CN113250082A - Construction method of suspension bridge tower column - Google Patents
Construction method of suspension bridge tower column Download PDFInfo
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- CN113250082A CN113250082A CN202110593390.8A CN202110593390A CN113250082A CN 113250082 A CN113250082 A CN 113250082A CN 202110593390 A CN202110593390 A CN 202110593390A CN 113250082 A CN113250082 A CN 113250082A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/02—Suspension bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/16—Suspension cables; Cable clamps for suspension cables ; Pre- or post-stressed cables
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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Abstract
The invention provides a construction method of a suspension bridge tower column, which comprises the steps of tower base installation, lower tower column installation, lower cross beam installation, middle tower column installation, middle cross beam installation, upper tower column installation, upper cross beam installation, steel anchor box installation and stay cable installation; and (3) mounting a main beam, wherein the main beam comprises a main longitudinal beam, a small longitudinal beam and a common cross beam. Through the suspension bridge of above-mentioned scheme preparation, through the effect of main part cushion cap, steel anchor case, suspension cable and girder, can improve the fastness of suspension bridge column installation, reduce and rock. The suspension bridge manufactured by the construction method of the tower column of the suspension bridge has the advantages of firm installation and difficult shaking.
Description
Technical Field
The invention relates to the field of bridge construction, in particular to a construction method of a tower column of a suspension bridge.
Background
Suspension bridges, also known as suspension bridges, are bridges in which cables (or steel chains) suspended and anchored on both banks (or at both ends of the bridge) by cable towers serve as the main load-bearing members of the superstructure. The cable geometry is determined by the equilibrium condition of the forces, typically approaching a parabola. A plurality of suspension rods are suspended from the cable to suspend the deck, and stiffening beams are often disposed between the deck and the suspension rods to form a combined system with the cable to reduce deflection deformation caused by loading.
The largest forces in a suspension bridge are the tension in the suspension cables and the pressure in the tower. Since the tower is substantially free from lateral forces, its construction can be made quite slim and, in addition, the suspension cables have a certain stabilizing effect on the tower. If the weight of the suspension wire is disregarded in the calculation, the suspension wire forms a parabola. The process of calculating the suspension bridge thus becomes very simple. The suspension cables of old suspension bridges are generally iron chains or iron rods connected together. Modern suspension cables are typically multi-strand, high strength steel wires.
The tower comprises a lower tower column, a middle tower column and an upper tower column, and is greatly risky when being vibrated by external force in the installation and subsequent use processes, such as shaking caused by wind force. Because the tower has larger mass, the slight shaking of the tower has huge potential safety hazard.
In view of the above, there is a need to provide a new method for constructing a tower column of a suspension bridge, which solves or at least alleviates the above technical drawbacks.
Disclosure of Invention
The invention mainly aims to provide a construction method of a tower column of a suspension bridge, and aims to solve the technical problem that the suspension bridge is easy to shake in the prior art.
In order to achieve the above object, the present invention provides a suspension bridge tower column construction method, comprising:
manufacturing a main body bearing platform;
manufacturing an auxiliary pier and a side pier foundation;
the method comprises the following steps of installing a main tower, wherein the main tower is installed sequentially by a tower base, a lower tower column, a lower cross beam, a middle tower column, a middle cross beam, an upper tower column, an upper cross beam, a steel anchor box and a stay cable;
and (3) mounting a main beam, wherein the main beam comprises a main longitudinal beam, a small longitudinal beam and a common cross beam.
Optionally, the construction method of the suspension bridge tower column further includes installing a hydraulic climbing formwork system, where the installing of the hydraulic climbing formwork system includes the following steps:
mounting a platform and a protective steel plate net;
mounting a tripod;
moving the mounting template backwards;
installing upper trusses in a layered mode;
and (5) installing a hoisting platform.
Optionally, the climbing process of the hydraulic climbing formwork system includes:
after concrete pouring is finished → the form removal is moved backwards → the wall attaching device is installed → the reinforcing steel bars are bound → the guide rail is lifted → the climbing frame → the template is cleaned and brushed with a release agent → the embedded part is fixed on the template → the mold is closed → concrete is poured;
after the installation of main tower is accomplished, the flow of demolising of hydraulic pressure creeping formwork system template includes:
removing the upper bracket → removing the template → removing the guide rail → removing the lower bracket → removing the hanging seat.
Optionally, the main tower installation further comprises installing a reinforcing beam, and the installing of the reinforcing beam comprises the following steps:
a first middle tower arm is arranged on one side of the bridge deck, and a second middle tower arm is arranged on the other side of the suspension bridge;
installing a lower embedded part at a first preset position between the first middle tower arm and the second middle tower arm;
mounting a first bracket assembly on the lower embedded part;
installing a middle-layer embedded part at a second preset position between the first middle tower arm and the second middle tower arm;
mounting a second bracket assembly on the middle-layer embedded part;
installing an upper embedded part at a third preset position between the first middle tower arm and the second middle tower arm;
mounting a third bracket assembly on the upper embedded part;
and a reinforcing cross beam is arranged between the first middle tower arm and the second middle tower arm.
Optionally, before the step of installing the middle-level embedded part at the second preset position between the first middle tower arm and the second middle tower arm, the method further includes:
installing an upright post for supporting the middle-layer embedded part on the lower-layer embedded part;
installing a first plane truss steel pipe on the lower embedded part;
after the step of installing an upper embedded part at a third preset position between the first middle tower arm and the second middle tower arm, the method further comprises the following steps:
and installing a second plane truss steel pipe on the middle layer embedded part.
Optionally, the main tower installation further comprises a stiff framework installation, and the stiff framework installation comprises an upper tower column framework installation, a middle tower column framework installation and a lower tower column framework installation.
