CN113250085A - Arch stiffening continuous beam steel pipe arch pushing construction process - Google Patents
Arch stiffening continuous beam steel pipe arch pushing construction process Download PDFInfo
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- CN113250085A CN113250085A CN202110533238.0A CN202110533238A CN113250085A CN 113250085 A CN113250085 A CN 113250085A CN 202110533238 A CN202110533238 A CN 202110533238A CN 113250085 A CN113250085 A CN 113250085A
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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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Abstract
The invention discloses an arch stiffening continuous beam steel pipe arch pushing construction process, which comprises the following steps: s1, setting up a temporary support; s2, installing a pushing sliding system; s3, mounting an arch support and an arch foot; s4, temporarily anchoring the arch support and the arch base; s5, tensioning and unloading the arch springing; s6, performing pushing sliding construction; s7, constructing an arch springing closure section; s8, secondary pouring of arch springing; and S9, mounting a sling and adjusting the sling. Has the advantages that: by adopting the construction method of 'ex-situ assembly and integral pushing', the influence of the in-situ assembly of the arch rib and the bracket on the downward passing of the existing highway is solved, and by adopting the ex-situ assembly, the integral pushing and sliding construction can greatly reduce the construction time of the upward passing of the highway, thereby reducing the traffic influence on the high-speed traffic. Meanwhile, after the assembly of the arch rib sections is completed, prestress is applied to arch springing, the supporting system is dismantled after the arch springing is pre-tightened, and the problems that the stability of the arch ribs on two sides is poor and the arch springing is not restrained in the sliding process are solved.
Description
Technical Field
The invention relates to the field of arch stiffening continuous beam construction processes, in particular to an arch jacking construction process for an arch stiffening continuous beam steel pipe.
Background
The construction method of the large-span arch stiffening continuous beam steel pipe arch at present mainly comprises two main categories of 'with bracket' and 'without bracket': the support method is mainly characterized in that a full support is erected on the top surface of an original bridge site beam part to carry out node support method assembly; the assembly of the steel pipe arch without the support mainly adopts the erection of a cable crane to carry out the sectional hoisting, butt joint and assembly of the steel pipe arch. The support method is assembled in situ, and the assembly of the support or the erection of the arch rib are all high-altitude operation, so that high-altitude falling is easy to occur, serious potential safety hazards are caused to the area below the beam part, the influence period is long, meanwhile, the lower area is that the existing road and railway can not be closed for construction, and the influence on the construction period of the beam part and the arch part is large. The method has great cross operation influence factors on construction of the cross traffic road in aspects of cost, construction period and safety and in construction process control, cannot meet requirements on site construction period and safety, and is difficult to realize low-risk and high-efficiency construction for assembly construction of the large-span arch stiffening continuous beam steel pipe arch of the cross traffic road.
For a continuous beam steel pipe arch stiffened by crossing a traffic road arch, the steel pipe arch needs to be assembled and spliced on a continuous beam. The arch stiffening continuous beam steel pipe arch is arranged for crossing an expressway, and a main span is a highway lane, so that road passing is ensured, and road sealing construction is not allowed when arch ribs are assembled. The problems that objects fall from high altitude, large vertical transportation equipment cannot be in place, hoisting equipment cannot be in place and hoisted, long-time road closed construction cannot be met by roads and the like exist in the span-in-situ assembly of the arch bridge, and therefore the erection of the arch rib support of the arch stiffening continuous beam and the hoisting of the arch rib can not be realized.
The existing large-span arch stiffening continuous beam steel pipe arch has the defects of large safety risk, long time, large technical difficulty and difficulty in material transportation in position in the construction process.
An effective solution to the problems in the related art has not been proposed yet.
Disclosure of Invention
Aiming at the problems in the related art, the invention provides an arch-stiffened continuous beam steel pipe arch pushing construction process, which aims to overcome the technical problems in the prior related art.
Therefore, the invention adopts the following specific technical scheme:
an arch stiffening continuous beam steel pipe arch pushing construction process comprises the following steps:
s1, setting up a temporary support;
s2, installing a pushing sliding system;
s3, mounting an arch support and an arch foot;
s4, temporarily anchoring the arch support and the arch base;
s5, tensioning and unloading the arch springing;
s6, performing pushing sliding construction;
s7, constructing an arch springing closure section;
s8, secondary pouring of arch springing;
and S9, mounting a sling and adjusting the sling.
Further, the temporary scaffold erection comprises the following steps:
s11, arranging embedded parts in the process of pouring the concrete continuous beam;
s12, processing and manufacturing the temporary support in a pre-assembly site under the bridge;
and S13, realizing rigid connection of the temporary support and the concrete continuous beam through embedded part welding.
Further, the temporary support comprises an arch foot mounting support and an arch auxiliary bearing support;
the arch auxiliary bearing support is positioned at the butt joint position of every two arch sections, and a construction operation platform is arranged at the top end of the arch auxiliary bearing support.
Further, the pushing slippage system comprises the following components: the device comprises a reinforced single-layer Bailey sheet beam, a pushing support structure, a pushing track, a pushing device and a temporary locking and locking device of a pushing system.
Further, the arch support and arch springing installation comprises the following steps:
s31, constructing an arch springing embedded section;
s32, installing an arch auxiliary adjusting device on the redistribution beam, and accurately adjusting the position of an arch auxiliary axis which is installed subsequently;
s33, arch rib assembling construction is carried out by adopting the principles of pre-assembling field sectional assembling and integral hoisting;
s34, temporarily connecting the upper and lower arch supports through matching pieces, controlling the longitudinal and transverse forces of the arch supports, manufacturing embedding sections at the web plate, assembling after the welding seams at the butt joint of the arch ribs are welded, and simultaneously adding reinforcing rings at the butt joint;
s35, measuring arch rib control points, accurately calculating coordinates of each control point according to modeling lofting, and performing next arch auxiliary installation after the control points are qualified;
s36, hoisting and positioning the arch-assisted closure section, and adjusting the position of the closure section by the aid of a manual hoist;
and S37, mounting a top wind brace.
