads are trapezoidal structures with a smaller upper part and a larger lower part, and the inclined surface faces the tower-column support pads; the shimming steel plates are inverted trapezoidal structures with a larger upper part and a smaller lower part, and the inclined surfaces on both sides are closely attached to the inclined surfaces of the tower-column support pads and the steel-beam support pads on both sides.

[0019] According to a temporary tower-beam restraint structure of a spatial four-tower-column cable tower provided by the present invention, a support plate is installed on the tower-column support seat; one end of the support plate is fixed to the tower-column support seat, and the other end extends longitudinally to the lower end of the gap between the tower-column support pad and the steel-beam support pad for receiving the shimming steel plate.

[0020] According to a temporary tower-beam restraint structure of a spatial four-tower-column cable tower provided by the present invention, the transverse temporary restraint structure includes

[0021] Wind-resistant corbels are located on both sides of the steel beam transversely, and the wind-resistant corbels correspond to the tower columns at both ends of the side-span cross beam one by one;

[0022] A bearing block, which is arranged on the tower legs at both ends of the side-span cross beam;

[0023] A steel bearing block, which is embedded between the bearing block and the wind-resistant bracket to limit the lateral movement of the steel beam.

[0024] A temporary tower-beam constraint structure for a spatial four-tower-leg cable tower according to the present invention, the vertical temporary constraint structure includes,

[0025] A side-span vertical base, which is located between the side-span cross beam and the steel beam and is used to support the steel beam;

[0026] A mid-span vertical base, which is located between the mid-span cross beam and the steel beam and is used to support the steel beam.

[0027] The present invention also provides a temporary tower-beam constraint method for a spatial four-tower-leg cable tower. The method adopts the above constraint system and is carried out according to the following steps:

[0028] S1. When casting the four-tower-leg cable tower, cast tower-leg brackets at the positions of the four tower legs corresponding to the steel beam, install side-span vertical bases on the side-span cross beam, and install mid-span vertical bases on the mid-span cross beam;

[0029] S2. When fabricating the steel beam in the prefabrication factory, install longitudinal brackets of the steel beam on the lateral sides of the steel beam in the cable tower area, and install wind-resistant brackets on the lateral sides of the steel beam corresponding to the side-span cross beam;

[0030] S3. Erect the steel beam to the cable tower cross beam area, make the steel beam rest on the side-span vertical base and the mid-span vertical base, conduct longitudinal temporary constraint between the longitudinal bracket of the steel beam and the tower-leg bracket, and conduct lateral temporary constraint between the wind-resistant bracket and the tower legs at both ends of the side-span cross beam.

[0031] According to a temporary tower-beam constraint method for a spatial four-tower-leg cable tower provided by the present invention, the method for conducting longitudinal temporary constraint between the longitudinal bracket of the steel beam and the tower-leg bracket in step S3 includes: when casting the tower-leg bracket, embed a tower-leg support seat in the tower-leg bracket, install a tower-leg support block on the tower-leg support seat, install a steel-beam support block at the end of the longitudinal bracket of the steel beam, and when the steel beam is erected to the cable tower cross beam area, insert a leveling steel plate between the tower-leg support block and the steel-beam support block to conduct longitudinal temporary constraint on the tower leg and the steel beam.

[0032] According to a temporary tower-beam constraint method for a spatial four-tower-leg cable tower provided by the present invention, the method for conducting lateral temporary constraint between the wind-resistant bracket and the tower legs at both ends of the side-span cross beam in step S3 includes: when casting the tower leg, embed a bearing block on the side part of the tower leg corresponding to the side-span cross beam, and when the steel beam is erected to the cable tower cross beam area, insert a steel bearing block between the wind-resistant bracket and the bearing block to conduct lateral temporary constraint on the tower leg and the steel beam.

