CN210066510U - Stride interim bearing structure of girder steel of existing circuit - Google Patents
Stride interim bearing structure of girder steel of existing circuit Download PDFInfo
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- CN210066510U CN210066510U CN201920537023.4U CN201920537023U CN210066510U CN 210066510 U CN210066510 U CN 210066510U CN 201920537023 U CN201920537023 U CN 201920537023U CN 210066510 U CN210066510 U CN 210066510U
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Abstract
The utility model discloses a temporary supporting structure for a steel beam across an existing line, which comprises two groups of supporting systems and a supporting bracket; the two groups of supporting systems are symmetrically arranged on two sides of the existing line, and the lower ends of the supporting systems are arranged on the ground; the support bracket spans the existing line and is arranged on the two support systems; the steel beam to be installed is hoisted on the bearing bracket in sections. A construction method of a steel beam section spanning an existing line. The utility model has the advantages that: the temporary supporting structure and the steel beam construction method of the utility model can finish the hoisting of the steel beam across the existing line under the condition of not hindering the normal passage of the existing line, and the method of directly utilizing the crane to hoist in blocks makes up the defects and limitations in the use process of the traditional pushing method; and the utility model discloses still be applicable to the overweight unable integral hoisting of girder steel integument and the condition that only can burst hoist and mount to and wait to be under construction the girder steel and be located the first class condition of radius and the relatively great circular curve of radian line type.
Description
Technical Field
The utility model relates to a bridge construction technical field, concretely relates to stride interim bearing structure of girder steel of existing circuit.
Background
With the rapid development of infrastructure construction and transportation industry in China, the construction of highway and railway bridges across sea and river and on land is more and more, and the complex environment and working conditions for constructing and erecting various bridges also become a challenge. Different bridges determine different construction methods due to different construction environments, and relate to different temporary supporting and mounting technologies. In addition, because factors such as engineering progress, construction speed, safety and economy are considered, how to optimize the temporary support and the construction method thereof under the condition of meeting technical requirements and economic requirements is a key point in the process of constructing and installing the bridge and is a key technical problem to be continuously solved.
At present, the scheme for erecting the relatively mature steel beam in China mainly comprises the following steps: a falsework method, a floating hanger method and a pushing frame method, wherein the falsework method is to cast or assemble prefabricated segments on a floor type falsework (also called a scaffold) by a concrete bridge in situ; the floating crane erecting method is mainly used for water construction; the jacking frame is designed to be a method that when a structure is about to pass under an embankment of an existing line, the structure can be built in sections on one side of the embankment in order to not disturb the existing line, and then the structure is jacked by a jack to pass through the embankment.
In the traditional steel beam construction for crossing the existing line, a pushing frame is generally adopted for construction, the traffic under a bridge is not influenced during pushing construction, large-scale hoisting equipment is not needed, and high-altitude operation is not needed, so that the method is particularly suitable for construction of super-large span bridges, long-line approach bridges or flyover crossing of urban bridges; because the beam section is constructed on a fixed site periodically, the construction quality and the construction progress are easy to guarantee. However, the pushing method has the following significant drawbacks: the geometric shape of the bridge structure is limited, and the variable cross-section beam section, the curved beam shaft and the variable gradient bridge cannot be constructed by pushing; because the stress of the bridge span structure is continuously changed in the pushing process, the beam height and the material consumption, particularly the consumption of prestressed reinforcements, are limited by the bending moment of the pushing cantilever, and the pushing span is more than 70-80 meters uneconomical; repeated stress in the pushing process enables the height of the beam to be large, temporary beam bundles are large, and the tensioning process is complicated; in addition, the pushing construction only has two working faces at most, and the speed of the pushing construction is limited.
Disclosure of Invention
An object of the utility model is to provide a stride interim bearing structure of girder steel installation of existing circuit to prior art's not enough.
The utility model adopts the technical proposal that: a temporary support structure for a steel beam spanning an existing line comprises two groups of support systems and a bearing bracket; the two groups of supporting systems are symmetrically arranged on two sides of the existing line, and the lower ends of the supporting systems are arranged on the ground; the support bracket spans the existing line and is arranged on the two support systems; the steel beam to be installed is hoisted on the bearing bracket in sections.
