CN109056496B - Ultra-large span steel truss continuous beam bridge with initial curvature and construction method - Google Patents
Ultra-large span steel truss continuous beam bridge with initial curvature and construction method Download PDFInfo
- Publication number
- CN109056496B CN109056496B CN201811067228.7A CN201811067228A CN109056496B CN 109056496 B CN109056496 B CN 109056496B CN 201811067228 A CN201811067228 A CN 201811067228A CN 109056496 B CN109056496 B CN 109056496B
- Authority
- CN
- China
- Prior art keywords
- section
- hoisting
- unit
- closure
- bridge
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000010276 construction Methods 0.000 title claims abstract description 55
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 52
- 239000010959 steel Substances 0.000 title claims abstract description 52
- 238000000034 method Methods 0.000 claims abstract description 17
- 230000008569 process Effects 0.000 claims abstract description 12
- 230000009471 action Effects 0.000 claims abstract description 10
- 238000003466 welding Methods 0.000 claims description 11
- 238000013461 design Methods 0.000 claims description 7
- 238000004088 simulation Methods 0.000 claims description 5
- 238000011065 in-situ storage Methods 0.000 claims 1
- 238000010586 diagram Methods 0.000 description 11
- 238000005452 bending Methods 0.000 description 4
- 230000008901 benefit Effects 0.000 description 2
- 230000006872 improvement Effects 0.000 description 2
- 238000012545 processing Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D6/00—Truss-type bridges
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/30—Metal
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses an ultra-large span steel truss continuous girder bridge with initial curvature, which is characterized by comprising a plurality of piers (8) and girder segment hoisting units prefabricated in a factory, wherein each girder segment hoisting unit comprises a side span large-section integral hoisting unit (1), a first main span large-section hoisting unit (2), a second main span large-section hoisting unit (3) and a pier top small-section integral hoisting unit (4), and a closure segment unit (5) is connected with each girder segment hoisting unit with the initial curvature under the action of dead weight, so that the girder segment hoisting units are smooth in line shape when the bridge is used, and the pre-camber is arranged in each girder segment factory to counteract the initial curvature. The hogging moment of the pier top in a constant load state is greatly reduced, and the internal force of a part of pier top structure is transferred to the midspan section, so that the full-bridge structure is uniformly stressed. The invention also discloses a construction method of the ultra-large span steel truss continuous girder bridge with initial curvature, wherein the construction process is adjusted to form the internal force of the bridge structure, the stress performance of the section is fully exerted, and the economic performance of the steel truss continuous girder bridge is improved.
Description
Technical Field
The invention belongs to the technical field of bridge construction, and particularly relates to an ultra-large-span steel truss continuous beam bridge with initial curvature and a construction method.
Background
The steel truss continuous girder bridge is a bridge type with larger spanning capacity and better economic performance, and is widely applied to various bridges at present.
When the span is required to be large, the technical problems of the steel truss continuous girder bridge mainly include the following aspects: under the first and bridge-forming constant load actions, the negative bending moment at the pier top of the ultra-large span steel truss continuous beam bridge is overlarge, the positive bending moment of the midspan section is smaller, the constant load internal force of the bridge is unevenly distributed, the stress state control design of the pier top section is realized, and the utilization rate of the midspan section is lower. When the conventional stress-free state method is adopted for design and construction, the constant load internal force distribution state of the bridge is not improved all the time, the constant load internal force state is adapted by increasing the truss height and changing the section size, the economic benefit is poor, and the aesthetic property of the bridge with the excessively high truss height is poor. Therefore, starting from the state of adjusting the structural internal force of the long-span steel truss continuous beam bridge, corresponding constructional measures are additionally arranged, so that the structural internal force is fundamentally improved. Secondly, for bridge sites with larger span requirements and deeper water depth, the pushing construction method in the conventional construction method is difficult to realize, and the construction method of loose assembly has the problems of large workload, inconvenient construction operation and the like. Therefore, the construction scheme is an important factor influencing the ultra-large span steel truss continuous beam bridge, and an efficient, economical and high-precision construction method needs to be sought.
Therefore, aiming at a series of technical problems existing in the ultra-large span steel truss continuous girder bridge, the structural internal force state of the large span steel truss continuous girder bridge needs to be improved fundamentally in the design of the ultra-large span steel truss continuous girder bridge, and the crossing capacity of the bridge is improved on the basis of meeting the requirements of stress safety and good economy. Moreover, there is a need for efficient, economical, high-precision construction methods suitable for ultra-large span steel truss continuous beam bridges.