[0033] The advantages of the present invention are as follows: 1. The present invention makes full use of the structure of the four-tower cable tower to construct a temporary restraint structure. By arranging longitudinal corbels of the steel beam at both ends of the transverse direction of the steel beam, longitudinal, transverse and vertical temporary restraints are formed between the tower limbs and the side span beams and the middle span beams. The entire restraint system has a simple structure, good restraint effect, stable structure, and simple restraint construction;

[0034] 2. The present invention constructs a triangular tower limb corbel on the side of the tower limb in advance, and arranges a longitudinal support pad between the tower limb corbel and the longitudinal corbel of the steel beam, so that the constraint of the tower limb and the steel beam in the longitudinal direction can be well achieved. The tower limb corbel forms a good force-bearing surface on the side of the columnar tower limb, which is convenient for arranging the constraint structure;

[0035] 3. The longitudinal support pad of the present invention comprises a tower limb support seat, a tower limb support pad, a steel beam support pad and a pad steel plate. The tower limb support seat is pre-buried in the tower limb bracket, the tower limb support pad is bolted to the tower limb support seat, and the steel beam support pad is bolted to the end of the longitudinal bracket of the steel beam. The entire installation process is simple and easy to operate. Finally, the temporary constraint in the longitudinal direction can be well achieved by embedding the pad steel plate.

[0036] 4. The tower limb support pad and the steel beam support pad of the present invention have an inclined slope structure. Corresponding slopes are arranged on both sides of the pad steel plate. The structure is large at the top and small at the bottom, which is convenient for insertion. After the wedge-shaped structure is embedded, it can well restrain and fix the steel beam and the tower limb longitudinally;

[0037] 5. The present invention installs a support plate on the tower limb support seat, and the support plate is located at the lower end of the gap between the tower limb support pad and the steel beam support pad, and is used to receive the pad steel plate to prevent the pad steel plate from falling during the installation process;

[0038] 6. The temporary lateral restraint structure of the present invention is simple. By filling the lateral gap between the steel beam and the tower limb with wind-resistant brackets, cushion stones and steel pads, the tower limb and the steel beam can be restrained in the lateral direction to form a stable fixed structure. The construction and operation are extremely simple.

[0039] 7. The vertical temporary restraint structure of the present invention is simple, and the steel beam is supported by the side span vertical base and the middle span vertical base, so the steel beam support has good stability. In addition, the side span vertical base and the middle span vertical base themselves can be used as permanent bases to support the steel beam;

[0040] 8. The restraint method of the present invention is extremely simple, has few construction procedures, and can well realize the temporary restraint of the four-tower cable tower and the steel beam;

[0041] 9. The method of temporary longitudinal restraint between the steel beam and the tower limb of the present invention is simple, has high construction efficiency, and has good stability of temporary longitudinal restraint;

[0042] 10. The method for laterally restraining the steel beam and tower limb of the present invention is simple, convenient for construction, and has good lateral restraint stability.

[0043] The boundary conditions of the restraint system of the present invention are simple and the force is clear, which can effectively meet the overall stability during the cantilever erection process of the steel beam, facilitate the subsequent force safety of the system conversion, and have great popularization value. BRIEF DESCRIPTION OF THE DRAWINGS

[0044] Figure 1 : Schematic diagram of the diamond-shaped cable tower structure of the present invention;

[0045] Figure 2 : Schematic diagram of the layout of the longitudinal temporary restraint structure and the lateral temporary restraint structure of the present invention;

[0046] Figure 3 : Schematic diagram of the structure of the longitudinal support cushion block of the present invention;

[0047] Figure 4 : Schematic diagram of the layout structure of the side-span vertical base of the present invention;

[0048] Figure 5 : Schematic diagram of the layout structure of the mid-span vertical base of the present invention;

[0049] Wherein: 1 - steel beam; 2 - tower limb; 3 - side-span cross beam; 4 - mid-span cross beam; 5 - longitudinal bracket of steel beam; 6 - tower limb bracket; 7 - wedge-shaped gap; 8 - tower limb support seat; 9 - tower limb support cushion block; 10 - steel beam support cushion block; 11 - shimming steel plate; 12 - support plate; 13 - wind-resistant bracket; 14 - cushion stone; 15 - steel cushion block; 16 - side-span vertical base; 17 - mid-span vertical base. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0050] The embodiments of the present invention will be described in detail below. The same or similar reference numerals represent the same or similar elements or elements with the same or similar functions throughout. The embodiments described below with reference to the drawings are exemplary and are intended to explain the present invention, and should not be construed as a limitation of the present invention.