Further, the arch assist and arch base temporary anchoring comprises the following steps:
s41, hoisting the truck crane to the bridge floor of the main bridge, installing an arch-assisted pushing sliding track and a sliding trolley, and temporarily and fixedly connecting the sliding trolley with the track;
s42, connecting the temporary arch support with the arch assistant to lock the arch assistant and the temporary arch support;
s43, arranging four phi 32 finish-rolled deformed steel bars on each side between the transverse Bailey beam of the temporary arch support and the simply supported beam flange plate, and achieving anti-overturning locking.
Further, the arch springing pretensioning and unloading comprises the following steps:
s51, respectively installing longitudinal steel strands on temporary arch bases at two ends of each arch support of the steel pipe arch, and tensioning and pre-tightening;
and S52, removing the temporary support according to the principle of bilateral symmetry and front-back symmetry.
Further, the pushing sliding construction comprises the following steps:
s61, removing the temporary anchoring device, and checking the arch-assisted reinforcing support and the arch-assisted line shape;
and S62, marking scale marks on the track, determining the walking distance of the wheel boxes on the two sides, marking scales on the hydraulic jack, conveniently adjusting the pushing synchronism, arranging a specially-assigned person for monitoring in the pushing process, and feeding back the footage in time.
Further, the construction of the arch springing closure section comprises the following steps:
s71, carrying out coordinate retesting on the arch foot embedded section, and determining the coordinates of the arch rib installation section, the vertical elevation and the left and right positions of the end steel rail according to the actual coordinates;
s72, after the arch crown of the steel pipe is pushed to the position, finely adjusting and correcting the longitudinal position, the vertical deviation and the transverse deviation of the steel arch;
s73, installing a closure section between the arch springing embedded section and the pushing system arch rib, and accurately adjusting various linear indexes of the arch springing closure section through a wire tightener and a hand-operated block;
s74, welding and fixing the butt joint by adopting a horse board, welding a temporary matching piece at the position of the joint, and bolting and fixing;
and S75, after the air temperature is stable on the determined closure date, finely adjusting the line shape of the closure section again to finish the installation of the whole steel pipe arch.
Further, the installation sling and the adjusting sling comprise the following steps:
s91, mounting a sling;
s92, straightening the sling when the strength of the arch-supporting concrete reaches 90%, and adjusting the sling for initial tensioning;
and S93, after the second constant paving is finished, adjusting the cable force to perform second tensioning.
The invention has the beneficial effects that:
1. the construction method of 'heterotopic assembling and integral pushing' is adopted for the large-span arch stiffening continuous beam steel pipe arch, the influence of the arch rib and the support in-situ assembling on the downward passing of the existing highway is solved, and the construction time of the upward passing highway can be greatly reduced by adopting the heterotopic assembling and integral pushing sliding construction, so that the passing influence on the high-speed traffic is reduced. And simultaneously, after the assembling of the arch rib sections is finished, prestress is applied to the arch springing, and the support system is dismantled after the arch springing is pre-tightened. The problems of poor stability of arch ribs on two sides and no constraint of arch springing in the sliding process are solved.
2. The concrete filled steel tube stiffening arch continuous beam is arranged for crossing a highway, a highway lane is arranged in a main crossing, and the road administration department does not allow arch rib assembly for road sealing construction; the safety risk of span in-situ assembly can be reduced by adopting the ectopic assembly; the vertical transportation equipment during construction of the continuous beam can be effectively utilized, and the problems that large vertical transportation equipment cannot be erected in a span, arch rib supports are difficult to erect and prepressing materials are difficult to bridge and the like are solved.
3. By adopting the principles of 'segmented pre-splicing and integral hoisting', the use amount of the bracket is reduced, and simultaneously the butt joint construction of the arch rib in the air can be reduced, thereby being beneficial to the integral linear control of the arch rib; meanwhile, the steel pipe arch is pre-fastened, and the longitudinal steel stranded wires and the vertical prestress of the arch ribs are arranged on the temporary arch seats at the two ends of each arch rib of the steel pipe arch so as to resist the horizontal tension of the steel pipe arch caused by self weight. The steel pipe arch rib keeps enough stability after pre-fastening, and the steel pipe arch in place can be accurately closed and the pushing process is ensured to be safe.
4. Through the application of the integral pushing technology, a powerful technical support is provided for the construction of the heterotopic splicing, and the key that the heterotopic splicing and integral pushing can be implemented is provided; the construction process realizes the rapid and efficient installation, high precision, high quality and low risk of the large-span stiffening steel pipe arch rib.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings needed in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without creative efforts.
