CN222043943U - An inverted trapezoidal structural support for a large-span upper beam of a super-high bridge tower - Google Patents

Abstract

The utility model belongs to the field of bridge construction, and particularly relates to a bracket with an inverted trapezoid structure of a large-span upper beam of an ultra-high bridge tower, which comprises two tower columns, brackets arranged on opposite sides of the tower columns, and a main truss erected on the brackets, wherein reserved holes are formed in corresponding positions on the tower columns below the upper beam, and 4 reserved holes are reserved on each tower column; the brackets are correspondingly arranged in the reserved holes one by one, and the upper parts of the brackets are fixed in the reserved holes through opposite-pulling screws; the main truss is of an inverted trapezoid assembled bracket structure; two single-piece inverted trapezoid assembled brackets are connected into a group and supported on bracket legs of two tower columns; the utility model can reduce the engineering amount of high-altitude operation, reduce the hidden danger of high-altitude risk, lighten the labor intensity of construction operators, improve the construction efficiency and shorten the construction period; the construction method has reference to the construction of the upper cross beams of suspension bridge towers of the same type of highways and railways, and particularly has reference to the construction of the upper cross beams of high altitudes and large spans.

Description

Inverted trapezoid structure support for large-span upper cross beam of ultrahigh bridge tower

Technical Field

The utility model belongs to the technical field of bridge construction, and particularly relates to an inverted trapezoid structure support of a large-span upper beam of an ultra-high bridge tower.

Background

The middle part of the suspension bridge needs a bridge tower to support the highest point of the main cable, taking a certain single tower ground anchor type rotary cable suspension bridge as an example, the bridge tower is of a gate type reinforced concrete structure, the tower height is 109m, the distance between tower columns is about 32.1m, a prestressed concrete structure upper beam is arranged at the top of the tower, and the suspension bridge upper beam has the characteristics of high suspension height, large span, large concrete mass and short construction period. The existing bridge tower beam cast-in-situ construction support structure mainly comprises cast-in-situ platforms formed by pre-embedding bracket support bailey truss sheets on a tower pier, but the bailey truss sheets of the support are large in use amount, so that the support is heavy in weight, and when the support needs to be hoisted for many times, the bailey truss sheets are easy to shake due to the fact that the bailey truss sheets are large in lifting height, the engineering amount of high-altitude operation is large, and hidden danger of high-altitude risks exists.

Accordingly, there is a need to provide an improved solution to the above-mentioned deficiencies of the prior art.

Disclosure of utility model

The utility model aims to overcome the defects of the prior art and provide a bracket with an inverted trapezoid structure for a large-span upper cross beam of an ultra-high bridge tower.

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

The bracket comprises two tower columns which are oppositely arranged, brackets which are arranged on opposite surfaces of the tower columns, and a main truss which is erected on the brackets, wherein reserved holes are formed in corresponding positions on the tower columns below the upper beam, and 4 reserved holes are reserved on each tower column; the brackets are correspondingly arranged in the reserved holes one by one, and the upper parts of the brackets are fixed in the reserved holes through opposite-pulling screws;

The main truss is of an inverted trapezoid assembled bracket structure; two single-piece inverted trapezoid assembled brackets are connected into a group and supported on bracket legs of two tower columns.

Further, wedge blocks are filled between the contact surfaces of the bracket and the concrete of the tower column, so that the bottom of the bracket is ensured to be in complete contact with the concrete surface of the tower column.

Further, the reserved holes are cuboid, embedded steel plates are embedded in the top surface, the bottom surface and the opposite side surfaces of the reserved holes, and 4 opposite-pulling holes are reserved outside the top of each reserved hole; and the bracket root is welded and fixed with the embedded steel plate.

Further, the opposite-pulling hole channel is formed by a PVC pipe embedded in the concrete of the tower column, the PVC pipe is horizontal and is fixed in a limiting manner through a positioning steel bar, and the positioning steel bar is welded and fixed on a steel bar framework of the tower column.

Further, the pull rod of the opposite-pull screw is made of finish-rolled screw steel, and a single pre-tension is carried out for 35t; and double nuts are arranged on the stretched finish rolling twisted steel, and a steel backing plate is arranged between the nuts of the opposite-pulling screw and the concrete of the tower column.