Optionally, in the step of installing the main tower, the step of installing the steel anchor box includes the following steps:
mounting supporting steel bars and fixing steel bars on the main tower;
pouring cable tower column concrete at the positions of the supporting steel bars and the fixed steel bars;
welding the embedded steel plate to the supporting steel bar;
mounting a steel anchor box to the embedded steel plate;
and the other steel anchor boxes are sequentially installed along the tower body, the steel anchor boxes are connected with the concrete through shear screws, and the upper and lower adjacent steel anchor boxes are connected through high-strength screws.
Optionally, the steel anchor box set up in the main tower inner chamber, the steel anchor box includes relative first steel anchor box and the second steel anchor box that sets up, first steel anchor box with the quantity of second steel anchor box is a plurality of, the installation procedure of steel anchor box still includes:
the first steel anchor box and the second steel anchor box are sequentially installed in the extending direction of the main tower respectively, wherein the bottommost steel anchor box of the first steel anchor box and the second steel anchor box is installed at a first preset height of the main tower, and the topmost steel anchor box of the first steel anchor box and the second steel anchor box is installed at a second preset height of the main tower.
Optionally, the main tower installation further comprises installing a tower monitoring system, and the installation method of the tower monitoring system comprises:
a first climbing formwork is arranged on the outer wall of the lower tower, and a first monitoring assembly is arranged on the first climbing formwork;
a second climbing formwork is arranged on the outer wall of the middle tower, and a second monitoring assembly is arranged on the second climbing formwork;
a third climbing formwork is arranged on the outer wall of the lower tower, and a third monitoring assembly is arranged on the third climbing formwork;
the first formwork climbing frame is arranged in a rectangular shape along the section in the horizontal direction, and the first monitoring assembly comprises a plurality of first total stations;
respectively installing one first total station at the vertexes of the periphery of the first formwork climbing frame;
the first total station is respectively installed at the middle positions of the peripheral side walls of the first formwork climbing frame;
and respectively installing one total station at the middle position between each vertex and the adjacent side wall on the first formwork climbing frame.
Optionally, the construction method of the suspension bridge tower column further comprises concrete pouring, wherein the concrete is formed by mixing sand and stone materials, cement, fly ash and an additive, and the concrete pouring specifically comprises the following steps:
measuring and calibrating various weighing machines, and then weighing various ingredients of the concrete according to the measured and calibrated weighing machines;
checking whether foreign matters or quality problems exist in the steel bars, embedded parts and the like;
the concrete is poured in layers according to the specified thickness, sequence and direction, the thickness of the concrete poured in layers is controlled within 0.3m, and uniform and symmetrical distribution is ensured; wherein, when pouring concrete, adopting an inserted vibrator to compact;
and after the concrete is solidified, spraying and maintaining by using an automatic spraying device.
In the technical scheme of the invention, the construction method of the suspension bridge tower column comprises the steps of manufacturing a main body bearing platform; manufacturing an auxiliary pier and a side pier foundation; the method comprises the following steps of installing a main tower, wherein the main tower is installed sequentially by a tower base, a lower tower column, a lower cross beam, a middle tower column, a middle cross beam, an upper tower column, an upper cross beam, a steel anchor box and a stay cable; and (3) mounting a main beam, wherein the main beam comprises a main longitudinal beam, a small longitudinal beam and a common cross beam. Through the suspension bridge of above-mentioned scheme preparation, through the effect of main part cushion cap, steel anchor case, suspension cable and girder, can improve the fastness of suspension bridge column installation, reduce and rock. The suspension bridge manufactured by the construction method of the tower column of the suspension bridge has the advantages of firm installation and difficult shaking.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the structures shown in the drawings without creative efforts.
Fig. 1 is a schematic flow chart of a suspension bridge tower column construction method according to a first embodiment of the present invention;
fig. 2 is a schematic flow chart of a suspension bridge tower column construction method according to a second embodiment of the present invention;
fig. 3 is a schematic flow chart of a suspension bridge tower column construction method according to a third embodiment of the present invention;
fig. 4 is a schematic flow chart of a suspension bridge tower column construction method according to a fourth embodiment of the present invention;
fig. 5 is a schematic flow chart of a suspension bridge tower column construction method according to a fifth embodiment of the present invention;
fig. 6 is a schematic flow chart of a suspension bridge tower column construction method according to a sixth embodiment of the present invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is apparent that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be obtained by a person skilled in the art without any inventive step based on the embodiments of the present invention, are within the scope of the present invention.
It should be noted that all the directional indicators (such as the upper and lower … …) in the embodiment of the present invention are only used to explain the relative position relationship, movement, etc. of the components in a specific posture (as shown in the drawings), and if the specific posture is changed, the directional indicator is changed accordingly.
In addition, the descriptions related to "first", "second", etc. in the present invention are only for descriptive purposes and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature.
Moreover, the technical solutions in the embodiments of the present invention may be combined with each other, but it is necessary to be able to be realized by a person skilled in the art, and when the technical solutions are contradictory or cannot be realized, the combination of the technical solutions should be considered to be absent, and is not within the protection scope of the present invention.
Referring to fig. 1, according to a first embodiment of the present invention, there is provided a suspension bridge tower column construction method including:
s100, manufacturing a main body bearing platform;
s200, manufacturing an auxiliary pier and side pier foundation;
s300, installing a main tower, wherein the main tower installation sequentially comprises tower base installation, lower tower column installation, lower cross beam installation, middle tower column installation, middle cross beam installation, upper tower column installation, upper cross beam installation, steel anchor box installation and stay cable installation;
and S400, mounting a main beam, wherein the main beam comprises a main longitudinal beam, a small longitudinal beam and a common cross beam.