FIG. 1 is a flow chart of a steel pipe arch jacking construction process for an arch stiffened continuous beam according to an embodiment of the invention;
FIG. 2 is a diagram of an arch assisted loadbearing support arrangement according to an embodiment of the present invention;
FIG. 3 is one of the temporary support designs according to an embodiment of the present invention;
FIG. 4 is a second design drawing of a temporary support according to an embodiment of the present invention;
FIG. 5 is one of the incremental launching systems arrangements according to an embodiment of the present invention;
FIG. 6 is a second schematic diagram of a pusher system according to an embodiment of the present invention;
FIG. 7 is a top thrust rail layout according to an embodiment of the present invention;
FIG. 8 is a schematic view of a jacking device according to an embodiment of the present invention;
FIG. 9 is an arch assist profile according to an embodiment of the present invention;
FIG. 10 is a schematic view of the hoisting of an arch helper segment (2+3) according to an embodiment of the present invention;
FIG. 11 is a schematic illustration of the hoisting of an arch assist segment (4) according to an embodiment of the invention;
FIG. 12 is a schematic illustration of the hoisting of an arch helper segment (5+6) according to an embodiment of the present invention;
FIG. 13 is a schematic illustration of the hoisting of an arch assist segment (7) according to an embodiment of the invention;
FIG. 14 is a schematic illustration of an arch assisted closure segment (8+8) hoist according to an embodiment of the invention;
FIG. 15 is a view of the overall construction of a rib jacking device according to an embodiment of the present invention;
fig. 16 is a schematic view of a rib centerline control point according to an embodiment of the present invention;
fig. 17 is a schematic structural view of a rib segment interface in accordance with an embodiment of the present invention;
FIG. 18 is a drawing showing a finish rolled deformed steel bar layout according to an embodiment of the present invention;
FIG. 19 is a schematic illustration of a steel tube arch pre-fastening according to an embodiment of the invention;
fig. 20 is a rack unloading sequence diagram according to an embodiment of the present invention.
Detailed Description
For further explanation of the various embodiments, the drawings which form a part of the disclosure and which are incorporated in and constitute a part of this specification, illustrate embodiments and, together with the description, serve to explain the principles of operation of the embodiments, and to enable others of ordinary skill in the art to understand the various embodiments and advantages of the invention, and, by reference to these figures, reference is made to the accompanying drawings, which are not to scale and wherein like reference numerals generally refer to like elements.
According to the embodiment of the invention, the arch pushing construction process for the steel pipe of the arch stiffening continuous beam is provided.
Referring to the drawings and the detailed description, the invention will be further explained, as shown in fig. 1-20, in an arch-stiffened continuous beam steel tube arch jacking construction process according to an embodiment of the invention, the construction process includes the following steps:
s1, setting up a temporary support;
s2, installing a pushing sliding system;
s3, mounting an arch support and an arch foot;
s4, temporarily anchoring the arch support and the arch base;
s5, tensioning and unloading the arch springing;
s6, performing pushing sliding construction;
s7, constructing an arch springing closure section;
s8, secondary pouring of arch springing;
and S9, mounting a sling and adjusting the sling.
Wherein, this technology adopts "dystopy is assembled, whole top pushes" as the overall thinking, mainly divide into four operation systems: an arch rib supporting system, a temporary fastening system, a steel pipe arch fastening system and a pushing system. The arch stiffening continuous beam steel pipe arch assembling subsection is provided with a support frame at a non-bridge position node for construction according to a mode of 'pre-assembling and then positioning', a temporary support is arranged at a small-mileage side of a bridge (avoiding a main-span highway), and measures such as pre-fastening of arch rib arch feet, arrangement of a transverse stiffening rod, synchronous propulsion monitor, stroke scale identification, longitudinal and transverse adjusting devices and the like are adopted to ensure that the stiffening arch is integrally stable, accurate and safe to push, slide and move to a design position and accurately position.
In one embodiment, the temporary scaffold erection comprises the steps of:
s11, arranging embedded parts in the process of pouring the concrete continuous beam;
s12, processing and manufacturing the temporary support in a pre-assembly site under the bridge;
and S13, realizing rigid connection of the temporary support and the concrete continuous beam through embedded part welding.
After the construction of the main bridge beam part is finished, the temporary support is erected in the small-mileage side span and the main span part area (non-traffic passing position) of the main bridge.
In one embodiment, the temporary support includes an arch springing mounting support and an arch support;
the arch auxiliary bearing support is positioned at the butt joint position of every two arch sections, and a construction operation platform is arranged at the top end of the arch auxiliary bearing support.
Specifically, the bearing support is an important temporary construction implementation for ensuring smooth erection of arch springing and arch ribs, the support bears the dead load and the external load of each segmental arch rib, belongs to a bearing support structure and is required to have sufficient rigidity, strength and stability. The bearing support is processed and manufactured in a pre-assembly field under the bridge in advance. According to the requirement of erecting the arch rib on site, a bearing support and an operation platform are arranged at the butt joint position of every two arch sections.
And according to the arch rib segmentation situation, a double-column type lattice column is arranged at the position close to the end part of each arch rib, 8 groups of upright columns are arranged on the single-side arch rib, the specifications of the main tubes are phi 299 multiplied by 10mm and phi 273 multiplied by 8mm, and the specifications of the web members are phi 219 multiplied by 6mm, phi 140 multiplied by 5mm and phi 114 multiplied by 5 mm. The top of the bracket is provided with a double-spliced 40a I-shaped steel distribution beam. In order to meet the requirement of on-site butt joint construction between arch sections, a construction operation platform is arranged at the top end of the bearing support stand column, so that the safety of construction operation is ensured.
The arch springing is divided into two times of pouring arches, the embedded part of the support bracket of the springing is positioned at the top surface (3 m below the elevation of the top plate) of the first pouring, and the embedded part consists of an anchor plate and an anchor bar. And the position of the support embedded part is positioned according to the axis of the arch rib, the central line of the beam support and the elevation of the top plate. And manufacturing the bracket on site.
In one embodiment, the jacking glide system comprises the following components: the device comprises a reinforced single-layer Bailey sheet beam, a pushing support structure, a pushing track, a pushing device and a temporary locking and locking device of a pushing system.