[0051] In the description of the present invention, it should be understood that the orientation or positional relationship indicated by the terms "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. are based on the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of the present invention.

[0052] In addition, the terms "first" and "second" are only used for descriptive purposes and should not be construed as indicating or implying relative importance or implicitly specifying the quantity of the indicated technical features. Thus, features defined with "first" and "second" may explicitly or implicitly include one or more of such features. In the description of the present invention, the meaning of "a plurality" is at least two, such as two, three, etc., unless otherwise specifically defined.

[0053] The present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0054] This application relates to a temporary restraint structure for the tower-beam of a spatial four-leg cable tower, which is mainly applied to a diamond-shaped cable tower with four legs. The diamond-shaped cable tower has four legs, as Figure 1 shown, the four legs are distributed in a diamond shape, so it is called a diamond-shaped cable tower. The diamond-shaped cable tower includes four groups of legs 2. Between the two groups of legs on the side span, there is a side span cross beam 3, and between the two groups of legs on the middle span, there is a middle span cross beam 4. The steel beam 1 is erected on the side span cross beam 3 and the middle span cross beam 4. The technical problem to be solved in this application is to temporarily restrain the steel beam 1 and the legs 2.

[0055] As Figures 1 to 5 shown, the restraint structure of this application includes temporary restraints in three directions, namely longitudinal, transverse, and vertical temporary restraints. The longitudinal direction of this application refers to the direction along the bridge axis, the transverse direction refers to the direction across the bridge axis, and the vertical direction refers to the up and down direction.

[0056] To achieve the restraint in the longitudinal direction, longitudinal corbels 5 of the steel beam are provided at both transverse ends of the steel beam 1. One group of longitudinal corbels 5 of the steel beam is between the two legs 2 on the upstream side, and the other group of longitudinal corbels 5 of the steel beam is between the two legs 2 on the downstream side. A longitudinal temporary restraint is provided between the longitudinal corbels 5 of the steel beam and the legs 2 for temporarily restraining the steel beam 1 and the legs 2 in the longitudinal direction.

[0057] A transverse temporary restraint structure is provided between the steel beam 1 and the legs 2 on both transverse sides for temporarily restraining the steel beam 1 and the legs 2 in the transverse direction.

[0058] It also includes a vertical temporary restraint structure, which is arranged between the steel beam 1, the side span cross beam 3 between the two legs 2 on the side span, and the middle span cross beam 4 between the two legs 2 on the middle span for temporarily restraining the steel beam 1, the side span cross beam 3, and the middle span cross beam 4 in the vertical direction.

[0059] That is, in the present application, longitudinal steel beam brackets 5 are pre-constructed on both sides of the steel beam 1 in the transverse direction of the bridge. By using the longitudinal temporary constraints formed between the longitudinal steel beam brackets 5 and the four tower legs 2, transverse temporary constraints are formed between the steel beam 1 and the tower legs 2, and temporary constraints are formed between the steel beam 1 and the middle-span cross beam 4 and the side-span cross beam 3. Stable constraints are formed between the steel beam 1 and the cable tower in three directions, improving the stability of the steel beam 1 during assembly. The temporary constraint structure between the steel beam 1 and the cable tower fully considers the structure of the diamond-shaped cable tower and is specifically arranged in combination with the structure of the diamond-shaped cable tower. Moreover, the arrangement structure is simple, and both the stability and safety are greatly improved.