Specifically, the main tower bearing platform is a foundation and can adopt a reinforced concrete structure, and a 1.5m high tower base is arranged below the tower and is connected with a bearing platform with the height of 5 m. The height of the top of the bearing platform is-2.500 m. The plane size of a single bearing platform is 33.0 (along the bridge direction) multiplied by 44.8m (along the bridge direction), and the bearing platform is made of marine high-performance C40 concrete.
The main tower foundation adopts 54 phi 200cm bored piles, the center distance of the piles is 5.8m along the bridge direction and 5.1m along the bridge direction, and the bored piles adopt maritime work C35 underwater concrete.
The auxiliary pier adopts a double-column separated pier, the section of the bottom of the pier column is rectangular, four corners of the pier column are provided with a circle-wiping area with the length of R being 30cm, the size of the circle-wiping area is 2.5m (along the bridge direction) multiplied by 3.0m (along the bridge direction), and the auxiliary pier adopts marine high-performance C45 concrete. The thickness of the auxiliary pier cap is 2.5m, the section size is 10.5m (transverse direction) multiplied by 6.75m (transverse direction), and marine high-performance C40 concrete is adopted. 6 bored piles with the diameter of 150cm are adopted as the foundation, the center distance of the piles is 3.75m, and marine C35 underwater concrete is adopted as the bored piles. The main bridge side pier (main approach bridge connecting pier) adopts a double-column hollow pier, the width of the outward edge of a transverse bridge of the pier is 5m, and the width of the outward edge of a following bridge is 3 m. The concrete filled with C20 is filled to be solid within 4m above the bearing platform, and the rest is hollow. The wall thickness of the hollow pier part along the bridge direction is 60cm, and the wall thickness of the hollow pier part along the transverse bridge direction is 90 cm. The bent cap adopts a high-low bent cap, the height of the low beam at the midspan part is 2.5m, a class A prestressed concrete structure is adopted, and the pier and the bent cap both adopt marine high-performance C45 concrete. The height of the side pier bearing platform is 2.5m, the section size is 10.5m (transverse direction) multiplied by 6.75m (transverse direction), and marine C40 concrete is adopted. 6 bored piles with the diameter of 150cm are adopted as the foundation, and marine C35 underwater concrete is adopted.
The main tower is of a reinforced concrete structure, and the tower body is a box-shaped hollow section. The single limb is changed into two limbs under the guy cable area along the bridge direction, two cross beams are arranged near the bridge floor along the bridge direction, and two cross beams are arranged on the bridge tower above the bridge floor. The top of the tower is provided with a steel tower section required by modeling, and a curve form is adopted. The cable tower anchoring adopts a steel anchor box structure.
The upper tower column adopts a hollow box-shaped section and a single box and a single chamber. Two upper tower columns are arranged in the transverse bridge direction, and the lower tower column in the inhaul cable area along the bridge direction is changed into two legs from a single leg. The size of the tower column of the guy cable section is changed from 8.774x4m to 7.4x4m, wherein the tower column is obliquely arranged along the bridge direction, the transverse bridge direction is transited by a curve with the radius of 102.1m, and a steel anchor box is arranged in the tower column.
The steel anchor box is a box-shaped structure and comprises side pulling plates, end bearing plates, web plates, anchor backing plates, transverse partition plates, connecting plates, stiffening ribs and other members. The side pulling plate mainly bears the horizontal pulling force of the stay cable, the thickness of the plate is 40mm, the surface of the side pulling plate is provided with a vertical manhole, and in order to increase the vertical stability of the steel plate of the steel anchor box, vertical stiffening ribs are welded on the outer side of the side pulling plate; the end bearing plate is connected with the wall of the concrete tower, the plate thickness is 30mm, the width is about 1500mm, and the surface is welded with a shear nail; the cable force is transmitted to the vertical pulling plate through the web plate, the thickness of the web plate is 48mm, the height of the web plate changes along with the angle of the stay cable, and stiffening ribs are welded on the two sides of the web plate; a diaphragm plate is arranged between the two side pulling plates and is a ribbed steel plate with the thickness of 16mm, a manhole is arranged on the diaphragm plate, and the diaphragm plate is used as a construction platform when the stay cable is tensioned; the thickness of the anchor plate is 40mm, the thickness of the anchor backing plate is 60-75 mm according to the tension of the stay cable, and the plane size of the anchor backing plate adopts one specification, namely 700mm multiplied by 700 mm. The main component of being connected between steel anchor case and the cable tower is the shear force nail, and the shear force nail adopts diameter 22 mm's cylinder head welding nail, and is long 200mm, horizontal interval 150mm, vertical interval 150 mm. Q345qC steel is adopted for the stayed-cable steel anchor box and the temporary connecting piece on the tower, and an impact toughness test is required. The stay cable guide pipe is made of Q345qC steel, the shear nails are cylindrical head welding nails made of ML15 and used for arc stud welding, the diameter of the welding nails is 22mm, the height of the welding nails is 200mm, and each set of cylindrical head welding nails used for arc stud welding comprises a column head welding nail used for arc stud welding and a welding end welding forming magnetic ring.
The stay cables are arranged in a double-cable-surface fan shape, the stay cables are single high-strength epoxy coating steel strand stay cables with the diameter of 15.2mm, and the outer layer of the whole cable bundle is a protective sleeve made of high-density polyethylene (HDPE) formed by synchronous extrusion.
The stay cable is connected with the main tower and the main beam through the steel anchor box and is stretched on the tower. The standard spacing of the stay cables is 10m, the cable distance in the anchor span area is 7.5m, and the cable distance on the tower is about 2 m. The full bridge has a total of 80 stay cables, and the maximum stay cable length is 121 m.