According to the scheme, the supporting bracket is a stable framework structure formed by mutually connecting a plurality of transverse beams which are transversely arranged at equal intervals and a plurality of longitudinal beams which are longitudinally arranged at equal intervals.
According to the scheme, the longitudinal beam comprises a longitudinal beam main body, a longitudinal beam panel and a longitudinal beam web, wherein the longitudinal beam panel is fixed on the upper surface and the lower surface of the longitudinal beam main body, and the longitudinal beam web is fixed on two outer side surfaces of the longitudinal beam main body.
According to the scheme, the longitudinal beam main body comprises a plurality of longitudinal beam partition plates which are arranged at intervals along the length direction of the longitudinal beam and a plurality of longitudinal beam reinforcing ribs; the longitudinal beam partition plate is of a frame structure, and mounting holes matched with the number and positions of the longitudinal beam reinforcing ribs are formed in the longitudinal beam partition plate; the longitudinal beam reinforcing ribs sequentially penetrate through the mounting holes in the corresponding positions of all the longitudinal beam partition plates, and the longitudinal beam partition plates and the longitudinal beam reinforcing ribs jointly form a longitudinal beam main body structure.
According to above-mentioned scheme, every braced system includes a plurality of along the landing leg structure of existing line length direction interval installation, and every landing leg structure includes pre-buried base, a plurality of pole setting and overlap joint structure, and the lower extreme of all pole settings all links to each other with pre-buried base is fixed, and the upper end of all pole settings all links to each other with the overlap joint structure.
According to the scheme, a plurality of vertical rod cross braces are arranged between every two adjacent vertical rods at intervals along the axis direction; the two sides of the support bracket are respectively fixed on the lapping structure.
According to the scheme, the lap joint structure comprises two parallel short rods and a support cross brace fixed at the upper parts of the two connecting rods; the connecting rods are fixed on a base plate connected with the upper ends of the same-row/same-row upright rods, and a plurality of vertical stiffening plates are arranged on two sides of the support cross brace; the support bracket is fixed on the support cross brace.
According to the scheme, a horizontal base plate is installed at the upper end of the vertical rod, and the outer edge of the base plate extends outwards in the radial direction; a plurality of triangular rib plates which are arranged at intervals along the circumferential direction are arranged between the extension section of the base plate and the outer wall of the upright rod.
The utility model has the advantages that: the temporary supporting structure can finish the hoisting of the steel beam across the existing line under the condition of not hindering the normal passing of the existing line, and the method of directly hoisting by blocks by using a crane makes up the defects and limitations in the use process of the traditional pushing method; the invention is also suitable for the condition that the steel beam is overweight and can not be hoisted integrally but only be hoisted in a slicing way, and the condition that the steel beam to be constructed is positioned on a circular curve with relatively larger radius and radian line type, and the like; the temporary support structure has high overall performance, strong stability, safety, reliability, convenient and rapid erection and disassembly and high construction speed; the temporary supporting structure is made of materials with high universality, such as steel pipe columns, channel steel, I-shaped steel, self-made simple beams and the like, the cost is low, and the disassembled materials can be recycled.
Drawings
Fig. 1 is a schematic diagram of the positions of the temporary support structure and the existing circuit according to an embodiment of the present invention.
Fig. 2 is an overall schematic view of a temporary support structure.
Fig. 3 is a schematic view of the structure of the leg in this embodiment.
Fig. 4 is a schematic connection diagram of the leg structure and the overlapping structure in this embodiment.
Fig. 5 is a schematic structural view of the neutral lever wale of the present embodiment.
Fig. 6 is a schematic structural view of the vertical rod in this embodiment.
Fig. 7 is a schematic diagram of the positions of the existing line and the steel beam to be constructed in this embodiment.
Fig. 8 is a schematic sectional view of the steel beam between two pillars in this embodiment.