Furthermore, the top of the bracket is provided with a sand box, a group of bracket distributing beams are supported on the sand box of each side tower column together, and two ends of the main truss are supported on the bracket distributing beams.

Further, the top surface of each group of the single inverted trapezoid assembled brackets is fixed with a plurality of cushion blocks through spot welding; all the cushion blocks are arranged in a matrix; and the distribution beam is supported on the cushion block and is supported with a template through square timber.

Further, each inverted trapezoid assembled bracket comprises an upper chord, a lower chord, two outer diagonal rods, two inner diagonal rods and two vertical rods; the upper chord member and the lower chord member are oppositely arranged, and the two outer diagonal members are connected to the two ends of the upper chord member and the lower chord member; the upper chord, the lower chord and the two outer diagonal rods enclose a trapezoid; the inner diagonal rod is obliquely connected between the end part of the lower chord member and the upper chord member; each rod piece is connected and fixed by a high-strength bolt.

Further, the middle parts of the upper chord member and the lower chord member are disconnected, and a butt joint is arranged.

Furthermore, all the single inverted trapezoidal assembled brackets are connected into a whole through transverse connection; the transverse connection comprises an upper rod connection system arranged between the upper chords and a vertical rod connection system arranged on the vertical rod and the inclined rod.

The beneficial effects of the utility model are as follows:

(1) The structural stability is high: the embedded bracket is arranged in the reserved hole of the tower column, so that the characteristic of high compressive strength of the concrete is fully utilized; the main truss adopts a profile steel assembly type bracket, has simple structure stress, higher strength, rigidity and stability, and can bear the requirements of larger span and higher load;

(2) Light dead weight and high safety: the utility model adopts high-strength materials, thereby reducing the dead weight of the structure, saving the consumption of the section steel, improving the bearing capacity of the bracket and having higher wind resistance and shock resistance; in addition, the main truss of the inverted trapezoid assembled bracket structure is adopted, the gravity center of the structure is transferred to the position below the lifting action point, and the lifting stability of the high-altitude bracket is improved; the inverted trapezoid assembled bracket structure is lifted by a whole piece after ground assembly, and a single-piece truss integral lifting construction mode is adopted, so that the overhead working engineering quantity can be reduced, and the overhead risk hidden danger is reduced;

(3) The mounting and dismounting efficiency is high: the bracket, the sand box and the inverted trapezoid assembled bracket are in modularized design, the bracket and the sand box are of an integral structure, and the assembled bracket is a rod unit and is connected with a pin shaft, so that the bracket is simple and quick to process and manufacture; the bracket and the sand box are directly hoisted in place and installed on site, the assembled bracket is assembled and formed on the ground, and the bracket is hoisted in place and installed through a tower crane; the longitudinal and transverse distribution beams are of fixed-length steel structures, and only need side-by-side welding and longitudinal side welding long-length treatment on site, so that the site construction efficiency is greatly improved, and the construction period is shortened;

(4) The cost is saved: the embedded bracket and inverted trapezoid assembled bracket combined bearing bracket uses the tower column as a bearing bracket foundation, so that a large amount of investment of floor type bracket structural materials is avoided, the labor intensity of construction operators is reduced, the construction cost is reduced, a construction site is not occupied, and the three-dimensional cross operation is facilitated;

(5) Energy saving and environmental protection: the bracket, the sand box, the assembled bracket and the longitudinal and transverse distribution beams are all common profile steel materials, and the steel has the characteristics of recycling and reducing construction waste, and is high in recycling rate, economical and reasonable.

In a word, the utility model can reduce the work amount of high-altitude operation, reduce the hidden danger of high-altitude risk, lighten the labor intensity of construction operators, improve the construction efficiency and shorten the construction period; the construction method has reference to the construction of the upper cross beams of suspension bridge towers of the same type of highways and railways, and particularly has reference to the construction of the upper cross beams of high altitudes and large spans.

Drawings

The accompanying drawings, which are included to provide a further understanding of the utility model and are incorporated in and constitute a part of this specification, illustrate embodiments of the utility model and together with the description serve to explain the utility model. Wherein:

Fig. 1 is a schematic diagram of a front view structure according to an embodiment of the present utility model.