The main beam is a steel-concrete superposed beam, and the concrete bridge deck is combined with the steel beam through shear nails. The steel beam is a lattice system consisting of longitudinal beams, transverse beams and small longitudinal beams. The standard segment of the longitudinal beam is 10m, and 2 transverse beams are arranged in each 10 m. The anchor span part segment is 7.5m, and 1 cross beam is arranged in the middle. 3 small longitudinal beams are arranged between the cross beams. The bridge deck is divided into 4 prefabricated slabs transversely and 5 longitudinal cast-in-place seams in total by adopting a mode of block prefabrication and cast-in-place wet seam connection. The method mainly comprises the following steps: main longitudinal beams, small longitudinal beams, common cross beams, reinforcing cross beams and bridge decks.
The bridge deck is prefabricated in blocks, prefabricated plates are connected through cast-in-place wet joints, and the bridge deck system is transversely divided into 4 prefabricated plates and a middle longitudinal wet joint. The thickness of the standard prefabricated bridge deck is 240mm, and the haunch height is 290mm on two sides. The thickness of the bridge deck of the anchor span part is 290mm, and no haunch is arranged. The full bridge is divided into various bridge decks, and the maximum hoisting weight of a single precast slab is 18.44 t. The prefabricated bridge deck must be stored for at least 6 months before being hoisted in place to reduce the adverse effects of concrete shrinkage and creep on the laminated beam. The embedded hoisting ring steel bars are isolated from the steel bars in the bridge deck by effective measures so as to avoid leaving corrosion channels. The bridge deck is internally provided with longitudinal prestressed steel bundles which adopt
Low-relaxation steel strands, the longitudinal prestress of which is arranged about 120m across. About 40m at the main tower, and about 70m in the auxiliary pier top and anchor span area. The height of the wet joint of the bridge deck is 300mm, and the high-performance micro-expansion concrete with C55 marine engineering is adopted and added with the high performanceA water reducing agent. And in the section with larger stress, UHPC (ultra high performance concrete) is adopted to increase the tensile property.
In the above-mentioned embodiment, through the effect of main part cushion cap, steel anchor case, suspension cable and girder, can improve the fastness of suspension bridge pylon installation, reduce and rock. The suspension bridge manufactured by the construction method of the tower column of the suspension bridge has the advantages of firm installation and difficult shaking.
Referring to fig. 2, further, according to the second embodiment of the present invention, the construction method of the tower column of the suspension bridge further includes a hydraulic climbing formwork system installation, and the hydraulic climbing formwork system installation includes the following steps:
s201, mounting a platform and a protective steel plate net;
s202, mounting a tripod;
s203, moving the mounting template backwards;
s204, installing upper trusses in a layered mode;
and S205, installing a hoisting platform.
The hydraulic climbing formwork hydraulic system mainly comprises a hydraulic pump station control platform, a hydraulic oil cylinder, a speed regulating valve, a rubber pipe, a hydraulic valve and a power distribution device. The climbing principle is as follows: the jacking movement of the self-climbing formwork is realized by alternatively jacking the guide rail and the climbing frame by the hydraulic oil cylinder. The guide rail and the mould climbing frame can move relatively. When the climbing formwork is in a working state, the guide rail and the climbing formwork are supported on the embedded part support, and no relative movement exists between the guide rail and the climbing formwork. After the mold is withdrawn, a stressed bolt, a hanging seat body and an embedded part support are arranged on a climbing cone left after the mold is withdrawn, and the direction of the tongue body of the upper reversing box and the lower reversing box is adjusted to lift the guide rail. After the guide rail is jacked in place and is positioned on the embedded part support, an operator can turn to the lower platform to remove the lower embedded part support, the climbing cone and the like exposed after the guide rail is lifted. After all the drawknots on the climbing formwork are removed, the climbing formwork can be jacked, at the moment, the guide rail is kept still, the oil cylinder is started after the direction of the upper tongue body and the lower tongue body is adjusted, and the climbing formwork moves upwards relative to the guide rail. The guide rail and the climbing formwork are attached to the wall alternately to lift the other side, and the climbing formwork ascends along the tower column to lift the tower layer by layer.
In order to ensure the safety of constructors during high-altitude operation, the outer protection design of the frame body adopts a shaped steel plate mesh, the thickness of the steel plate mesh is 0.6mm, the aperture is 5mm, and the wind shielding coefficient is 0.15. The steel plate net pursues that the outer facade image is beautiful and neat while ensuring the requirements of impact resistance, safety, durability and lighting of the outer enclosure.
In order to avoid the support body to climb up and conflict with the structure, leave 100 between creeping formwork upper landing board and the concrete wall and add a 200 mm's clearance, simultaneously for preventing the high altitude weight thing, gap department sets up the board that turns over between the support body of hydraulic pressure platform and hanging platform and concrete wall, will turn over the board and open when the support body promotes, will turn over the board and lay after the support body promotes to target in place immediately. And a sizing turning plate is also adopted to seal the gap between the guide rail and the platform springboard. Manhole about each layer platform all establishes, establishes the guardrail around the manhole about, sets up the steel step between each layer platform, and the step is 60 with the platform.
The height of the peripheral guardrail of the support body top layer platform and the template backward moving platform reaches 1.8 m, and the support body is used in a non-climbing state
The steel pipes connect the frame bodies around the tower column into a whole, and the windproof cables are pulled up, so that the overall stability and the wind resistance of the creeping formwork are improved, and the construction requirements can be met. The steel pipe is removed during climbing, and the top of the upper frame body of the climbing formwork is fastened with the stiff skeleton through the steel wire rope, so that accidents in the climbing process are prevented. Be equipped with the fire extinguisher on every layer of platform of creeping formwork support body, the top layer platform is equipped with the water tank, can prevent fires, and creeping formwork support body top is equipped with the lightning rod, can prevent lightning, guarantees construction safety nature.