Fig. 9 is a block diagram of the beam segment a in this embodiment.
Fig. 10 is a schematic view (left area) of the crane position during hoisting of each piece in the section of the steel beam block a in the embodiment.
Fig. 11 is a schematic view (right area) of the crane position during hoisting of each piece in the section of the steel beam block a in this embodiment.
Fig. 12 is a schematic position diagram of the crane hoisting the steel beam section a in the embodiment.
Fig. 13 is a schematic position diagram of the crane hoisting the steel beam section B in the embodiment.
Fig. 14 is a schematic position diagram of the crane hoisting the steel beam section C and the steel beam section D in the embodiment.
Fig. 15 is a schematic position diagram of the crane hoisting the steel beam section E and the steel beam section F in the embodiment.
Wherein: 1. existing lines; 2. a temporary support structure; 3. a support system; 4. a cross beam; 5. a stringer; 6. a support cross brace 7, a short rod 8 and a base plate; 9. erecting a rod; 10. a vertical rod cross brace; 11, pre-burying a base; 12. a vertical stiffener plate; 13. a triangular rib plate; 14. a connecting rod; 15. an end connecting plate; 16. a stringer stiffener; 17. a longitudinal beam bulkhead; 18. a longitudinal beam connecting plate; 19. a stringer web; 20. a stringer panel; 21. pier studs; 22. a scaffold structure; 23. a crane; 24. the steel beam is finished.
Detailed Description
For a better understanding of the present invention, reference is made to the following detailed description taken in conjunction with the accompanying drawings.
A temporary support structure for a steel beam crossing an existing line as shown in fig. 1 and 2 includes two sets of support systems, and a support bracket; the two groups of supporting systems are symmetrically arranged on two sides of the existing line, and the lower ends of the supporting systems are arranged on the ground; the support bracket spans the existing line and is arranged on the two support systems; the steel beam to be installed is hoisted on the bearing bracket in sections.
Preferably, the support bracket is a stable frame structure formed by connecting a plurality of transverse beams arranged at equal intervals in the transverse direction and a plurality of longitudinal beams arranged at equal intervals in the longitudinal direction. As shown in fig. 6, the longitudinal beam comprises a longitudinal beam main body, a longitudinal beam panel and a longitudinal beam web, wherein the longitudinal beam panel is fixed on the upper surface and the lower surface of the longitudinal beam main body, and the longitudinal beam web is fixed on two outer side surfaces of the longitudinal beam main body; the longitudinal beam main body comprises a plurality of longitudinal beam partition plates arranged at intervals along the length direction of the longitudinal beam and a plurality of longitudinal beam reinforcing ribs; the longitudinal beam partition plate is of a frame structure, and mounting holes matched with the number and positions of the longitudinal beam reinforcing ribs are formed in the longitudinal beam partition plate; the longitudinal beam reinforcing ribs sequentially penetrate through the mounting holes in the corresponding positions of all the longitudinal beam partition plates, and the longitudinal beam partition plates and the longitudinal beam reinforcing ribs jointly form a longitudinal beam main body structure.
Preferably, each support system comprises a plurality of support leg structures installed at intervals along the length direction of the existing line, as shown in fig. 4, each support leg structure comprises an embedded base, a plurality of vertical rods and a lap joint structure, the lower ends of all the vertical rods are fixedly connected with the embedded base, and the upper ends of all the vertical rods are connected with the lap joint structure; a plurality of vertical rod cross braces are arranged between every two adjacent vertical rods at intervals along the axis direction; the two sides of the support bracket are respectively fixed on the lapping structure.
Preferably, a horizontal base plate is arranged at the upper end of the vertical rod, and the outer edge of the base plate extends outwards along the radial direction; a plurality of triangular rib plates which are arranged at intervals along the circumferential direction are arranged between the extension section of the base plate and the outer wall of the upright rod. As shown in fig. 5, the overlapping structure comprises two parallel short rods and a support cross brace fixed at the upper parts of the two connecting rods; the connecting rods are fixed on a base plate connected with the upper ends of the same-row/same-row upright rods, and a plurality of vertical stiffening plates are arranged on two sides of the support cross brace; the support bracket is fixed on the support cross brace.