The pushing and sliding system is characterized in that power provided by the hydraulic jack is transmitted to the traveling system through the traveling wheel box. Because the beam width can not satisfy and set up the wheel case in the hunch foot position, so adopt bailey crossbeam as bearing and distribution load. The walking wheel box is 16 pairs of wheel boxes, and 32 walking wheels with the diameter of 50cm are arranged in total; a50 t hydraulic jack is selected and matched according to factors such as rolling friction coefficient between a travelling wheel and a track, wind load and the like, a hydraulic pushing system is arranged behind a travelling wheel box at the front end of pushing, and a master console controls two jacks during pushing to synchronously apply force at the same level.
The following is a detailed description of each part of the pushing slip system:
1) reinforced single-layer Bailey sheet beam
Considering the dead weight of steel pipe arch and reinforcement, a finished Bailey beam structure is adopted, the specification is single-layer reinforced Bailey beam, the 12 groups of intervals @450mm are adopted, and transverse connection is carried out by adopting a reinforced cross rod.
2) Pushing support structure
Considering that the stress of the structure is dispersed as much as possible along the direction of the bridge span, the influence of concentrated load on the structure is reduced, the pushing support structure is designed to be 5600mm along the midspan scheme, the structure mainly adopts phi 351 multiplied by 16mm and phi 351 multiplied by 10mm (Q235), and the distribution beams are all in a structure formed by combining 2I32b (Q235).
3) Pushing slide way arrangement
The jacking tracks are designed into two groups of 4P 43 steel rails, the length of the tracks is 262.5m, the center distance between the two groups of tracks is 10.9m, each group of tracks consists of 2P 43 steel rails, and the distance between the two groups of tracks is 50 cm. A C30 reinforced concrete foundation with the thickness of 50cm and the width of 1.0m is arranged below the steel rail, and a steel plate with the thickness of 5mm is pre-embedded on the surface of the concrete foundation so as to fix the upper steel rail and protect the existing beam body and push the existing beam body to run. In the range of 12.5m (one section of steel rail) near the front of the arch seats of the No. 38 pier and the No. 39 pier, the elevation of the top surface of the track foundation is reduced by 2cm, and a thin steel plate supporting track is adopted so as to adjust the vertical elevation during the construction of the arch springing closure section.
4) Pushing equipment
The steel pipe arch pushing equipment consists of a rail clamping device, a 50t hydraulic jack, a pump station and traveling wheels, and 2 sets of pushing equipment are prepared. Before installation, the rail clamping device, the hydraulic cylinder, the pump station and the walking wheels are checked to ensure normal operation. The pushing equipment is arranged on the two wheel boxes in the advancing direction and is symmetrically arranged left and right. The front section of the hydraulic cylinder is connected with a steel plate welded at the rear end of the wheel box through a pin shaft, the hydraulic cylinder is connected with a rail clamping device at the back through a pin shaft, the rail clamping device is installed on a steel rail, and the steel rail is embedded into a groove of the rail clamping device.
5) Incremental launching system temporary lock
In the arch rib hoisting stage, the pushing system needs to be temporarily locked on the track, the pushing phenomenon cannot occur, the track is clamped by mainly adopting a rail clamping device, and the temporary stop is welded to lock the wheel box in a limiting mode.
6) Locking device
The locking device is used for anchoring the whole pushing support structure after the pushing system is installed and is fixedly connected with the rail fixed on the top surface of the beam.
In one embodiment, the arch assist and foot installation comprises the steps of:
s31, constructing an arch springing embedded section;
s32, installing an arch auxiliary adjusting device on the redistribution beam, and accurately adjusting the position of an arch auxiliary axis which is installed subsequently;
s33, arch rib assembling construction is carried out by adopting the principles of pre-assembling field sectional assembling and integral hoisting;
s34, temporarily connecting the upper and lower arch supports through matching pieces, controlling the longitudinal and transverse forces of the arch supports, manufacturing embedding sections at the web plate, assembling after the welding seams at the butt joint of the arch ribs are welded, and simultaneously adding reinforcing rings at the butt joint;
s35, measuring arch rib control points, accurately calculating coordinates of each control point according to modeling lofting, and performing next arch auxiliary installation after the control points are qualified;
s36, hoisting and positioning the arch-assisted closure segment, and adjusting the position of the closure segment by the aid of a manual hoist (after the linear adjustment of the closure segment is finished, a matching piece at a joint is installed as soon as possible, and the closure segment is fixed);
and S37, installing a top wind brace (the top wind brace is the highest hoisting height and the highest weight reconstruction piece in the wind brace of the bridge, and the hoisting working condition and the vault closure section are taken as analysis objects).
And installing and constructing the arch springing embedded parts in the process of binding the 0# steel bars at the 38# pier and the 39# pier, and erecting an arch springing positioning support. The arch springing is installed by adopting a 100-ton truck crane to hoist the arch springing, 2 10-ton chain blocks are hung at the tail end of a hoisting steel wire rope, and the arch springing is connected with the chain blocks and used for finely adjusting the position of the arch springing after the arch springing is hoisted in place. And (4) hoisting the arch rib sections by using the ground at the side position of the truck crane and hoisting No. 2-8 arch ribs on the bridge floor. The arch rib assembly adopts the principle of 'pre-assembly at present and then in place', namely, an arch rib field assembly single sheet is divided into 16 sections, the sections are assembled and formed in a pre-assembly field in combination with the support erection condition, and the arch rib is integrally hoisted in place in the field by adopting a truck crane.
According to comprehensive consideration of the arch rib segment weight table and the hoisting capacity of the truck crane, the principle of assembling and integral hoisting in the pre-assembly field is adopted, so that the use amount of the support is reduced, the high-altitude butt joint frequency is reduced, and the construction quality and safety can be effectively guaranteed. According to a segment weight table, segments are divided, assembled and formed according to a segment (2+3), a segment 4, a segment (5+6), a segment 7 and a closure segment (8+8), and are installed in place according to the sequence of arch springing and arch springing.