Disclosure of Invention
Aiming at the defects or improvement demands of the prior art, the invention provides an ultra-large span steel truss continuous girder bridge with initial curvature, which adopts each girder segment hoisting unit with pre-camber prefabricated in a factory, and comprises a side span large-section integral hoisting unit, a first main span large-section hoisting unit, a second main span large-section hoisting unit and a pier top small-section integral hoisting unit, wherein each unit generates initial curvature under the action of dead weight on a pier, and the initial curvature is counteracted by the pre-camber set in advance to change into a girder Duan Sheji linear shape, thereby ensuring the smoothness of the line shape when the bridge is used, greatly reducing the negative moment of the pier top in a constant load state, and transferring the internal force of a partial pier top structure to a midspan section so as to ensure that the whole bridge structure is stressed uniformly.
In order to achieve the above object, according to one aspect of the present invention, there is provided an ultra-large span steel truss continuous girder bridge having an initial curvature, comprising a plurality of piers, each girder segment hoist unit having a pre-camber is prefabricated in a factory, comprising a side span large section integral hoist unit, a first main span large section hoist unit, a second main span large section hoist unit, and a pier top small section integral hoist unit, wherein:
the pier top small section integral hoisting unit is arranged on other piers except the two piers at the two ends;
the side span large-section integral hoisting units at two ends are respectively connected with the corresponding pier top small-section integral hoisting units through the closure section units; the unit for integrally hoisting the pier top small section is connected with the main span large section hoisting unit through the closure section unit, and is connected with the second main span large section hoisting unit through the closure section unit, and the second main span large section hoisting unit and the next main span large section hoisting unit are connected with the next pier top small section integral hoisting unit through the closure section unit;
the closure section units are connected with the beam section hoisting units with initial curvature under the action of dead weight, and the beam section hoisting units are provided with pre-camber to counteract initial deformation, so that internal force of the pier top structure part is transferred to the midspan section.
Further, the closure section unit comprises an closure section upper chord member, a closure section web member and a closure section lower chord member, wherein the upper chord members between two adjacent hoisting beam section hoisting units are connected to form the closure section upper chord member, the web members between two adjacent hoisting beam section hoisting units are connected to form the closure section web member, and the lower chord members between two adjacent hoisting beam section hoisting units are connected to form the closure section lower chord member.
Further, the closure section upper chord member, the closure section web member and the closure section lower chord member are connected in a bolting or field welding mode.
Further, oblong bolt holes are used when bolting is used between the closure section upper chord, closure section web members, and closure section lower chord.
Further, the upper part of the pier is additionally provided with a lower stiffening member at the pier top in an integral welding mode.
Further, the lower stiffening member at the pier top is provided with two internode lengths or four or more internode lengths according to the requirement of stress.
Further, the continuous beam bridge is also provided with a diagonal brace for connecting the road bridge deck small longitudinal beam with the lower chord.
According to another aspect of the present invention, there is provided a construction method of an ultra-large span steel truss continuous girder bridge having an initial curvature for constructing an ultra-large span steel truss continuous girder bridge having an initial curvature, comprising the steps of:
s1: constructing a foundation and a pier, erecting a bracket at the pier, and hoisting units for integrally hoisting each pier-top small section by using a large ship;
s2: the large ship is utilized to hoist the side span large-section integral hoisting unit, the first main span large-section hoisting unit, the second main span large-section hoisting unit, the other main span large-section hoisting units and the other side span large-section integral hoisting unit which are prefabricated in a factory in sequence and have pre-camber;
s3: under the action of dead weight, each beam section hoisting unit counteracts initial deformation by pre-camber set in advance and changes the shape of a return beam Duan Sheji, the length and the connection construction size of a closure section member are calculated through accurate simulation construction process, closure construction is carried out on two ends between each beam section hoisting unit with initial curvature and the pier top small section integral hoisting unit in a bolting or field welding mode, and oblong bolt holes can be adopted when bolting is adopted;
s4: and carrying out secondary and auxiliary structure construction, and dismantling the pier side brackets.
In general, the above technical solutions conceived by the present invention, compared with the prior art, enable the following beneficial effects to be obtained:
(1) The ultra-large span steel truss continuous girder bridge with the initial curvature adopts each girder segment hoisting unit with the pre-camber prefabricated in a factory, and comprises a side span large-segment integral hoisting unit, a first main span large-segment hoisting unit, a second main span large-segment hoisting unit and a pier top small-segment integral hoisting unit, wherein each unit generates the initial curvature under the action of dead weight on a pier in a simply supported state, and the initial deformation is counteracted by the pre-camber arranged in advance and is changed into the shape of a girder Duan Sheji, so that the smoothness of the shape of the bridge in use is ensured. Through the operation, the hogging moment of the pier top in a constant load state is greatly reduced, and the internal force of a part of pier top structure is transferred to the midspan section, so that the whole bridge structure is uniformly stressed.