In this embodiment, the number of the cross beams and the number of the longitudinal beams are three, wherein the longitudinal beams are arranged at intervals along the width direction of the existing line, and the cross beams are arranged at intervals along the length direction of the existing line. When the existing line is wide, the needed longitudinal beam is long, and the two longitudinal beams can be bolted into a whole by adopting the connecting plate. The beam is H-shaped steel. Each supporting system comprises three supporting leg structures which are installed at intervals along the length direction of the existing line, the embedded base of each supporting leg structure is provided with four vertical rods which are arranged in two rows and two columns, and the upper ends of the vertical rods are fixedly connected with a lap joint structure; three groups of vertical rod cross braces are arranged between the two vertical rods at intervals along the axial direction of the vertical rods, two ends of each vertical rod cross brace are respectively connected with the two vertical rods, and the length direction of each vertical rod cross brace is perpendicular to the axial direction of the vertical rods. The upright rods are made of spiral steel pipes; the connecting rod is channel steel, and the short rod is I-shaped steel. The pole setting stull includes the end connection board at connecting rod and connecting rod both ends, and the connecting rod passes through the end connection board and links to each other with the outer wall of pole setting.
When the steel beam is constructed, the steel beam between the two pier columns can be hoisted in a segmented and partitioned mode when the length is longer usually. When the steel beam section is positioned in the barrier-free area, the construction can be carried out by adopting a conventional method; when the steel beam section is located above the existing line, the construction is performed by the following method. The two pier studs are respectively arranged on two sides of the existing line.
A construction method of a steel beam section spanning an existing line comprises the following steps:
step one, building a supporting structure between two pier studs: after the steel beams outside the two steel beam pier columns are hoisted, an auxiliary support structure is erected in the area of the existing line according to a conventional method, and the temporary support structure is erected in the area of the existing line, so that the temporary support structure is required not to hinder the normal use of the existing line, and the construction requirement of a steel beam section to be constructed above the existing line can be met;
moving the crane to one side of the existing line; meanwhile, the suspension arm of the crane is erected, and the turning radius of the crane is rechecked;
step three, the steel beam between the two pier columns is prefabricated in a segmented and segmented mode and is transported to a construction area: in the embodiment, a plurality of steel beam sections need to be constructed above the existing line, and each steel beam section is divided into a plurality of prefabricated sections along the width direction of the steel beam due to the wide steel beam section and then transported to a site to be constructed;
step four, mounting a lifting appliance on the steel beam block, trying to lift the steel beam block, and adjusting the optimal lifting position of the crane;
step five, hoisting each steel beam section to temporary supporting structure and bracket structure in sequence and fixing and positioning preliminarily, and adjusting the position of the crane in real time according to the hoisted steel beam section: along the length direction of the steel beam, hoisting the steel beam sections in sequence according to the principle of firstly hoisting the middle part and then hoisting the steel beam sections at two sides; dividing the middle of the same steel beam section into areas along the width direction of the steel beam, firstly hoisting one side area of the crane, and sequentially hoisting the same area according to the principle of firstly hoisting the middle and then hoisting the two sides;
step six, welding and fixing after all the steel beam sections are hoisted and the positions are rechecked to be correct, and welding and fixing the two outermost steel beam sections and the constructed steel beams;
step seven, dismantling the hoisting rigging, withdrawing the hoisting arm, and moving the crane to the construction position of the next steel beam section;
and step eight, dismantling the temporary supporting structure and the support structure.
The construction method is suitable for steel beams with different curvatures.