In addition, in order to ensure that the butting error of the arch rib meets the standard requirement, an arch rib adjusting device system is adopted and comprises 2 limiting discs, 1 adjusting top seat, 1 adjusting base, 2 steel plate counter-force brackets and 6 jacks; the jack is placed in a clamping groove between the adjusting base and the adjusting top seat, the oil top position is determined by utilizing 4 jack clamping grooves of the adjusting base, the limiting discs and the arch rib lower tubes are occluded, welded and fixed, and the two limiting discs are connected by 3 stiffening plates and form a whole with the adjusting top seat. And a stainless steel plate is welded on the bottom plate of the adjusting base, is connected with the lower distribution beam of the adjusting device, is coated with butter, and is welded with a steel plate bracket on the distribution beam, and the horizontal screw jack is used for adjusting the accurate adjustment of the axis position of the steel pipe arch rib.
When the axis of the arch support is adjusted, the specific adjusting steps are as follows:
1) precise adjustment of axes
After arch rib support mounting is accomplished, install two sets of steel sheet counter-force brackets on a support top distribution beam, and place adjusting device on the distribution beam, both sides welding stop device guarantees that adjusting device's axis direction can slide, and install horizontal jack in both sides, treat that adjusting device lays the back of finishing, utilize the horizontal thrust of horizontal jack, slide adjusting device on the distribution beam, thereby realize the accurate position adjustment of the axis of upper portion arch rib.
2) Precise adjustment of elevation
The arch rib adjusting device is placed on the distribution beam on the top surface of the support in advance before the installation of the arch ribs, the comprehensive consideration is carried out by considering the pre-arch height, the design height and the pre-lifting height of the steel pipe arch ribs, and the upward and downward height adjustment of the arch ribs can be realized. The specific implementation method comprises the steps that the arch rib is matched with the notch of the limiting disc, 4 jacks are placed in the adjusting base disc in the clamping grooves, and the height change of the arch rib control point on the adjusting section is adjusted through the cylinder outlet and cylinder retraction of the 4 jacks, so that the arch rib installation is completed with high precision.
In one embodiment, the arch assist and abutment temporary anchoring comprises the steps of:
s41, hoisting the truck crane to the bridge floor of the main bridge, installing an arch-assisted pushing sliding track and a sliding trolley, and temporarily and fixedly connecting the sliding trolley with the track;
s42, connecting the temporary arch support with the arch assistant to lock the arch assistant and the temporary arch support;
s43, arranging four phi 32 finish-rolled deformed steel bars on each side between the transverse Bailey beam of the temporary arch support and the simply supported beam flange plate, and achieving anti-overturning locking.
The temporary arch support and the arch rib of the pushing system are connected through a specially-made hoop, and an M36mm10.9-grade high-strength bolt is used for connecting the hoop and the temporary arch support; in order to prevent the arch rib from sliding downwards, 3 stiffening steel plates of 300X 150X 20mm are welded at the joint of the top end of the temporary arch support and the lower chord tube of the arch rib for connection.
And because the distance between the two groups of steel pipe arches is 14.8m, and the distance between the temporary wheel box supports is only 10.9m, when the first section of arch is installed, the gravity of the temporary supports on two sides is unbalanced, and the overturning phenomenon can occur, and four phi 32 finish-rolled deformed steel bars need to be arranged on each side between the transverse Bailey beam of the temporary arch base and the flange plate of the simply supported beam, so as to restrain the unbalanced force when the first section of arch is installed.
In one embodiment, the arch springing pretensioning and unloading comprises the following steps:
s51, respectively installing longitudinal steel strands on temporary arch bases at two ends of each arch support of the steel pipe arch, and tensioning and pre-tightening;
and S52, removing the temporary support according to the principle of bilateral symmetry and front-back symmetry.
After the steel pipe arch and the cross brace are installed and welded, after the temporary support is dismantled, the temporary arch seats at the two ends of each arch rib of the steel pipe arch can generate outward longitudinal horizontal thrust, and in order to ensure the safety of accurate closure and pushing processes of the steel pipe arch in place for pushing, the steel pipe arch needs to become a self-stabilizing system.
The arch abutment pre-tightening measures are as follows: the lower part of the single-side arch ring is provided with four bundles of steel stranded wires (a bundle of 12) with the diameter of 15.2mm arranged on two temporary arch seats, 6 wind-proof cable wind ropes (the specification is 22mm steel wire ropes) are arranged on the horizontal ropes, and a transverse temporary processing rod piece with the specification of 180mm steel pipe is arranged at the end part of the arch rib.
The stretching process comprises the following steps:
(1) the steel arch prestress construction process mainly comprises the following steps: tensioning preparation → jack, oil pump inspection → pretensioning 15% → unloading pivot 1 → tensioning to design tonnage 50% → unloading pivot 2 → tensioning to design tonnage 75% → unloading pivot 3 → tensioning to design tonnage 100% → unloading pivot 4.
(2) The horizontal counter force at the arch springing is calculated step by step according to the support dismantling sequence, the dismantling process is performed according to the steps of pre-tensioning, then dismantling the supporting point (unloading only at the top), and finally tensioning, wherein the unloading sequence is as follows, and two-end tensioning is adopted. The support is dismantled according to the principle of bilateral symmetry and front-back symmetry.
TABLE 1 shelf-releasing and support-dismantling step table
In addition, the temporary support of the arch rib is dismantled, firstly, the H-shaped steel is dismantled and adjusted, the H-shaped steel is gradually separated from the arch rib by gas cutting, and after separation, the support of the lower arch rib is dismantled. When the I-steel is dismantled and adjusted, the left, right, front and back are simultaneously cut. And because the arch foot is connected firmly with the pushing mechanism and is tensioned through the steel strand, the acting force between the arch rib and the bracket is reduced, and the arch rib cannot be damaged.