[0060] In some embodiments of the present application, the longitudinal temporary constraint structure is optimized. For example, Figures 2 to 3 As shown, the longitudinal temporary constraint structure of this embodiment includes tower leg brackets 6 and longitudinal support pads. The tower leg brackets 6 are triangular concrete brackets cast on the side of the tower leg 2 close to the steel beam 1. The tower leg brackets 6 overlap with the longitudinal steel beam brackets 5 on the same side in the longitudinal direction. The tower leg brackets 6 are reinforced concrete structures cast together with the tower leg 2 when the tower leg 2 is formed. Since the tower leg 2 itself is a columnar structure, it is not easy for the longitudinal steel beam brackets 5 and the tower leg 2 to be stressed in the longitudinal direction. Therefore, by pre-constructing the tower leg brackets 6 on the tower leg 2, the tower leg brackets 6 have a complete planar structure in the longitudinal direction and overlap with the longitudinal steel beam brackets 5 in the longitudinal direction, facilitating the longitudinal temporary constraint on the longitudinal steel beam brackets 5.

[0061] The longitudinal support pads are arranged between the tower leg brackets 6 and the longitudinal steel beam brackets 5 on the same side. The longitudinal support pads are located between the tower leg brackets 6 and the longitudinal steel beam brackets 5 on the same side to eliminate the gap between the tower leg brackets 6 and the longitudinal steel beam brackets 5 on the same side after the steel beam 1 is erected on the cable tower, so that the tower leg brackets 6 and the longitudinal steel beam brackets 5 on the same side are fixed in the longitudinal direction, that is, the tower leg brackets 6 and the longitudinal steel beam brackets 5 on the same side are fixed and limited in the longitudinal direction, thereby temporarily constraining the steel beam 1 in the longitudinal direction.

[0062] In some other embodiments of the present application, the longitudinal support structure is optimized. Specifically, as Figure 3 shown, the longitudinal support pads include tower leg support seats 8, tower leg support pads 9, steel beam support pads 10, and shimming steel plates 11. The tower leg support seats 8 are embedded in the side of the tower leg brackets 6 facing the longitudinal steel beam brackets 5 on the same side, that is, the tower leg support seats 8 are embedded in the tower leg brackets 6 in advance when the tower leg brackets 6 are cast. The tower leg support seats 8 are used to facilitate the installation of the tower leg support pads 9, and the tower leg support pads 9 are fixed to the tower leg support seats 8 by bolt structures. The steel beam support pads 10 are fixed to the end of the longitudinal steel beam brackets 5 by bolt structures, and the shimming steel plates 11 are embedded between the tower leg support pads 9 and the steel beam support pads 10.

[0063] In actual application, first fix the tower limb support cushion block 9 to the tower limb support seat 8 through a bolt structure, and then fix the steel beam support cushion block 10 to the end of the longitudinal bracket of the steel beam 5 through a bolt structure. After the steel beam 1 is erected on the cable tower, there is a gap between the tower limb support cushion block 9 and the steel beam support cushion block 10. This gap is filled with a shimming steel plate 11. The shimming steel plate 11 is inserted into the gap between the tower limb support cushion block 9 and the steel beam support cushion block 10, so that the tower limb support cushion blocks 9 and 10 on both sides, the steel beam support cushion block 10, the longitudinal bracket of the steel beam 5, the tower limb support seat 8, and the tower limb bracket 6 are tightly and fixedly connected in the longitudinal direction, thereby achieving the purpose of temporarily restraining the steel beam 1 and the tower limb 2 in the longitudinal direction.

[0064] In a further embodiment of the present application, the tower limb support cushion block 9, the steel beam support cushion block 10, and the shimming steel plate 11 are optimized. Specifically, as Figure 3 shown, the tower limb support cushion block 9 is a trapezoidal structure with a smaller upper part and a larger lower part, and its inclined surface faces the corresponding steel beam support cushion block 10. The steel beam support cushion block 10 is also a trapezoidal structure with a smaller upper part and a larger lower part, and its inclined surface faces the corresponding tower limb support cushion block 9. The shimming steel plate 11 is an inverted trapezoidal structure with a larger upper part and a smaller lower part, and the inclined surfaces on both sides are closely attached to the inclined surfaces of the tower limb support cushion blocks 9 and the steel beam support cushion block 10 on both sides.