Example (b): as shown in figure 7, for the installation and erection of the loop line intercommunicating junction elevated bridge, the steel beam sections to be installed are all positioned on a circular curve with relatively large radius and radian line type, the top and the bottom plates of the steel box beam are provided with bidirectional transverse slopes, and the vertical surface is provided with a large longitudinal slope and is positioned on a convex vertical curve with large radius. The steel frame bridge spans the upper part of the existing line; as shown in fig. 8, piers for supporting steel beams are provided at both sides of an existing line, and a bracket system for auxiliary support is built using a conventional method; the steel beams between the two groups of pier columns are divided into 6 steel beam sections which are arranged in an axisymmetric mode and are respectively represented by A, B, C, D, E, F, and the middle steel beam section A and the steel beam section B are located above the existing line and are supported by the temporary supporting structure; the steel beam section C and the steel beam section D are arranged between the temporary supporting structure and the support system and are supported by the temporary supporting structure and the support system together; the steel beam section E and the steel beam section F are arranged between the support system and the pier column and are supported by the support system and the pier column together. Each steel beam section with large steel beam width is prefabricated in a slicing mode, the steel beam section A is taken as an example and divided into seven blocks, namely A1, A2, A3, A4, A5, A6 and A7, along the width direction of the steel beam, and steel beam blocks in the same partition are hoisted according to the principle that the middle is arranged in advance and then the two sides are arranged in advance. If a gas pipeline and the like exist in the construction area, construction is carried out according to requirements. The concrete construction method of the steel beam between the two groups of pier studs for crossing the existing line comprises the following steps:
step one, building a support structure between two pier studs and checking the stability of the temporary support structure: after the steel beams outside the two steel beam pier columns are hoisted, an auxiliary support structure is erected in the area of the existing line according to a conventional method, and the temporary support structure is erected in the area of the existing line, so that the temporary support structure is required not to hinder the normal use of the existing line, and the construction requirement of a steel beam section to be constructed above the existing line can be met;
moving the crane to one side of the existing line; meanwhile, the suspension arm of the crane is erected, and the turning radius of the crane is checked;
step three, dividing the steel beam between the two pier columns into six sections A, B, C, D, E, F along the bridge direction, as shown in fig. 8, dividing each steel beam section into seven blocks along the beam direction, as shown in fig. 9, dividing the steel beam section a into seven blocks a1, a2, A3, a4, a5, a6 and a7 along the transverse bridge direction, and as shown in fig. 9, transporting the steel beam into a construction area after being prefabricated in blocks:
step four, mounting a lifting appliance on the steel beam block, trying to lift the steel beam block, and adjusting the optimal lifting position of the crane;
step five, hoisting each steel beam section to temporary supporting structure and bracket structure in sequence and fixing and positioning preliminarily, and adjusting the position of the crane in real time according to the hoisted steel beam section: along the length direction of the steel beam, hoisting the steel beam sections in sequence according to the principle of firstly hoisting the middle part and then hoisting the steel beam sections at two sides; sequentially hoisting along the width direction of the steel beam according to the principle of first middle and then two sides, specifically, taking the steel beam section A as an example, the steel beam blocks A1, A2 and A3 are in the same region, the steel beam blocks A4, A5, A6 and A7 are in the same region, firstly, the steel beam blocks A3, A2, A1, A4, A5, A6 and A7 are sequentially hoisted and primarily fixed by using a crane, the crane positions when the steel beam blocks A3, A2 and A1 are hoisted are shown in fig. 10, and the crane positions when the steel beam blocks A4, A5, A6 and A7 are hoisted are shown in fig. 11; sequentially hoisting the steel beam sections A, B, D, F, C, E according to the method and primarily fixing, wherein the schematic position diagram of a crane during hoisting of each steel beam section is shown in fig. 12-15;
step six, welding and fixing after all the steel beam sections are hoisted and the positions are rechecked to be correct, and welding and fixing the two outermost steel beam sections and the constructed steel beams;
step seven, dismantling the hoisting rigging, withdrawing the hoisting arm, and moving the crane to the construction position of the next steel beam section;
and step eight, dismantling the temporary supporting structure and the support structure.
It should be noted that the above-mentioned embodiments are only preferred embodiments of the present invention, and the present invention is not limited thereto, and although the present invention has been described in detail with reference to the embodiments, it will be apparent to those skilled in the art that modifications can be made to the technical solutions described in the above-mentioned embodiments, or equivalent substitutions of some technical features, but any modifications, equivalents, improvements and the like within the spirit and principle of the present invention shall be included in the protection scope of the present invention.