(2) The invention relates to an ultra-large span steel truss continuous beam bridge with initial curvature, which comprises a closure section upper chord member, a closure section web member and a closure section lower chord member, wherein the closure section unit is used for connecting other beam section hoisting units, the length and the connection construction size of closure section components calculated by using an accurate simulation construction process are utilized, and two ends of other hoisting units are connected in a bolting or field welding mode, so that the beam section hoisting units are connected end to end and are integrally flat.
(3) The ultra-large span steel truss continuous beam bridge with the initial curvature is characterized in that a pier top lower stiffening member is additionally arranged above a pier in an integral welding mode and used for further improving the crossing capacity, and the lower stiffening structure can be provided with two internode lengths or four or more internode lengths according to the stress requirement. The arrangement of the stiffening members greatly improves the bending rigidity of the stiffening girder of the pier top section, reduces the stress state of the pier top section structure and further improves the spanning capacity of the structure. And the component processing industrialization degree is high, the precision is high, and the construction is fast and convenient.
(4) The invention discloses a construction method of an ultra-large span steel truss continuous girder bridge with initial curvature, wherein each girder section is provided with a certain pre-camber when prefabricated in a factory, a closure state with the initial curvature is adopted, a pier top small section integral hoisting unit, a side span large section integral hoisting unit, a first main span large section hoisting unit and a second main span large section hoisting unit are sequentially hoisted by using a large-scale ship, and initial deformation is counteracted by the pre-camber in the factory, so that smoothness of a line shape when the bridge is used is ensured, closure construction is carried out.
Drawings
FIG. 1 is a schematic illustration of the general layout involved in an ultra-large span steel truss continuous beam bridge with initial curvature in accordance with an embodiment of the present invention;
FIG. 2 is a diagram of a bridge construction of an ultra-large span steel truss continuous girder bridge with initial curvature according to an embodiment of the present invention;
FIG. 3 is a cross-sectional layout view of a closure segment of an ultra-large span steel truss continuous girder bridge with an initial curvature according to an embodiment of the present invention;
FIG. 4 is a diagram of a closed front pier top main girder of an ultra-large span steel truss continuous girder bridge with initial curvature according to an embodiment of the present invention;
FIG. 5 is a schematic diagram of a hoisting pier top small segment unit involved in an ultra-large span steel truss continuous beam bridge with initial curvature according to an embodiment of the present invention;
FIG. 6 is a schematic diagram of a hoisting main span large section unit involved in an ultra-large span steel truss continuous beam bridge with initial curvature according to an embodiment of the present invention;
FIG. 7 is a schematic diagram of closure construction for an ultra-large span steel truss continuous beam bridge with initial curvature according to an embodiment of the present invention;
fig. 8 is a schematic diagram of the linear relationship of each curvature of a closed front girder segment related to an ultra-large span steel truss continuous girder bridge with initial curvature according to an embodiment of the present invention.
Like reference numerals denote like technical features throughout the drawings, in particular: 1-side span large-section integral hoisting unit, 2-first main span large-section hoisting unit, 3-second main span large-section hoisting unit, 4-pier top small-section integral hoisting unit, 5-closure section unit, 501-closure section upper chord, 502-closure section web member, 503-closure section lower chord, 6-pier top lower stiffening member, 7-diagonal brace, 8-pier, 9-beam Duan Jianzhi state dead weight linear, 10-beam Duan Gongan manufacturing linear and 11-beam Duan Sheji linear.
Detailed Description
The present invention will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present invention more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention. In addition, the technical features of the embodiments of the present invention described below may be combined with each other as long as they do not collide with each other.
Fig. 1 is a schematic view of the general layout of an ultra-large span steel truss continuous beam bridge with initial curvature according to an embodiment of the present invention. As shown in fig. 1, an ultra-large span steel truss continuous beam bridge having an initial curvature includes: the bridge comprises a side span large-section integral hoisting unit 1, a first main span large-section hoisting unit 2, a second main span large-section hoisting unit 3, a pier top small-section integral hoisting unit 4 and a closure section unit 5, wherein each hoisting unit of the continuous bridge is prefabricated in a factory and is provided with a pre-camber, the continuous bridge is provided with a plurality of bridge piers 8, pier tops small-section integral hoisting units 4 are arranged above the middle bridge piers, two ends of the continuous bridge are provided with side span large-section integral hoisting units 1, the side span large-section integral hoisting units 1 at two ends are respectively connected with the corresponding pier top small-section integral hoisting units 4 through closure section units 5, the pier top small-section integral hoisting units 4 are connected with the first main span large-section hoisting unit 2 through closure section units 5, the first main span large-section hoisting unit 2 and the second main span large-section hoisting unit 3 are connected with the pier top small-section integral hoisting units 4 through closure section units 5, and the second main span large-section hoisting units 3 are connected with the next pier top small-section integral hoisting units 4 through closure section units 5. The invention adopts the closure state with initial curvature, fully adjusts the constant load internal force state of the ultra-large span steel truss continuous beam bridge, greatly relieves the condition of overlarge hogging moment at the pier top in the constant load state, transfers the internal force of the stiffening girder part at the pier top to the midspan section, ensures that the internal force of the full bridge tends to be uniform, greatly improves the spanning capacity of the structure, and can reach 200m or more in economic span single hole.