Fig. 2 is a schematic view of a partial enlarged structure at a in fig. 1.

Fig. 3 is a schematic side view of an embodiment of the present utility model.

Fig. 4 is a schematic diagram of a front view of a main truss according to an embodiment of the present utility model.

Fig. 5 is a schematic side view of a bracket according to an embodiment of the utility model.

Fig. 6 is a schematic top view of a bracket according to an embodiment of the utility model.

Fig. 7 is a schematic top view of a reserved hole according to an embodiment of the utility model.

Fig. 8 is a schematic structural view of a reinforcing mesh sheet according to an embodiment of the present utility model.

In the figure: 1-bracket, 2-main truss, 3-cushion block, 4-transverse distribution beam, 5-longitudinal distribution beam, 6-side distribution beam, 7-triangular bent frame, 8-pair pull screw, 9-upper rod connecting system, 10-vertical rod connecting system, 11-wedge 11-railing, 12-upper chord, 13-lower chord, 14-outer diagonal, 15-vertical rod, 16-inner diagonal, 17-node box, 18-sand box, 19-small cross beam, 20-square timber, 21-template, 22-bracket distribution beam, 23-pre-embedded steel plate, 24-hole inner steel bar and 25-steel bar net sheet.

Detailed Description

The following description of the technical solutions in the embodiments of the present utility model will be clear and complete, and it is obvious that the described embodiments are only some embodiments of the present utility model, but not all embodiments. All other embodiments, which are derived by a person skilled in the art based on the embodiments of the utility model, fall within the scope of protection of the utility model.

In the description of the present utility model, the terms "longitudinal", "transverse", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", etc. refer to the orientation or positional relationship based on that shown in the drawings, merely for convenience of description of the present utility model and do not require that the present utility model must be constructed and operated in a specific orientation, and thus should not be construed as limiting the present utility model. The terms "coupled" and "connected" as used herein are to be construed broadly and may be, for example, fixedly coupled or detachably coupled; either directly or indirectly through intermediate components, the specific meaning of the terms being understood by those of ordinary skill in the art as the case may be.

The utility model will be described in detail below with reference to the drawings in connection with embodiments. It should be noted that, without conflict, the embodiments of the present utility model and features of the embodiments may be combined with each other.

As shown in fig. 1 to 8, a bracket with an inverted trapezoid structure of a large-span upper cross beam of an ultra-high bridge tower comprises two tower columns which are oppositely arranged, bracket legs 1 which are arranged on opposite surfaces of the tower columns, and a main truss 2 which is erected on the bracket legs 1;

Reserved holes are formed in corresponding positions on the tower columns below the upper cross beam, 4 reserved holes are reserved on each tower column, and the reserved holes are symmetrically arranged on the center line of the cross beam; the corbels 1 are correspondingly arranged in the reserved holes one by one, and the upper parts of the corbels 1 are fixed in the reserved holes through opposite-pulling screws 8; specifically, after the concrete of the tower column reaches 100% of the design strength, hoisting and embedding the bracket 1 into the reserved holes one by one to be positioned, and penetrating a counter-pulling screw rod at the top of the bracket 1 to stretch and fix the embedded bracket 1 in the reserved holes of the tower column firmly; according to the utility model, through the embedded bracket 1 structure, the characteristic of high compressive strength of concrete is fully utilized, and the force couple principle is utilized to transfer load to a tower column with large bearing capacity and stable rigidity;

The main truss 2 is of an inverted trapezoid assembled bracket structure; two single-piece inverted trapezoid assembled brackets are connected into a group and supported on bracket 1 of two tower columns; the main truss 2 of the inverted trapezoid assembled bracket structure adopts the characteristics of fully utilizing the tensile and compressive capacities of high-strength steel materials and the stability and bearing capacity of the inverted trapezoid truss structure, so that the consumption of single assembled bracket steel of the bearing bracket is saved, the consumption of steel materials of transverse connection brackets between the bearing brackets is reduced, and meanwhile, the adoption of the steel materials has the advantages of high recycling rate and economy and rationality; the utility model saves materials, large-scale mechanical equipment and personnel cost investment, and achieves the effects of energy conservation and material conservation;

According to the utility model, the inverted trapezoid assembled bracket structure is adopted, the gravity center of the structure is transferred to the position below the lifting action point, so that the lifting stability of the high-altitude bracket is improved; through ground assembly, monolithic truss integral hoisting construction has reduced high altitude construction engineering volume, has reduced high altitude risk hidden danger.