In one embodiment, the push-slip construction comprises the steps of:
s61, removing the temporary anchoring device, and checking the arch-assisted reinforcing support and the arch-assisted line shape;
s62, marking scale marks on the track, determining the walking distance of the wheel boxes on the two sides, and marking scales on the hydraulic jack, so that the pushing synchronism can be conveniently adjusted; and arranging a specially-assigned person for monitoring in the pushing process and feeding back footage in time.
In one embodiment, the arch springing closure segment construction comprises the following steps:
s71, carrying out coordinate retesting on the arch foot embedded section, and determining the coordinates of the arch rib installation section, the vertical elevation and the left and right positions of the end steel rail according to the actual coordinates;
s72, after the arch crown of the steel pipe is pushed to the position, finely adjusting and correcting the longitudinal position, the vertical deviation and the transverse deviation of the steel arch;
wherein, the steel arch is finely adjusted, and the longitudinal position deviation is corrected by pushing; correcting the vertical deviation by adjusting the elevation of the steel rail; the lateral deviation is corrected before the pushing is in place by utilizing a gap iron plug sheet between the wheel box wheel and the rail.
S73, installing a closure section between the arch springing embedded section and the pushing system arch rib, and accurately adjusting various linear indexes of the arch springing closure section through a wire tightener and a hand-operated block;
s74, welding and fixing the butt joint by adopting a horse board, welding a temporary matching piece at the position of the joint, and bolting and fixing;
and S75, after the air temperature is stable on the determined closure date, finely adjusting the line shape of the closure section again to finish the installation of the whole steel pipe arch. (after the adjusted linear measurement result is approved by a design and monitoring unit and before the temperature changes, quickly tightening all the high-strength bolts by using a torque wrench to ensure that the pretension force of the high-strength bolts reaches the design requirement; loosening a manual hoist and a wire tightener, temporarily locking, and then manually welding the annular butt weld.)
Wherein, the adjustment of the suspended splicing line shape of the erected arch segment: the center deviation of the cantilever ends of the two side arch sections is adjusted and controlled in the assembling process of each section, finally, the deflection directions of the center deviation of the front ends of the two side arch sections are consistent, and the deviation value is controlled within a specified value. Besides the front end elevation of the arch section meets the linear error specified by the monitoring instruction, the relative height difference of four points at the front end of the arch section also needs to meet the standard requirement.
In addition, the hoisting alignment step of the closure section is specifically divided into:
1) hoisting: and hoisting the 75t truck crane to the bridge floor, and hoisting the closure section on the bridge floor by using the 75t truck crane.
2) And (3) contraposition: when the upper chord pipe is lifted to cross the upper chord pipe and the lower chord pipe of the arch section, the height of the front and the rear lifting points is required to be adjusted, so that the closure section is lifted in an inclined state. After the upper chord pipe of the closure section sequentially strides over the lower chord and the upper chord pipe of the erected arch section, leveling and descending are carried out, so that the closure section is supported on the arch sections at two sides through the cantilever rigid supporting beam. After the closure segment is in place, two manual hoists (the hanging direction is from the end part of the lower chord tube of the closure segment to the front end of the upper chord tube of the erected arch segment) with the Q being 50kN are respectively arranged at the two ends of the closure segment, so as to assist in adjusting the line shape of the closure segment; the butt joint of each chord tube is respectively provided with 1-2 wire tighteners for adjusting and fixing the position of the closure section along the direction of the bridge axis. By winding and unwinding the hand-operated hoist and the wire tightener, various linear indexes of the closure section are accurately adjusted.
3) Positioning: and after the linear adjustment of the closure section is finished, welding and fixing the butt joint by adopting a horse board. And welding a temporary matching piece at the interface position, and bolting and fixing.
And when the arch springing is poured for the second time, after the arch ring segments 1 of the closure segments at the arch springing positions on the two sides are installed, the arch springing is solidified, and arch base second-stage concrete is poured. The arch abutment second-stage concrete is constructed by adopting a conventional vertical mold pouring method, and the following points need to be noticed in the construction process:
(1) before construction, chiseling treatment is carried out on the surface of the first-stage concrete, and the chiseling treatment meets the requirements of relevant specifications;
(2) the template adopts a steel template, so that the smoothness of the surface of the concrete is ensured, and the vibrating holes are reserved when the template is vertically arranged, so that the compactness of the concrete is ensured;
(3) when the concrete is vibrated, the concrete does not collide with the arch springing of the steel pipe arch, and the concrete is prevented from avoiding the position of the exhaust hole.
In one embodiment, the mounting sling and cable adjuster comprises the steps of:
s91, mounting a sling;
s92, straightening the sling when the strength of the arch-supporting concrete reaches 90%, and adjusting the sling for initial tensioning;
and S93, after the second constant paving is finished, adjusting the cable force to perform second tensioning.
Wherein the final tensioning adjustment of the cable force is carried out after a long-term contraction. The stress and deformation of the arch rib are controlled within the design allowable range through monitoring the suspension rod and the arch rib in the construction process.
In conclusion, by means of the technical scheme, the construction method of 'different-position assembling and integral pushing' is adopted for the large-span arch stiffening continuous beam steel pipe arch, the influence of the in-situ assembling of the arch ribs and the supports on the downward passing of the existing expressway is solved, and the construction time of the upward passing of the expressway can be greatly shortened by adopting the different-position assembling and the integral pushing sliding construction, so that the passing influence on the high-speed traffic is reduced. And simultaneously, after the assembling of the arch rib sections is finished, prestress is applied to the arch springing, and the support system is dismantled after the arch springing is pre-tightened. The problems of poor stability of arch ribs on two sides and no constraint of arch springing in the sliding process are solved.