[0065] During installation, the steel beam 1 is erected on the cable tower. The inclined surfaces of the tower limb support cushion block 9 and the steel beam support cushion block 10 face each other in pairs, forming a wedge-shaped gap 7 (not shown in the figure) with a smaller lower part and a larger upper part. Then, the shimming steel plate 11 with a larger upper part and a smaller lower part is inserted into the wedge-shaped gap 7. The deeper the shimming steel plate 11 is inserted, the tighter it squeezes the tower limb support cushion blocks 9 and the steel beam support cushion block 10 on both sides, enabling the longitudinal bracket of the steel beam 5 to be stably connected to the tower limbs 2 on both sides in the longitudinal direction. The wedge-shaped shimming steel plate 11 is convenient for installation.

[0066] In a further embodiment of the present application, this embodiment optimizes the tower limb support seat 8. Specifically, as Figure 3 shown, since the shimming steel plate 11 is inserted into the gap between the tower limb support cushion block 9 and the steel beam support cushion block 10, there may be a situation where the gap is too large and the shimming steel plate 11 may slip out of the gap. To avoid this, in this embodiment, a support plate 12 is installed on the tower limb support seat 8. One end of the support plate 12 is fixed to the tower limb support seat 8, and the other end extends longitudinally to the lower end of the gap between the tower limb support cushion block 9 and the steel beam support cushion block 10 for receiving the shimming steel plate 11. Even if the shimming steel plate 11 slips out of the gap, the support plate 12 can well receive the shimming steel plate 11.

[0067] In some embodiments of the present application, the transverse temporary restraint structure is optimized. Specifically, as Figure 2As shown in the figure, the lateral temporary restraint structure includes wind-resistant brackets 13, cushion stones 14 and steel cushion blocks 15. The wind-resistant brackets 13 are located on the lateral sides of both ends of the steel beam 1, and the wind-resistant brackets 13 correspond to the tower legs 2 at both ends of the side-span cross beam 3 one by one. That is, the wind-resistant brackets 13 are installed on only one side of the steel beam 1 of the side-span cross beam 3, which means that the lateral temporary restraint structure is provided only on one side of the side-span cross beam 3. The wind-resistant brackets 13 are structures installed on the steel beam 1 when the steel beam 1 is fabricated in the prefabrication factory.

[0068] The cushion stones 14 are arranged on the tower legs 2 at both ends of the side-span cross beam 3. The cushion stones 14 are located at the inner end faces of the tower legs 2 to facilitate the arrangement of the steel cushion blocks 15. The steel cushion blocks 15 are embedded between the cushion stones 14 and the wind-resistant brackets 13 to restrict the lateral movement of the steel beam 1.

[0069] During actual installation, after the steel beam 1 is erected on the side-span cross beam 3, the wind-resistant brackets 13 and the cushion stones 14 are arranged opposite to each other in pairs, and the steel cushion blocks 15 are inserted between the wind-resistant brackets 13 and the cushion stones 14 to perform lateral limiting on the steel beam 1 and the side-span tower legs 2 on both sides, forming a temporary restraint structure for restricting the steel beam 1.

[0070] In some embodiments of the present application, the vertical temporary restraint structure is optimized. Specifically, as Figures 4 to 5 shown in the figure, the vertical temporary restraint structure includes a side-span vertical base 16 and a mid-span vertical base 17. The side-span vertical base 16 is located between the side-span cross beam 3 and the steel beam 1 and is used to support the steel beam 1. The mid-span vertical base 17 is located between the mid-span cross beam 3 and the steel beam 1 and is used to support the steel beam 1. There are two groups of side-span vertical bases 16 arranged on the side-span cross beam 3, and the side-span vertical bases 16 are close to the connection node positions of the side-span cross beam 3 and the tower legs 2. There are two groups of mid-span vertical bases 17 arranged on the mid-span cross beam 3, and the mid-span vertical bases 17 are close to the connection node positions of the mid-span cross beam 4 and the tower legs 2.