Further, the climbing process of the hydraulic climbing formwork system comprises the following steps:
after concrete pouring is finished → the form removal is moved backwards → the wall attaching device is installed → the reinforcing steel bars are bound → the guide rail is lifted → the climbing frame → the template is cleaned and brushed with a release agent → the embedded part is fixed on the template → the mold is closed → concrete is poured; specifically, the embedded part is installed, the climbing cone is fixed on the template through the stressed bolt, the high-strength screw rod is screwed up after butter is smeared in the climbing cone hole, and it is guaranteed that concrete cannot flow into the climbing cone thread. The embedded plate is screwed at the other end of the high-strength screw rod. The cone faces the template and is opposite to the creeping cone. And if the embedded part collides with the steel bar, carrying out die assembly after the steel bar is properly displaced. Lifting the guide rail, and adjusting the reversing devices in the upper reversing box and the lower reversing box to be upward simultaneously. The upper end of the reversing device props against the guide rail. When climbing the frame body, the upper reversing box and the lower reversing box are adjusted to be downward at the same time, and the lower end of the box props against the guide rail. (the hydraulic control console for climbing or lifting the guide rail is operated by a special person, each frame is provided with the special person to see whether the operation is synchronous or not, the operation is asynchronous, and the control of an adjustable hydraulic valve is carried out), and after the guide rail is lifted in place, the wall attaching device and the climbing cone on the lower layer are detached.
After the installation of main tower is accomplished, the flow of demolising of hydraulic pressure creeping formwork system template includes:
removing the upper bracket → removing the template → removing the guide rail → removing the lower bracket → removing the hanging seat. Basically following the principle of back loading and first unloading. Firstly, removing and hoisting the template; dismantling the template truss system above the main platform and hanging down; the guide rail is drawn out and hung down.
Referring to fig. 3, further according to a third embodiment of the present invention, the main tower installation further comprises installing a reinforcing crossmember, the installation of the reinforcing crossmember comprising the steps of:
s211, mounting a first middle tower arm on one side of a bridge deck, and mounting a second middle tower arm on the other side of the suspension bridge;
s212, installing a lower-layer embedded part at a first preset position between the first middle tower arm and the second middle tower arm;
s213, mounting a first bracket assembly on the lower-layer embedded part;
s214, mounting a middle-layer embedded part at a second preset position between the first middle tower arm and the second middle tower arm;
s215, mounting a second bracket assembly on the middle-layer embedded part;
s216, installing an upper-layer embedded part at a third preset position between the first middle tower arm and the second middle tower arm;
s217, mounting a third bracket assembly on the upper-layer embedded part;
and S218, mounting a reinforcing cross beam between the first middle tower arm and the second middle tower arm.
In this embodiment, the first bracket assembly, the second bracket assembly and the third bracket assembly are arranged between the first middle tower arm and the second middle tower arm to temporarily fix the first middle tower arm and the second middle tower arm, so that a constructor can conveniently install the reinforcing cross beam between the first middle tower arm and the second middle tower arm to prevent the first middle tower arm and the second middle tower arm from shaking or being overweight to cause damage in the construction process, and after the reinforcing cross beam is installed, one end of the reinforcing cross beam is fixed on the first middle tower arm, and the other end of the reinforcing cross beam is fixed on the second middle tower arm.
Further, before the step of installing the middle-layer embedded part at the second preset position between the first middle tower arm and the second middle tower arm, the method further comprises the following steps:
mounting a stand column for supporting the middle-layer embedded part on the lower-layer embedded part;
installing a first plane truss steel pipe on the lower embedded part;
after the step of installing the upper embedded part at a third preset position between the first middle tower arm and the second middle tower arm, the method further comprises the following steps:
and installing a second plane truss steel pipe on the middle-layer embedded part.
In this embodiment, since the first preset position, that is, the span of the cross brace mounting bracket on the lower layer of the first middle tower arm and the second middle tower arm is larger, the upright column needs to be disposed below the cross brace mounting bracket to assist the cross brace mounting bracket to fix, so as to further improve the stability of the cross brace mounting bracket. Specifically, the upright column adopts parameters of
And the bottoms of the upright columns are supported on the top surfaces of the cross beams of the lower tower or the box-shaped steel cross beams of the tower column beam section, and two upright columns are arranged and are respectively positioned on the left side and the right side of the cross support mounting bracket. And finally, mounting a first plane truss steel pipe on the lower-layer embedded part to improve the stability and facilitate construction by constructors. The second plane truss steel pipe can be also arranged on the middle layer embedded part to further improve the stabilityAnd construction personnel can construct the concrete conveniently.
Furthermore, the main tower installation also comprises a stiff framework installation, and the stiff framework installation comprises an upper tower column framework installation, a middle tower column framework installation and a lower tower column framework installation.
Referring to fig. 4, according to the fourth embodiment of the present invention, further, in the step of installing the main tower, the steel anchor box installation comprises the following steps:
s221, mounting supporting steel bars and fixing steel bars on a main tower;
s222, pouring cable tower column concrete at the positions of the supporting steel bars and the fixed steel bars;
s223, welding the embedded steel plate to the supporting steel bar;
s224, mounting the steel anchor box to the embedded steel plate;
and S225, sequentially installing the rest steel anchor boxes along the tower body, connecting the steel anchor boxes with concrete through shear screws, and connecting the upper adjacent steel anchor box with the lower adjacent steel anchor box through high-strength screws.
In the above embodiment, through the relative first anchor case and the second anchor case that set up along the extending direction of cable tower post at cable tower post to through the fastener with anchor case fixed mounting at cable tower post inner chamber, connect adjacent two anchor cases through the connecting piece, can fasten cable tower post, increase cable tower post self stability, reduce because the rocking of wind-force or other external factors cause cable tower post. This embodiment has the advantage that the suspension bridge is not prone to sway.