The concrete filled steel tube stiffening arch continuous beam is arranged for crossing a highway, a highway lane is arranged in a main crossing, and the road administration department does not allow arch rib assembly for road sealing construction; the safety risk of span in-situ assembly can be reduced by adopting the ectopic assembly; the vertical transportation equipment during construction of the continuous beam can be effectively utilized, and the problems that large vertical transportation equipment cannot be erected in a span, arch rib supports are difficult to erect and prepressing materials are difficult to bridge and the like are solved.
By adopting the principles of 'segmented pre-splicing and integral hoisting', the use amount of the bracket is reduced, and simultaneously the butt joint construction of the arch rib in the air can be reduced, thereby being beneficial to the integral linear control of the arch rib; meanwhile, the steel pipe arch is pre-fastened, and the longitudinal steel stranded wires and the vertical prestress of the arch ribs are arranged on the temporary arch seats at the two ends of each arch rib of the steel pipe arch so as to resist the horizontal tension of the steel pipe arch caused by self weight. The steel pipe arch rib keeps enough stability after pre-fastening, and the steel pipe arch in place can be accurately closed and the pushing process is ensured to be safe. Through the application of the integral pushing technology, a powerful technical support is provided for the construction of the heterotopic splicing, and the key that the heterotopic splicing and integral pushing can be implemented is provided; the construction process realizes the rapid and efficient installation, high precision, high quality and low risk of the large-span stiffening steel pipe arch rib.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (10)
1. An arch-stiffened continuous beam steel pipe arch pushing construction process is characterized by comprising the following steps:
s1, setting up a temporary support;
s2, installing a pushing sliding system;
s3, mounting an arch support and an arch foot;
s4, temporarily anchoring the arch support and the arch base;
s5, tensioning and unloading the arch springing;
s6, performing pushing sliding construction;
s7, constructing an arch springing closure section;
s8, secondary pouring of arch springing;
and S9, mounting a sling and adjusting the sling.
2. The incremental launching construction process for the steel tube arch of the arch-stiffened continuous beam as recited in claim 1, wherein the temporary support erection comprises the following steps:
s11, arranging embedded parts in the process of pouring the concrete continuous beam;
s12, processing and manufacturing the temporary support in a pre-assembly site under the bridge;
and S13, realizing rigid connection of the temporary support and the concrete continuous beam through embedded part welding.
3. The incremental launching construction process for the steel tube arch of the arched stiffened continuous beam as recited in claim 2, wherein the temporary support comprises an arch springing mounting support and an arch supporting support;
the arch auxiliary bearing support is positioned at the butt joint position of every two arch sections, and a construction operation platform is arranged at the top end of the arch auxiliary bearing support.
4. The incremental launching construction process for the steel tube arch of the arch-stiffened continuous beam according to claim 1, wherein the incremental launching slippage system comprises the following components: the device comprises a reinforced single-layer Bailey sheet beam, a pushing support structure, a pushing track, a pushing device and a temporary locking and locking device of a pushing system.
5. An arch-stiffened continuous beam steel tube arch jacking construction process according to claim 1, wherein the arch support and arch springing installation comprises the following steps:
s31, constructing an arch springing embedded section;
s32, installing an arch auxiliary adjusting device on the redistribution beam, and accurately adjusting the position of an arch auxiliary axis which is installed subsequently;
s33, arch rib assembling construction is carried out by adopting the principles of pre-assembling field sectional assembling and integral hoisting;
s34, temporarily connecting the upper and lower arch supports through matching pieces, controlling the longitudinal and transverse forces of the arch supports, manufacturing embedding sections at the web plate, assembling after the welding seams at the butt joint of the arch ribs are welded, and simultaneously adding reinforcing rings at the butt joint;
s35, measuring arch rib control points, accurately calculating coordinates of each control point according to modeling lofting, and performing next arch auxiliary installation after the control points are qualified;
s36, hoisting and positioning the arch-assisted closure section, and adjusting the position of the closure section by the aid of a manual hoist;
and S37, mounting a top wind brace.
6. An arch-stiffened continuous beam steel tube arch jacking construction process as claimed in claim 1, wherein said arch-stiffened and abutment temporary anchoring comprises the steps of:
s41, hoisting the truck crane to the bridge floor of the main bridge, installing an arch-assisted pushing sliding track and a sliding trolley, and temporarily and fixedly connecting the sliding trolley with the track;
s42, connecting the temporary arch support with the arch assistant to lock the arch assistant and the temporary arch support;
s43, arranging four phi 32 finish-rolled deformed steel bars on each side between the transverse Bailey beam of the temporary arch support and the simply supported beam flange plate, and achieving anti-overturning locking.
7. The arch-stiffened continuous beam steel tube arch jacking construction process of claim 1, wherein the arch springing pretensioning and unloading comprises the following steps:
s51, respectively installing longitudinal steel strands on temporary arch bases at two ends of each arch support of the steel pipe arch, and tensioning and pre-tightening;
and S52, removing the temporary support according to the principle of bilateral symmetry and front-back symmetry.
8. The incremental launching construction process for the steel tube arch of the arch-stiffened continuous beam according to claim 1, wherein the incremental launching sliding construction comprises the following steps:
s61, removing the temporary anchoring device, and checking the arch-assisted reinforcing support and the arch-assisted line shape;
and S62, marking scale marks on the track, determining the walking distance of the wheel boxes on the two sides, marking scales on the hydraulic jack, conveniently adjusting the pushing synchronism, arranging a specially-assigned person for monitoring in the pushing process, and feeding back the footage in time.