[0071] The side-span vertical base 16 and the mid-span vertical base 17 can be used as bases for subsequent support of the steel beam 1. During installation, the steel beam 1 can be directly hoisted onto the side-span vertical base 16 and the mid-span vertical base 17.

[0072] The present application also provides a method for temporarily restraining the tower and beam of a spatial four-tower cable tower. The method of the present application applies the above-mentioned temporary restraint structure and is specifically carried out according to the following steps:

[0073] S1. When the four-tower cable tower is poured, tower leg brackets 6 are poured at the positions of the four tower legs 2 corresponding to the steel beam 1, the side-span vertical base 16 is installed on the side-span cross beam 3, and the mid-span vertical base 17 is installed on the mid-span cross beam 4;

[0074] S2. When the steel beam 1 is fabricated in the prefabrication factory, steel beam longitudinal brackets 5 are installed on the lateral sides of both ends of the steel beam 1 in the cable tower area, and wind-resistant brackets 13 are installed on the lateral sides of both ends of the steel beam 1 corresponding to the side-span cross beam 3;

[0075] S3. Erect the steel beam 1 to the cable tower crossbeam area, place the steel beam 1 on the side-span vertical base 16 and the mid-span vertical base 17, conduct longitudinal temporary restraint between the longitudinal corbels 6 of the steel beam and the tower limb corbels 6, and conduct transverse temporary restraint between the wind-resistant corbels 6 and the tower limbs 2 at both ends of the side-span crossbeam 3.

[0076] In some other embodiments of the present application, the method for conducting longitudinal temporary restraint between the longitudinal corbels 5 of the steel beam and the tower limb corbels 6 in the above step S3 is optimized. When pouring the tower limb corbels 6, embed the tower limb support seats 7 in the tower limb corbels 6, install the tower limb support pads 8 on the tower limb support seats 7, install the steel beam support pads 10 at the ends of the longitudinal corbels 5 of the steel beam. When the steel beam 1 is erected to the cable tower crossbeam area, insert the shimming steel plate 11 between the tower limb support pads 8 and the steel beam support pads 10 to conduct longitudinal temporary restraint on the tower limb 2 and the steel beam 1.

[0077] In some embodiments of the present application, the method for conducting transverse temporary restraint between the wind-resistant corbels 13 and the tower limbs 2 at both ends of the side-span crossbeam 3 in the above step S3 is optimized. When pouring the tower limbs 2, embed the bearing stones 14 on the side parts of the tower limbs 2 corresponding to the side-span crossbeam 3. When the steel beam 1 is erected to the cable tower crossbeam area, insert the steel pads 15 between the wind-resistant corbels 13 and the bearing stones 14 to conduct transverse temporary restraint on the tower limb 2 and the steel beam 1.

[0078] The more detailed construction method of the present application is carried out according to the following steps:

[0079] Step 1: When manufacturing the steel beam 1 in the prefabrication factory, arrange the longitudinal corbels 5 of the steel beam and the wind-resistant corbels 13 on both sides of the transverse bridge of the steel beam 1 respectively. When constructing the cable tower, during the pouring process of the tower limbs 2, pour the tower limb corbels 6 at the corresponding inner positions of the tower limbs 2, embed the tower limb support seats 8 in the tower limb corbels 6, install the bearing stones 14 on the inner sides of the tower limbs 2 corresponding to the side-span crossbeam 3, and install the side-span vertical bases 16 and the mid-span vertical bases 17 on the side-span crossbeam 3 and the mid-span crossbeam 4;

[0080] Step 2. Ere erect the steel beam 1 onto the cable tower. The steel beam 1 is seated on the side-span vertical base 16 and the mid-span vertical base 17. One group of longitudinal corbels 5 of the steel beam is between two groups of tower limbs 2 on the upstream side, and another group of longitudinal corbels 5 of the steel beam is between two groups of tower limbs 2 on the downstream side. The wind-resistant corbels 13 are between the bearing stones 14 on both sides;

[0081] Step 3. Install the tower limb support pads 9 on the tower limb support seats 8, install the steel beam support pads 10 at the ends of the longitudinal corbels 5 of the steel beam, insert the shimming steel plate 11 between the tower limb support pads 9 and the steel beam support pads 10, and wedge the steel beam support pads 10 and the tower limb support pads 9 tightly;

[0082] Step 4: Insert a steel spacer 15 between the bearing padstone 4 and the wind-resistant bracket 13 to wedge the bearing padstone 4 and the wind-resistant bracket 13, thus completing the construction of the temporary restraint structure between the steel girder 1 and the cable tower.