Further, the steel anchor case sets up in main tower inner chamber, and the steel anchor case is including relative first steel anchor case and the second steel anchor case that sets up, and the quantity of first steel anchor case and second steel anchor case is a plurality ofly, and the installation step of steel anchor case still includes:
the first steel anchor box and the second steel anchor box are sequentially installed along the extending direction of the main tower respectively, wherein the bottommost steel anchor box of the first steel anchor box and the second steel anchor box is installed at a first preset height of the main tower, and the topmost steel anchor box of the first steel anchor box and the second steel anchor box is installed at a second preset height of the main tower.
Specifically, the bottom layer anchor box needs to be provided with an embedded steel plate, and the anchor box and the embedded steel plate are welded and fixed. The embedded steel plate adopts 2 pieces of steel plates with the delta being 20mm, the plane size is 200cm (transverse direction) x 185cm (longitudinal direction), and 1 piece is arranged on each side of the big mileage and the small mileage. The embedded steel plate is made of a brand-new and deformation-free steel plate. In order to ensure that the steel plate is flat, 3 pieces of angle steel with the angle of 125 multiplied by 10mm are welded in the longitudinal direction and the transverse direction of the top surface before hoisting for reinforcement.
In the horizontal projection range of the embedded steel plates, 16 steel plates are uniformly distributed below each steel plate
And supporting steel bars are vertically arranged, the top surface elevation should be 3cm higher than the bottom surface elevation (58.480m) of the embedded steel plate, and fixing steel bars are arranged on the periphery of the embedded steel plate. And pouring tower column concrete, wherein the top surface of the concrete is flush with the top surface of the supporting steel bar.
And the embedded steel plate is firmly welded with the fixed reinforcing steel bar. And (4) removing the angle steel spot-welded on the top surface of the embedded steel plate, and grinding the welding spot by using a grinding wheel.
And hoisting the bottom layer anchor box by using a 42t tower crane, directly installing the bottom layer anchor box in place, and welding the anchor box and the embedded steel plate together after checking the axis deviation and the verticality to be qualified. And finally, installing reinforcing steel bars and erecting a formwork to pour concrete of the tower column around the anchor box.
After the second layer of anchor boxes are hoisted in place, checking the allowable deviation of the installation axis of the anchor boxes: 5 mm. The error of the inclination is less than or equal to 1/3000. And if the high-strength bolts are qualified, tightening the high-strength bolts connected with the bottom layer anchor box. If the allowable deviation exceeds the standard, the hot-dip galvanized steel sheet is partially padded in the connecting joint for adjustment, and the high-strength bolt is tightened after the standard is reached. The installation method of other anchor boxes is the same. In a word, the anchor box is installed first, and then the concrete of the peripheral tower body is poured. The anchor box can be 2 layers higher than the concrete top surface of the tower body at most. The main tower is a double-cable-plane cable-stayed bridge tower, so that each main tower is provided with 9 layers of double rows of anchor boxes. The installation elevation of the bottom of the 1 st layer of anchor box is 58.5m, and the elevation of the top of the 9 th layer of anchor box is 79.7 m. The anchor box is arranged in a cavity inside the tower body, and the large mileage direction and the small mileage direction of the anchor box are mutually connected with the concrete of the tower body through the shear nails. The anchor box is formed by welding Q345qC steel plates. The upper and lower adjacent two layers of anchor boxes are connected through M24 high-strength bolts.
Referring to fig. 5, further according to a fifth embodiment of the present invention, the main tower installation further includes installing a tower monitoring system, and the method of installing the tower monitoring system includes:
s231, installing a first climbing formwork on the outer wall of the lower tower, and installing a first monitoring assembly on the first climbing formwork;
s232, mounting a second climbing formwork on the outer wall of the middle tower, and mounting a second monitoring assembly on the second climbing formwork;
s233, installing a third climbing formwork on the outer wall of the lower tower, and installing a third monitoring assembly on the third climbing formwork;
s234, arranging a first formwork climbing frame in a rectangular shape along the cross section in the horizontal direction, wherein a first monitoring assembly comprises a plurality of first total stations;
s235, respectively installing a first total station on the top points of the periphery of the first formwork climbing frame;
s236, respectively installing a first total station at the middle positions of the peripheral side walls of the first formwork climbing frame;
and S237, respectively installing a total station at the middle position between each vertex and the adjacent side wall on the first formwork climbing frame.
In this embodiment, the first monitoring assembly, the second monitoring assembly and the third monitoring assembly are used for respectively detecting a lower tower, a middle tower and an upper tower, and acquiring spatial parameter information of the tower column; calculating space parameter errors of the lower tower, the middle tower and the upper tower according to a theoretical calculation conclusion and the parameter information; judging whether the parameter error is greater than or equal to a preset error or not; when the parameter error is larger than or equal to the preset error, alarming is carried out to prompt constructors or related personnel to adjust so as to avoid accidents, and therefore the safety, stability and reliability of the tower column monitoring system are improved. The parameter information comprises deformation parameters of the upright column and the support, rigidity parameters of the template, deformation parameters of the beam section steel and the like in the tower column construction process. And measuring the parameters after the construction stage of the formwork support frame installation of the tower column is completed, the formwork installation construction stage is completed, the reinforcing steel bar installation construction stage is completed, concrete is poured before and after concrete is poured, and after concrete is poured by 50%, specifically, by means of settlement observation (third-class leveling) of the first monitoring assembly, the second monitoring assembly and the third monitoring assembly, when the parameter has an error larger than or equal to 3 mm, alarming is carried out.