9. The incremental launching construction process for the steel tube arch of the arch stiffening continuous beam as claimed in claim 1, wherein the arch springing closure section construction comprises the following steps:
s71, carrying out coordinate retesting on the arch foot embedded section, and determining the coordinates of the arch rib installation section, the vertical elevation and the left and right positions of the end steel rail according to the actual coordinates;
s72, after the arch crown of the steel pipe is pushed to the position, finely adjusting and correcting the longitudinal position, the vertical deviation and the transverse deviation of the steel arch;
s73, installing a closure section between the arch springing embedded section and the pushing system arch rib, and accurately adjusting various linear indexes of the arch springing closure section through a wire tightener and a hand-operated block;
s74, welding and fixing the butt joint by adopting a horse board, welding a temporary matching piece at the position of the joint, and bolting and fixing;
and S75, after the air temperature is stable on the determined closure date, finely adjusting the line shape of the closure section again to finish the installation of the whole steel pipe arch.
10. The incremental launching construction process for the steel tube arch of the arch-stiffened continuous beam as recited in claim 1, wherein the installation of the sling and the adjustment of the sling comprises the following steps:
s91, mounting a sling;
s92, straightening the sling when the strength of the arch-supporting concrete reaches 90%, and adjusting the sling for initial tensioning;
and S93, after the second constant paving is finished, adjusting the cable force to perform second tensioning.
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Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002294633A (en) * | 2001-03-30 | 2002-10-09 | Mitsubishi Heavy Ind Ltd | Method and device for constructing arch-shaped structural body |
| CN101935987A (en) * | 2010-08-27 | 2011-01-05 | 中交一公局桥隧工程有限公司 | Construction method for integrally sliding large-span steel pipe arch of curved bridge |
| CN104562936A (en) * | 2014-12-08 | 2015-04-29 | 中铁六局集团有限公司 | Construction method for continuous tie bar steel tube arch bridge |
| CN109680619A (en) * | 2019-01-18 | 2019-04-26 | 中铁三局集团有限公司 | A kind of steel truss beam sling Arch Bridge Construction method big suitable for environmental restrictions |
| CN109989349A (en) * | 2019-03-26 | 2019-07-09 | 中铁七局集团有限公司 | A kind of Continuous Beam-arch Bridge steel tube arch rib construction method of installation |
| CN110468734A (en) * | 2019-06-03 | 2019-11-19 | 中铁二院工程集团有限责任公司 | Steel lagging jack pushing tow system and steel lagging jack push construction method |
| CN212128869U (en) * | 2020-03-13 | 2020-12-11 | 中交路桥建设有限公司 | Large-span steel pipe arch longitudinal moving and lifting combined trolley |
| CN112342917A (en) * | 2020-10-20 | 2021-02-09 | 上海市政工程设计研究总院（集团）有限公司 | Combined construction method for pushing beam first and then lifting arch of large-span tied arch bridge |
| CN112359730A (en) * | 2020-10-26 | 2021-02-12 | 中铁三局集团有限公司 | Steel pipe arch installation method |
| CN112458919A (en) * | 2020-12-12 | 2021-03-09 | 中国铁路设计集团有限公司 | Railway bridge synchronous tensioning and cable adjusting construction system and construction method thereof |
| CN112554067A (en) * | 2020-12-03 | 2021-03-26 | 浙江省大成建设集团有限公司 | Method for constructing bracket-free tied arch by means of arch first and beam second |
-
2021
- 2021-05-15 CN CN202110533238.0A patent/CN113250085A/en active Pending
Patent Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002294633A (en) * | 2001-03-30 | 2002-10-09 | Mitsubishi Heavy Ind Ltd | Method and device for constructing arch-shaped structural body |
| CN101935987A (en) * | 2010-08-27 | 2011-01-05 | 中交一公局桥隧工程有限公司 | Construction method for integrally sliding large-span steel pipe arch of curved bridge |
| CN104562936A (en) * | 2014-12-08 | 2015-04-29 | 中铁六局集团有限公司 | Construction method for continuous tie bar steel tube arch bridge |
| CN109680619A (en) * | 2019-01-18 | 2019-04-26 | 中铁三局集团有限公司 | A kind of steel truss beam sling Arch Bridge Construction method big suitable for environmental restrictions |
| CN109989349A (en) * | 2019-03-26 | 2019-07-09 | 中铁七局集团有限公司 | A kind of Continuous Beam-arch Bridge steel tube arch rib construction method of installation |
| CN110468734A (en) * | 2019-06-03 | 2019-11-19 | 中铁二院工程集团有限责任公司 | Steel lagging jack pushing tow system and steel lagging jack push construction method |
| CN212128869U (en) * | 2020-03-13 | 2020-12-11 | 中交路桥建设有限公司 | Large-span steel pipe arch longitudinal moving and lifting combined trolley |
| CN112342917A (en) * | 2020-10-20 | 2021-02-09 | 上海市政工程设计研究总院（集团）有限公司 | Combined construction method for pushing beam first and then lifting arch of large-span tied arch bridge |
| CN112359730A (en) * | 2020-10-26 | 2021-02-12 | 中铁三局集团有限公司 | Steel pipe arch installation method |
| CN112554067A (en) * | 2020-12-03 | 2021-03-26 | 浙江省大成建设集团有限公司 | Method for constructing bracket-free tied arch by means of arch first and beam second |
| CN112458919A (en) * | 2020-12-12 | 2021-03-09 | 中国铁路设计集团有限公司 | Railway bridge synchronous tensioning and cable adjusting construction system and construction method thereof |
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Application publication date: 20210813 |