[0083] The longitudinal direction in this application refers to Figure 2 the up-and-down direction in Figure 2 the left-and-right direction in Figure 2 the direction perpendicular to the paper plane in

[0084] The foregoing has shown and described the basic principles, main features and advantages of the present invention. Those skilled in the art should understand that the present invention is not limited by the above embodiments, and what is described in the above embodiments and the specification is only to illustrate the principle of the present invention. Without departing from the spirit and scope of the present invention, the present invention will have various changes and improvements, and all these changes and improvements fall within the scope of the present invention claimed. The scope of the present invention claimed is defined by the appended claims and their equivalents.

Claims

1. A temporary tower-beam restraint structure for a spatial four-leg cable tower, characterized in that: including, longitudinal bracket of steel beam (5), the longitudinal bracket of steel beam (5) is located on both lateral sides of the steel beam (1) and between the longitudinal two tower legs (2); longitudinal temporary constraint structure, the longitudinal temporary constraint structure is arranged between the longitudinal bracket of steel beam (5) and the longitudinally adjacent tower leg (2) for longitudinally temporarily constraining the steel beam (1) and the tower leg (2); lateral temporary constraint structure, the lateral temporary constraint structure is arranged between the steel beam (1) and the laterally adjacent two tower legs (2) for laterally temporarily constraining the steel beam (1) and the tower leg (2); vertical temporary constraint structure, the vertical temporary constraint structure is arranged between the side-span cross beam (3) between the steel beam (1) and the two tower legs (2) on the side-span side and the mid-span cross beam (4) between the two tower legs (2) on the mid-span side for vertically temporarily constraining the steel beam (1) together with the side-span cross beam (3) and the mid-span cross beam (4); the longitudinal temporary constraint structure includes, tower-leg bracket (6), the tower-leg bracket (6) is a triangular concrete bracket cast on the side of the tower leg (2) close to the steel beam (1), and the tower-leg bracket (6) overlaps with the longitudinal bracket of steel beam (5) on the same side in the longitudinal direction; longitudinal support cushion block, the longitudinal support cushion block is arranged between the tower-leg bracket (6) and the longitudinal bracket of steel beam (5) on the same side.

2. The temporary tower-beam constraint structure of a spatial four-tower-column cable tower according to claim 1, wherein: the longitudinal support cushion block includes, tower-leg support seat (8), the tower-leg support seat (8) is embedded in the side of the tower-leg bracket (6) facing the longitudinal bracket of steel beam (5) on the same side; tower-leg support cushion block (9), the tower-leg support cushion block (9) is fixed to the tower-leg support seat (8) through a bolt structure; steel-beam support cushion block (10), the steel-beam support cushion block (10) is fixed to the end of the longitudinal bracket of steel beam (5) through a bolt structure; shimming steel plate (11), the shimming steel plate (11) is embedded between the tower-leg support cushion block (9) and the steel-beam support cushion block (10).

3. The temporary tower-girder restraint structure of a spatial four-tower-column cable tower according to claim 2, characterized in that: the tower-leg support cushion block (9) is a trapezoidal structure with a smaller upper part and a larger lower part with the inclined surface facing the steel-beam support cushion block (10); the steel-beam support cushion block (10) is a trapezoidal structure with a smaller upper part and a larger lower part with the inclined surface facing the tower-leg support cushion block (9); the shimming steel plate (11) is an inverted trapezoidal structure with a larger upper part and a smaller lower part and the inclined surfaces on both sides are closely attached to the inclined surfaces of the two tower-leg support cushion blocks (9) and the inclined surface of the steel-beam support cushion block (10).