It should be noted that the monitoring process specifically includes: firstly, after concrete is poured into each section of the tower column, monitoring the strain of a concerned cross section in real time; secondly, a plurality of temperature sensors are arranged on the tower column and are arranged on the lower tower, the middle tower and the upper tower in a buried mode, and the lower tower, the middle tower and the upper tower are respectively provided with a plurality of temperature sensors so as to comprehensively monitor the temperatures of the lower tower, the middle tower and the upper tower, enhance the data collection of temperature changes and establish temperature field statistical data of the tower column according to elevation changes, so that the deformation influence of the temperature changes on the tower column can be accurately estimated; thirdly, performing elevation control measurement on relevant positions of important parts such as the lower tower, the upper cross beam, the middle tower, the upper tower (a cable anchoring area, a tower top and the like), and adjusting in time according to actual construction conditions to avoid error accumulation; measuring the tower top coordinate of the bare tower after the tower column is closed, and providing calculation basis for measuring the tower top deviation in the main beam construction; thirdly, in the subsequent main beam construction process, strain, temperature field and tower top deviation of the cross section of the important position of the tower column are monitored during each time of tensioning of the stay cable and cable force adjustment; thirdly, when the cable guide pipe is installed, the overall spatial position of the cable guide pipe is controlled and measured; thirdly, in the construction process of the tower column, a transverse temporary support is arranged on the middle tower, so that the tower column is prevented from being damaged due to overlarge bending moment at the root of the inclined middle tower column under the action of self weight; and simultaneously restraining the inward inclination of the middle tower. The application of the jacking force of the transverse temporary support is carried out according to data provided by construction monitoring.
According to the technical scheme, the upper layer, the middle layer and the lower layer of the tower column are monitored in real time, so that a bridging target is effectively controlled, the structural safety and the construction safety of a bridge in the construction process are ensured, the influence of various parameter errors influencing the target in the construction process on the bridging target is corrected, and the structural internal force and the linear type of the tower column after bridging meet the design requirements.
Referring to fig. 6, according to a sixth embodiment of the present invention, further, the construction method of the tower column of the suspension bridge further includes concrete pouring, where the concrete is formed by mixing sand and stone materials, cement, fly ash and an additive, and the concrete pouring specifically includes:
s241, carrying out metering calibration on various weighing machines, and then weighing various ingredients of the concrete according to the weighing machines after the metering calibration;
s242, checking whether foreign matters or quality problems exist in the steel bars, embedded parts and the like;
s243, pouring the concrete in layers according to the specified thickness, sequence and direction, wherein the thickness of the concrete poured in layers is controlled within 0.3m, and uniform and symmetrical distribution is ensured; wherein, when pouring concrete, adopting an inserted vibrator to compact;
and S244, after the concrete is solidified, spraying and maintaining by using an automatic spraying device.
Specifically, a cross-mix test is performed according to the performances of the sandstone materials, cement, fly ash (first grade) and the additive used in actual construction, and an optimal mix ratio is determined. In order to ensure the construction quality of the concrete of the main tower, improve the uniformity and the anti-cracking capacity of the concrete and strengthen the control of each link of the concrete construction, field personnel effectively monitor the whole process from the concrete mixing, conveying, pouring and vibrating to the maintenance and heat preservation, and the method comprises the following steps:
1) before the concrete is mixed into the ingredients, various weighing machines are measured and calibrated, so that the material error meets the standard requirement.
2) Before pouring concrete, steel bars, embedded parts and the like are checked, whether foreign matters exist or not is checked, and the plate is opened after the foreign matters are checked to be qualified.
3) The quality of the fresh concrete is strictly controlled, so that the workability of the fresh concrete meets the requirements, the slump is checked before the fresh concrete is discharged from a machine port and enters a mold, the water content of coarse aggregate and fine aggregate is timely detected, and the fresh concrete is timely adjusted according to actual conditions.
4) The concrete is poured in layers according to the specified thickness, sequence and direction, the thickness of the concrete poured in layers is controlled within 0.3m, and uniform and symmetrical distribution is ensured.
5) When concrete is poured, the concrete is compacted by adopting an inserted vibrator. When the vibrator is used, the movement distance does not exceed 1.5 times of the action radius of the vibrator, and 10-15 cm of the embedded part is avoided. Each layer of concrete must be vibrated until being compact, and the compact mark is as follows: the concrete stops sinking and no bubble is generated, and the surface is flat and is full of slurry.
6) For the inward-inclined sections of the template, the vibration of the inward-inclined sides of the template is enhanced during concrete pouring, and air bubbles are extracted to ensure the appearance quality of the concrete surface.
Although the embodiment of the present invention has been shown and described, the scope of the present invention is not limited thereto, it should be understood that the above embodiment is illustrative and not to be construed as limiting the present invention, and that those skilled in the art can make changes, modifications and substitutions to the above embodiment within the scope of the present invention, and that these changes, modifications and substitutions should be covered by the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
In the present invention, the terms "first", "second", "third", "fourth" and "fifth" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance, and those skilled in the art can understand the specific meanings of the above terms in the present invention according to specific situations.
In the description herein, references to the description of the term "one embodiment," "some embodiments," "an example," "a specific example," or "some examples," etc., mean that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the invention. In this specification, the schematic representations of the terms used above are not necessarily intended to refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples. Furthermore, various embodiments or examples and features of different embodiments or examples described in this specification can be combined and combined by one skilled in the art without contradiction.
Claims (10)
1. A construction method of a suspension bridge tower column is characterized by comprising the following steps:
manufacturing a main body bearing platform;
manufacturing an auxiliary pier and a side pier foundation;
the method comprises the following steps of installing a main tower, wherein the main tower is installed sequentially by a tower base, a lower tower column, a lower cross beam, a middle tower column, a middle cross beam, an upper tower column, an upper cross beam, a steel anchor box and a stay cable;
and (3) mounting a main beam, wherein the main beam comprises a main longitudinal beam, a small longitudinal beam and a common cross beam.