Further, as shown in fig. 1, 7 to 8, the reserved hole is rectangular, and embedded steel plates 23 are embedded in the top surface, the bottom surface and two opposite side surfaces of the reserved hole; 4 opposite-pulling tunnels are reserved outside the top of each reserved hole. In a specific embodiment, the pre-buried steel plate 23 adopts Q235B steel plates with the dimensions of 500mm multiplied by 560mm and the thickness of 20mm, and a plurality of hole steel bars 24 with the diameter of 20mm are welded on the back surface of the pre-buried steel plate 23, wherein the pre-buried hole is 60cm in width, 75cm in height and 40cm in depth; in a preferred embodiment, the back of the embedded steel plate 23 is also provided with a plurality of reinforcing steel bar meshes 25, the reinforcing steel bar meshes 25 are embedded in the concrete, the reinforcing steel bar meshes 25 are formed by binding HRB400 phi 12mm reinforcing steel bars, 5 transverse bridges are arranged at a distance of 110mm, 6 transverse bridges are arranged at a distance of 150mm, 5 layers are arranged in the vertical direction, and the distance is 100mm; the steel bars 24 in the holes are inserted into the meshes of the steel bar net 25.

Further, as shown in fig. 1 to 2, the opposite-pulling hole channel is formed by a PVC pipe embedded in the concrete of the tower column, the PVC pipe is horizontal, the PVC pipe is limited and fixed by a positioning steel bar, and the positioning steel bar is welded and fixed on the steel bar framework of the tower column. In a specific embodiment, the opposite-pulling hole is installed by adopting a nominal phi 60mm PVC pipe with the wall thickness of 2.5mm, and the positioning steel bars are welded and fixed on the structural steel bars of the tower column every 30 cm; when the steel bars are welded, the welding slag should not burn the pipeline, so that the pipeline is prevented from being floated upwards and blocked by cement paste when concrete is poured; the transverse distance between the PVC pipes is 150mm, two ends of the opposite-pulling hole channels are tightly attached to the templates 21 before concrete pouring, geotextile and adhesive tapes are used for tightly sealing, and cement paste is prevented from entering the opposite-pulling hole channels.

Further, as shown in fig. 1 to 3 and fig. 5 to 6, the bracket 1 is formed by assembling and welding Q345 steel plates, the welded seam (i-level welded seam) is subjected to flaw detection after the bracket 1 is formed by welding, and after the detection is qualified, the bracket 1 is hoisted to a reserved hole by using a tower crane and is installed and welded and fixed with the embedded steel plate 23; the opposite-pulling screw rod 8 at the top of the bracket 1 adopts PSB830 finish-rolled screw steel with phi 32mm, a single pretension is 35t, the opposite-pulling screw rod is fixed at the outer side of a tower column, and the root of the bracket 1 is welded and fixed with the embedded steel plate 23. Double nuts are arranged on the stretched finish rolling twisted steel, a 10X 10cm steel backing plate is arranged between the nuts and the concrete of the tower column, the backing plate adopts a Q235 steel plate, and the thickness of the steel plate is 20mm.

Further, as shown in fig. 5, a wedge 11 is filled between the contact surfaces of the bracket 1 and the concrete of the tower column, so that the bottom of the bracket 1 is ensured to be completely contacted with the concrete surface of the tower column to be used as a fulcrum of a couple.

Further, as shown in fig. 1 to 3, the top of the bracket 1 is provided with a sand box 18, a group of bracket distributing beams 22 are supported on the sand box 18 of each side tower column, and two ends of the main truss 2 are supported on the bracket distributing beams 22; the bracket distribution beam 22 is a three-piece I45a I-steel transverse distribution beam 4, the three-piece I-steel 45a I-steel is assembled and welded into a whole on the ground (single-sided welding of adjacent I-steel flange plates), and two sides of the I-steel are provided with 2cm thick steel plate diagonal braces for fixing the I-steel;

According to the utility model, the sand unloading of the sand box 18 is used for separating structures such as an inverted trapezoid assembled bracket, a bottom template 21 system and the like from the bottom of the bottom plate of the upper beam; and then the main truss 2 is integrally hoisted to the ground and then decomposed and dismantled.