4. The temporary restraint structure of tower-beam of a spatial four-tower-column cable tower according to claim 3, characterized in that: a support plate (12) is installed on the tower-leg support seat (8); one end of the support plate (12) is fixed on the tower-leg support seat (8), and the other end extends longitudinally to the lower end of the gap between the tower-leg support cushion block (9) and the steel-beam support cushion block (10) for receiving the shimming steel plate (11).

5. The temporary restraint structure of tower-beam of a spatial four-tower-column cable tower according to claim 1, characterized in that: the lateral temporary constraint structure includes, wind-resistant bracket (13), the wind-resistant bracket (13) is located on both lateral sides of the steel beam (1), and the wind-resistant brackets (13) correspond to the tower legs (2) at both ends of the side-span cross beam (3) one by one; cushion stone (14), the cushion stone (14) is arranged on the tower legs (2) at both ends of the side-span cross beam (3); steel cushion block (15), the steel cushion block (15) is embedded between the cushion stone (14) and the wind-resistant bracket (13) to limit the lateral movement of the steel beam (1).

6. The temporary restraint structure of the tower and beam of a spatial four-tower limb cable tower according to claim 1, characterized in that: the vertical temporary constraint structure includes, Side-span vertical base (16), the side-span vertical base (16) is located between the side-span cross beam (3) and the steel beam (1) and is used to support the steel beam (1); Mid-span vertical base (17), the mid-span vertical base (17) is located between the mid-span cross beam and the steel beam (1) and is used to support the steel beam (1).

7. A temporary restraint method for tower-beam of a spatial four-tower-column cable tower, characterized in that: The method adopts the restraint structure as described in any one of claims 1 to 6 and is carried out according to the following steps: S1. When pouring the four-pylon cable tower, pour tower-leg corbels (6) at the positions of the four tower legs (2) corresponding to the steel beam (1), install the side-span vertical base (16) on the side-span cross beam (3), and install the mid-span vertical base (17) on the mid-span cross beam (4); S2. When fabricating the steel beam (1) in the prefabrication factory, install steel beam longitudinal corbels (5) on the transverse two sides of the cable tower area of the steel beam (1), and install wind-resistant corbels (13) on the transverse two sides of the steel beam (1) corresponding to the side-span cross beam (3); S3. Erect the steel beam (1) to the cable tower cross beam area, make the steel beam (1) rest on the side-span vertical base (16) and the mid-span vertical base (17), perform longitudinal temporary restraint between the steel beam longitudinal corbel and the tower-leg corbel (6), and perform transverse temporary restraint between the wind-resistant corbel and the tower legs (2) at both ends of the side-span cross beam (3).

8. A temporary restraint method for tower-beam of a spatial four-tower-column cable tower according to claim 7, characterized in that: The method for performing longitudinal temporary restraint between the steel beam longitudinal corbel (5) and the tower-leg corbel (6) in step S3 includes: when pouring the tower-leg corbel (6), embed a tower-leg support seat in the tower-leg corbel (6), install a tower-leg support cushion block on the tower-leg support seat, install a steel beam support cushion block (10) at the end of the steel beam longitudinal corbel (5), and when the steel beam (1) is erected to the cable tower cross beam area, insert a shimming steel plate (11) between the tower-leg support cushion block and the steel beam support cushion block (10) to perform longitudinal temporary restraint on the tower leg (2) and the steel beam (1).

9. A temporary restraint method for tower-girder of a spatial four-tower cable tower according to claim 7, characterized in that: The method for performing transverse temporary restraint between the wind-resistant corbel (13) and the tower legs (2) at both ends of the side-span cross beam (3) in step S3 includes: when pouring the tower leg (2), embed a bedding stone (14) on the side of the tower leg (2) corresponding to the side-span cross beam (3), and when the steel beam (1) is erected to the cable tower cross beam area, insert a steel cushion block (15) between the wind-resistant corbel (13) and the bedding stone (14) to perform transverse temporary restraint on the tower leg (2) and the steel beam (1).

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