Claims (8)
1. A temporary support structure for a steel beam spanning an existing line is characterized by comprising two groups of support systems and a bearing bracket; the two groups of supporting systems are symmetrically arranged on two sides of the existing line, and the lower ends of the supporting systems are arranged on the ground; the support bracket spans the existing line and is arranged on the two support systems; the steel beam to be installed is hoisted on the bearing bracket in sections.
2. A temporary support structure for steel beams spanning an existing line according to claim 1, wherein the support brackets are formed by a plurality of transverse beams arranged at equal intervals and a plurality of longitudinal beams arranged at equal intervals and connected with each other to form a stable frame structure.
3. A steel beam temporary support structure spanning an existing line according to claim 2, wherein the stringer includes a stringer body, stringer panels fixed to upper and lower surfaces of the stringer body, and stringer webs fixed to both outer sides of the stringer body.
4. A steel beam temporary support structure spanning an existing line according to claim 3, wherein said stringer body includes a plurality of stringer bulkheads spaced along a length of the stringer, and a plurality of stringer reinforcing ribs; the longitudinal beam partition plate is of a frame structure, and mounting holes matched with the number of the longitudinal beam reinforcing ribs are formed in the longitudinal beam partition plate at intervals along the axis; the longitudinal beam reinforcing ribs sequentially penetrate through the mounting holes in the corresponding positions of all the longitudinal beam partition plates, and the longitudinal beam partition plates and the longitudinal beam reinforcing ribs jointly form a longitudinal beam main body structure.
5. The temporary steel beam supporting structure spanning the existing line according to claim 1, wherein each supporting system comprises a plurality of supporting leg structures installed at intervals along the length direction of the existing line, each supporting leg structure comprises a pre-embedded base, a plurality of vertical rods and an overlapping structure, the lower ends of all the vertical rods are fixedly connected with the pre-embedded base, and the upper ends of all the vertical rods are connected with the overlapping structure.
6. The temporary support structure for the steel beam across the existing line according to claim 5, wherein a plurality of vertical rod wales are installed between two adjacent vertical rods at intervals along the axial direction; the two sides of the support bracket are respectively fixed on the lapping structure.
7. A steel beam temporary support structure across an existing line according to claim 5, wherein the lap joint structure includes two parallel short bars, and a support wale fixed to upper portions of the two connection bars; the connecting rods are fixed on a base plate connected with the upper ends of the same-row/same-row upright rods, and a plurality of vertical stiffening plates are arranged on two sides of the support cross brace; the support bracket is fixed on the support cross brace.
8. A steel beam temporary support structure for steel girders over existing lines as claimed in claim 5, wherein a horizontal pad is installed at the upper end of the vertical pole, and the outer edge of the pad extends radially outward; a plurality of triangular rib plates which are arranged at intervals along the circumferential direction are arranged between the extension section of the base plate and the outer wall of the upright rod.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201920537023.4U CN210066510U (en) | 2019-04-19 | 2019-04-19 | Stride interim bearing structure of girder steel of existing circuit |
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| CN201920537023.4U CN210066510U (en) | 2019-04-19 | 2019-04-19 | Stride interim bearing structure of girder steel of existing circuit |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111335089A (en) * | 2020-03-05 | 2020-06-26 | 中铁十九局集团广州工程有限公司 | Construction method of traffic door opening in bridge road cross-line construction |
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2019
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111335089A (en) * | 2020-03-05 | 2020-06-26 | 中铁十九局集团广州工程有限公司 | Construction method of traffic door opening in bridge road cross-line construction |
| CN111335089B (en) * | 2020-03-05 | 2021-06-08 | 中铁十九局集团广州工程有限公司 | Construction method of traffic door opening in bridge road cross-line construction |
| WO2021114689A1 (en) * | 2020-03-05 | 2021-06-17 | 中铁十九局集团广州工程有限公司 | Construction method for traffic gate in bridge road flyover construction |
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