Further, as shown in fig. 1 to 4, each inverted trapezoidal assembled bracket comprises an upper chord 12, a lower chord 13, two outer diagonal rods 14, two inner diagonal rods 16, and two risers; the upper chord 12 and the lower chord 13 are arranged oppositely, and the two outer diagonal rods 14 are connected to the two ends of the upper chord 12 and the lower chord 13; the upper chord 12, the lower chord 13 and the two outer diagonal rods 14 enclose a trapezoid; the vertical rod 15 is vertically connected between the end part of the lower chord 13 and the upper chord 12, and the inner diagonal rod 16 is obliquely connected between the end part of the lower chord 13 and the upper chord 12; the two ends of the lower chord member 13, the lower end of the outer diagonal member 14, the lower end of the inner diagonal member 16 and the lower end of the vertical rod 15 are fixedly connected through a node box 17;

Specifically, the upper chord 12 is HN700×300H-shaped steel, the lower chord 13 is 2[40a channel steel, the vertical rod 15 is phi 426×6 steel pipe, the outer diagonal rod 14 is 2[40a channel steel, and the inner diagonal rod 16 is phi 426×6 steel pipe; the rod pieces are welded, manufactured and molded in a factory, the quality of welding seams is controlled according to the level II, outsourcing flaw detection is carried out according to the standard required frequency, and the rod pieces are fixedly connected by adopting high-strength bolts;

According to the structural stress characteristics, the inverted trapezoid assembled support rod piece material is designed, the tensile resistance, the bending resistance and the steel pipe column compressive resistance of the I-steel and the channel steel are fully exerted, and the inverted trapezoid assembled support rod piece material is connected into an integral structure through the flange and the pin shaft, so that the inverted trapezoid assembled support rod piece material is simple in structure, convenient to install and clear in stress mode; the lifting is that the gravity center of the structure is positioned below the lifting point, and the safety and stability are high.

Further, because the upper chord member 13 and the lower chord member 13 are long in length, for convenience in transportation, the upper chord member 12 is disconnected from the middle part of the lower chord member 13 and is provided with a butt joint;

During construction, firstly, the position of a control point of an inverted trapezoid assembled support structure is marked on the ground according to the size of a design drawing, then an upper chord member 13, a lower chord member 13, an inclined rod and a vertical rod 15 are sequentially hoisted to the position of the assembled control point respectively by using a tower crane, and then an outer inclined rod 14, the vertical rod 15 and an inner inclined rod 16 are respectively connected with an upper chord member 12 in a flange manner, and bolts are not screwed up temporarily during connection; the outer diagonal rod 14, the vertical rod 15 and the inner diagonal rod 16 are connected with the corresponding positions of the node box 17, and bolts are not screwed up once during connection; then the lower chord 13 is installed and connected with the node box 17; the left and right upper chords 12 are adjusted so that the central lines thereof are on the same straight line, and the distance of butt welding seams (the width of the welding seams is 10 mm) of the upper chords 12 is controlled; then, the left and right lower chords 13 are adjusted, the centers of the left and right lower chords 13 are positioned on the same straight line, and when the distance of the butt welding seam of the lower chords 13 is more than 10mm, the distance between the two node boxes 17 is properly adjusted, so that the distance of the butt welding seam of the lower chords 13 is controlled to be about 10 mm; then, the elevation of the inverted trapezoid assembled support is adjusted, the center line of the inverted trapezoid assembled support is basically located on the same elevation, when fine adjustment is completed and the welding requirements are met through rechecking, the positions of butt welding seams of the upper chord member 13 and the lower chord member 13 are temporarily welded and fixed by adopting a horse plate, then butt welding grooves are respectively carried out on the upper chord member 13 and the lower chord member 13, the welding seam grade is I, after the butt welding is completed, flaw detection is carried out on the inverted trapezoid assembled support by a third party through immediate organization supervision, and after the steel plate is qualified, steel plates with the thickness of 20mm are welded on the outer side of the butt welding seams in a upper welding mode and reinforcing mode are carried out. After the assembly of the single inverted trapezoid assembled bracket group is completed, the whole bracket group is lifted to the top surface of the bracket distribution beam 22 by utilizing two tower cranes, the lifting synchronism of the tower cranes is paid attention to during lifting operation, the assembled bracket is installed inside and outside at first and symmetrically around the center line of the cross beam, every two assembled brackets are connected into a group, the four assembled brackets are connected into a whole in time by adopting transverse connection after the lifting of the four assembled brackets is completed, and the transverse connection comprises an upper rod connection system 9 arranged between the upper chord members 12 and a vertical rod connection system 10 arranged on the vertical rods 15 and the inclined rods; the transverse connection is arranged at the joint where the upper chord 13 and the lower chord 13 intersect with the vertical rod 15 and the diagonal rod respectively so as to enhance the transverse stability of the fabricated bracket.