2. The suspension bridge tower construction method according to claim 1, further comprising a hydraulic climbing formwork system installation, the hydraulic climbing formwork system installation comprising the steps of:
mounting a platform and a protective steel plate net;
mounting a tripod;
moving the mounting template backwards;
installing upper trusses in a layered mode;
and (5) installing a hoisting platform.
3. The construction method of the suspension bridge tower column according to claim 2, wherein the climbing process of the hydraulic climbing formwork system comprises:
after concrete pouring is finished → the form removal is moved backwards → the wall attaching device is installed → the reinforcing steel bars are bound → the guide rail is lifted → the climbing frame → the template is cleaned and brushed with a release agent → the embedded part is fixed on the template → the mold is closed → concrete is poured;
after the installation of main tower is accomplished, the flow of demolising of hydraulic pressure creeping formwork system template includes:
removing the upper bracket → removing the template → removing the guide rail → removing the lower bracket → removing the hanging seat.
4. The method of constructing a suspension bridge tower column of claim 1, wherein said main tower installation further comprises installing a reinforcing beam, said reinforcing beam installation comprising the steps of:
a first middle tower arm is arranged on one side of the bridge deck, and a second middle tower arm is arranged on the other side of the suspension bridge;
installing a lower embedded part at a first preset position between the first middle tower arm and the second middle tower arm;
mounting a first bracket assembly on the lower embedded part;
installing a middle-layer embedded part at a second preset position between the first middle tower arm and the second middle tower arm;
mounting a second bracket assembly on the middle-layer embedded part;
installing an upper embedded part at a third preset position between the first middle tower arm and the second middle tower arm;
mounting a third bracket assembly on the upper embedded part;
and a reinforcing cross beam is arranged between the first middle tower arm and the second middle tower arm.
5. The method for constructing a tower column of a suspension bridge according to claim 4, wherein before the step of installing a mid-level embedment at a second predetermined position between the first mid-tower arm and the second mid-tower arm, the method further comprises:
installing an upright post for supporting the middle-layer embedded part on the lower-layer embedded part;
installing a first plane truss steel pipe on the lower embedded part;
after the step of installing an upper embedded part at a third preset position between the first middle tower arm and the second middle tower arm, the method further comprises the following steps:
and installing a second plane truss steel pipe on the middle layer embedded part.
6. The method of constructing a suspension bridge tower column of claim 1, wherein the main tower installation further comprises a stiff framework installation, the stiff framework comprising an upper tower column framework installation, a middle tower column framework installation, and a lower tower column framework installation.
7. The method for constructing a tower column of a suspension bridge according to claim 1, wherein in the step of installing the main tower, the step of installing the steel anchor box comprises the steps of:
mounting supporting steel bars and fixing steel bars on the main tower;
pouring cable tower column concrete at the positions of the supporting steel bars and the fixed steel bars;
welding the embedded steel plate to the supporting steel bar;
mounting a steel anchor box to the embedded steel plate;
and the other steel anchor boxes are sequentially installed along the tower body, the steel anchor boxes are connected with the concrete through shear screws, and the upper and lower adjacent steel anchor boxes are connected through high-strength screws.
8. The construction method of a tower column of a suspension bridge according to claim 7, wherein a steel anchor box is disposed in the inner cavity of the main tower, the steel anchor box comprises a first steel anchor box and a second steel anchor box which are disposed oppositely, the number of the first steel anchor box and the second steel anchor box is plural, and the step of installing the steel anchor boxes further comprises:
the first steel anchor box and the second steel anchor box are sequentially installed in the extending direction of the main tower respectively, wherein the bottommost steel anchor box of the first steel anchor box and the second steel anchor box is installed at a first preset height of the main tower, and the topmost steel anchor box of the first steel anchor box and the second steel anchor box is installed at a second preset height of the main tower.
9. The method of constructing a suspension bridge tower of claim 1, wherein the main tower installation further comprises installing a tower monitoring system, the method of installing a tower monitoring system comprising:
a first climbing formwork is arranged on the outer wall of the lower tower, and a first monitoring assembly is arranged on the first climbing formwork;
a second climbing formwork is arranged on the outer wall of the middle tower, and a second monitoring assembly is arranged on the second climbing formwork;
a third climbing formwork is arranged on the outer wall of the lower tower, and a third monitoring assembly is arranged on the third climbing formwork;
the first formwork climbing frame is arranged in a rectangular shape along the section in the horizontal direction, and the first monitoring assembly comprises a plurality of first total stations;
respectively installing one first total station at the vertexes of the periphery of the first formwork climbing frame;
the first total station is respectively installed at the middle positions of the peripheral side walls of the first formwork climbing frame;
and respectively installing one total station at the middle position between each vertex and the adjacent side wall on the first formwork climbing frame.
10. The method for constructing the tower column of the suspension bridge according to any one of claims 1 to 9, wherein the method for constructing the tower column of the suspension bridge further comprises concrete pouring, the concrete is formed by mixing sand and stone materials, cement, fly ash and an additive, and the concrete pouring step specifically comprises the following steps:
measuring and calibrating various weighing machines, and then weighing various ingredients of the concrete according to the measured and calibrated weighing machines;
checking whether foreign matters or quality problems exist in the steel bars, embedded parts and the like;
the concrete is poured in layers according to the specified thickness, sequence and direction, the thickness of the concrete poured in layers is controlled within 0.3m, and uniform and symmetrical distribution is ensured; wherein, when pouring concrete, adopting an inserted vibrator to compact;
and after the concrete is solidified, spraying and maintaining by using an automatic spraying device.
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Application publication date: 20210813 |
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