Further, as shown in fig. 1 to 3, the top surface of each group of the single inverted trapezoidal assembled brackets is fixed with a plurality of cushion blocks 3 by spot welding; all the cushion blocks 3 are arranged in a matrix; a distribution beam is supported on the cushion block 3, and a template 21 is supported on the distribution beam through square timber 20; the top of each group of cushion blocks 3 perpendicular to the upper beam direction is supported with a transverse distribution beam 4, the top of the transverse distribution beam 4 is supported with a longitudinal distribution beam 5, the top of the longitudinal distribution beam 5 is transversely provided with a plurality of small beams 19, the top of each small beam 19 is supported with a template 21 through square lumber 20, and the templates 21 are generally bamboo plywood; the two ends of the upper beam in the project are provided with chamfers, so that triangular bent frames 7 adapting to the upper beam are arranged at the two ends of the upper beam, the tops of the triangular bent frames 7 support templates through small beams 19 and square timber 20, and the bottoms of the triangular bent frames 7 are supported on the main truss 2 through edge distribution beams 6.

The overall construction flow of the utility model is as follows: construction preparation, mounting of embedded parts, mounting of brackets, sand boxes and distribution beams, mounting of inverted trapezoid assembled brackets, mounting of transverse and longitudinal distribution beams, mounting of a template system, concrete pouring, dismounting of the brackets and sealing of reserved holes.

The steps of main truss installation and the like are described above, and the following steps are described below:

(1) And (3) cushion block installation: the cushion block is formed by combining and welding 4-piece I32a plus phi 426 multiplied by 6mm steel pipe columns, the whole cushion block is in a shape of 'whole', the cushion block is welded into a whole in a factory, and 24 sets of reverse trapezoidal assembly brackets are used for 6 sets; directly hoisting the tower crane to the inverted trapezoid assembled bracket, and adopting welding fixation to be firm;

(2) And (3) mounting a transverse distribution beam: the transverse distribution beams are formed by welding 4-piece I20a I-steel side by side into a group, the length of a single group is 9.0m, the weight is 1005kg, the tower crane is adopted to directly hoist the top surface of a cushion block steel pipe column, and spot welding is adopted to fix the transverse distribution beams firmly;

(3) Longitudinal distribution beam mounting: the longitudinal distribution beam is made of I45a I-steel, the longitudinal length is 28m, the fixed-length 45a I-steel is used for butt-jointing on the ground, the two sides of the web are welded with 10mm thick steel plates for reinforcement, after the experience is received, two tower cranes are used for lifting and hanging in place for installation, lifting and hanging points are arranged at the position 4.0m away from the end part, the longitudinal distribution beam is installed one by one according to the sequence from the small mileage side to the large mileage side, the distance is 60cm, and the longitudinal distribution beam is fixed with the transverse distribution beam through spot welding after being adjusted to the mark line.

(4) Longitudinal distribution beam mounting: the bottom die system is respectively from bottom to top: a small cross beam with the transverse direction of I20a, square timber with the longitudinal direction of 10 multiplied by 10cm and bamboo plywood with the thickness of 18 mm; firstly, installing I20a small cross beams, hoisting I20a I-steel on longitudinal distribution beams one by adopting a tower crane, placing the I20a I-steel on the longitudinal distribution beams according to mark lines with the distance of 75cm, alternately overhanging the adjacent transverse distribution beams for 3.0m, arranging the adjacent transverse distribution beams to serve as supports of operation platforms at two sides of the cross beams, and fixing the small cross beams with the longitudinal distribution beams by spot welding after the small cross beams are placed according to the mark lines; then, installing longitudinal square timber, hoisting the square timber to a transverse distribution beam in a whole bundle by adopting a steel wire rope, and manually paving the square timber at intervals of 30cm to ensure that the cantilever lengths of two ends of the square timber are the same during paving, so that overlong single-end cantilever is avoided, and the square timber is easy to overturn; and finally, paving the bamboo plywood, hoisting the whole bundle of bamboo plywood onto square timber by using a tower crane, paving the whole bundle of bamboo plywood from the center of the cross beam to two ends manually, fixing the bamboo plywood on the square timber by adopting iron nails, and after the bottom die is installed in place, checking whether the joint is closely attached, slurry leakage is avoided, elevation and midline are accurate, whether the bottom die and the square timber are suspended or not, and timely adjusting if the joint is not in compliance with the stipulation.

(5) And (3) dismantling a bracket: and (3) dismantling the equipment such as a tower crane, a chain block and the like, unloading sand from a sand box to integrally descend the bracket, dismantling a bottom die, a longitudinal and transverse distribution beam, a main truss, brackets and a transverse distribution beam, and finally sealing the reserved holes of the embedded brackets on the tower column by using M50 micro-expansion concrete.

(6) And (3) closing the reserved holes: firstly, polishing pre-embedded steel plates around a reserved hole, and then welding HRB500 phi 36mm steel bars between an upper pre-embedded steel plate and a lower pre-embedded steel plate, wherein the welding positions of the outer steel bars are consistent with the positions of main ribs of a tower column, the welding is full-welded, and the thickness of a welding line is 10mm; then 4 layers of HRB400 phi 16mm horizontal reinforcing steel meshes are welded; and finally, sealing a mould, pouring micro-expansion concrete, arranging an inner pull on a template, welding and connecting a pull rod with a phi 16mm steel bar and an embedded steel plate firmly, reserving a concrete pouring hole at the top of the template, pouring the micro-expansion concrete, and vibrating and compacting; the embedded bracket reserved pull rod hole is tightly filled with mortar with the same label as the tower column.

According to the utility model, the tower column is used as a bearing bracket foundation, the bracket is arranged on the tower column, and the steel structure bracket is erected to form an upper beam working platform, so that the consumption of basic concrete and steel and the construction cost are saved; the bracket, the sand box and the assembly type bracket adopt modularized design, so that the processing and the manufacturing in a factory are simple, and the time, the labor and the energy are saved when the mechanical equipment is manually matched during the assembly of the ground on site; the main truss is designed to be an inverted trapezoid truss structure of Q345 steel, the characteristics of high tensile and compressive capacities of high-strength steel and high stability and bearing capacity of the inverted trapezoid truss structure are fully utilized, the consumption of single assembly type support steel of the bearing support is saved, and the consumption of steel of transverse connection supports among the bearing supports is reduced; meanwhile, the steel section material has the advantages of high recycling rate, economy and rationality; the construction method saves materials, large-scale mechanical equipment and personnel cost investment, and achieves the effects of energy conservation and material conservation.

Compared with the traditional floor type bracket, the utility model can reduce the consumption of the profile steel by about 300t, reduce the erection time of the bracket and save great cost in an intangible way. The fixed-length steel support is fully utilized, turnover materials are reasonably allocated, turnover times of the steel support are increased, capital investment is reduced, 128 ten thousand yuan of cost is saved in terms of equipment, materials and personnel, energy is saved, consumption is reduced, and enterprises are enhanced.

The foregoing description of the preferred embodiments of the utility model is not intended to limit the utility model to the particular embodiments disclosed, but on the contrary, the intention is to cover all modifications, equivalents, and alternatives falling within the spirit and scope of the utility model as defined by the appended claims.

Claims (10)

1. The utility model provides a super high bridge tower large-span entablature falls trapezium structure support, includes two tower posts that set up relatively, bracket (1) that set up on the tower post opposite face, and erect main truss (2) on bracket (1), its characterized in that:

Reserved holes are formed in corresponding positions on the tower columns below the upper cross beam, and 4 reserved holes are reserved on each tower column; the brackets (1) are correspondingly arranged in the reserved holes one by one, and the upper parts of the brackets (1) are fixed in the reserved holes through opposite-pull screws (8);

The main truss (2) is of an inverted trapezoid assembled bracket structure; two single-piece inverted trapezoid assembled brackets are connected into a group to be supported on bracket (1) of two tower columns.

2. The ultra-high pylon large span upper beam inverted trapezoidal structure bracket of claim 1, wherein: wedge blocks (11) are filled between the contact surfaces of the bracket (1) and the concrete of the tower column, so that the bottom of the bracket (1) is ensured to be in complete contact with the concrete surface of the tower column.

3. The ultra-high pylon large span upper beam inverted trapezoidal structure bracket of claim 1, wherein: the reserved holes are cuboid, embedded steel plates (23) are embedded in the top surface, the bottom surface and the opposite side surfaces of the reserved holes, and 4 opposite-pull holes are reserved outside the top of each reserved hole; the root of the bracket (1) is welded and fixed with the embedded steel plate (23).

4. A superhigh bridge tower large-span upper beam inverted trapezoidal structure support according to claim 3, wherein: the opposite-pulling hole channel is formed by a PVC pipe embedded in the concrete of the tower column, the PVC pipe is horizontal and is fixed in a limiting manner through a positioning steel bar, and the positioning steel bar is welded and fixed on a steel bar framework of the tower column.

5. The ultra-high pylon large span upper beam inverted trapezoidal structure bracket of claim 1, wherein: the pull rod of the opposite-pull screw rod (8) adopts finish-rolled screw steel, and a single pre-tension is carried out for 35t; and double nuts are arranged on the stretched finish rolling twisted steel, and a steel backing plate is arranged between the nuts of the opposite-pulling screw rods (8) and the concrete of the tower column.

6. The ultra-high pylon large span upper beam inverted trapezoidal structure bracket of claim 1, wherein: the top of the bracket (1) is provided with a sand box (18), a group of bracket distributing beams (22) are supported on the sand box (18) of each side tower column, and two ends of the main truss (2) are supported on the bracket distributing beams (22).

7. The ultra-high pylon large span upper beam inverted trapezoidal structure bracket of claim 1, wherein: the top surface of each group of the single inverted trapezoid assembled brackets is fixedly provided with a plurality of cushion blocks (3) through spot welding; all the cushion blocks (3) are arranged in a matrix; the distribution beam is supported on the cushion block (3), and the template (21) is supported on the distribution beam through the square timber (20).

8. The ultra-high pylon large span upper beam inverted trapezoidal structure bracket of claim 1, wherein: each inverted trapezoid assembled bracket comprises an upper chord member (12), a lower chord member (13), two outer diagonal members (14), two inner diagonal members (16) and two vertical rods (15); the upper chord member (12) and the lower chord member (13) are arranged oppositely, and the two outer diagonal members (14) are connected to the two ends of the upper chord member (12) on the lower chord member (13); the upper chord member (12), the lower chord member (13) and the two outer diagonal members (14) are surrounded to form a trapezoid; the vertical rod (15) is vertically connected between the end part of the lower chord member (13) and the upper chord member (12), and the inner inclined rod (16) is obliquely connected between the end part of the lower chord member (13) and the upper chord member (12); each rod piece is connected and fixed by a high-strength bolt.

9. The ultra-high pylon large span upper beam inverted trapezoidal structure bracket of claim 8, wherein: the upper chord member (12) is disconnected with the middle part of the lower chord member (13) and is provided with a butt joint.

10. The ultra-high pylon large span upper beam inverted trapezoidal structure bracket of claim 8, wherein: all the single inverted trapezoidal assembled brackets are connected into a whole through transverse connection; the transverse connection comprises an upper rod connecting system (9) arranged between the upper chords (12) and a vertical rod connecting system (10) arranged on the vertical rods (15) and the inclined rods.