FIG. 2 is a diagram of a bridge construction of an ultra-large span steel truss continuous girder bridge with initial curvature according to an embodiment of the present invention; fig. 3 is a cross-sectional layout view of a closure segment of an ultra-large span steel truss continuous girder bridge with an initial curvature according to an embodiment of the present invention. As shown in fig. 2 and 3, closure segment unit 5 includes 501-closure segment upper chords, 502-closure segment web members, and 503-closure segment lower chords. The length and the connection construction size of the closure section member are calculated through accurate simulation of the construction process, two ends of the side span large-section integral hoisting unit 1 and two ends of the pier top small-section integral hoisting unit 4 are connected in a bolting or field welding mode, and when the bolting is adopted, an oblong bolt hole can be adopted. As can be seen from fig. 3, the continuous beam bridge is further provided with diagonal braces 7 for connecting the road deck small stringers with the bottom chords.
Further, the pier top lower stiffening member 6 is additionally arranged above the pier in an integral welding mode and used for further improving the spanning capacity, and the lower stiffening structure can be provided with two internode lengths or four or more internode lengths according to the requirement of stress. The arrangement of the stiffening members 6 greatly improves the bending rigidity of the stiffening girder of the pier top section, reduces the stress state of the pier top section structure and further improves the spanning capacity of the structure. And the component processing industrialization degree is high, the precision is high, and the construction is fast and convenient.
Fig. 4 is a structural diagram of a girder of a closed front pier top related to an ultra-large span steel truss continuous girder bridge with initial curvature according to an embodiment of the present invention, and fig. 4 is a partial enlarged view of a region a in fig. 6. Fig. 8 is a schematic view of the linear relationship of curvatures of the closed front beam segments according to an embodiment of the present invention. In combination with fig. 8, when the side span large section integral hoisting unit 1, the pier top small section integral hoisting unit 4 and the first main span large section hoisting unit 2 are prefabricated, an arched beam Duan Gongan is manufactured into a linear shape 10, under the simple supporting state, the beam section is designed into a linear shape 11 under the action of self weight, and closure construction among the beam sections is performed. If the construction method is adopted in the stress-free state, the hogging moment of the pier top in the constant load state is overlarge, and the internal force of the full bridge is uneven.
Fig. 5 is a schematic diagram of a hoisting pier top small section unit related to an ultra-large span steel truss continuous beam bridge with initial curvature according to an embodiment of the invention. As shown in fig. 5, the piers 8 are provided at a certain distance, and the construction of the pier-top small-section integral hoisting unit 4 is performed on the middle pier 8.
Fig. 6 is a schematic diagram of a hoisting main span large-section unit involved in an ultra-large span steel truss continuous girder bridge with initial curvature according to an embodiment of the present invention. As shown in fig. 6, after the construction of the pier 8 and the pier top small-section integral hoisting unit 4 is completed, the construction of each beam section hoisting unit is performed, a bracket is erected on the pier 8 in the construction process, each side-span large-section integral hoisting unit 1, the pier top small-section integral hoisting unit 4 and each main-span large-section hoisting unit are hoisted by using a large ship, and the hoisting units are temporarily supported on a bracket support.
Fig. 7 is a schematic diagram of closure construction completion related to an ultra-large span steel truss continuous beam bridge with initial curvature according to an embodiment of the present invention. In the construction process, a bracket is erected beside the pier, each beam section hoisting unit is completed by hoisting by using a large ship, the hoisting units are temporarily supported on a bracket support, the hoisting units are under the action of dead weight in a simply supported state, and closure construction is performed on the basis of the initial curvature. The initial deformation is counteracted by setting the pre-camber in advance in a factory, so that the smoothness of the line shape of the bridge in use is ensured. Through the construction process, the hogging moment of the pier top in a constant load state is greatly reduced, and the internal force of a part of pier top structure is transferred to the midspan section, so that the whole bridge structure is uniformly stressed. The construction process is rapid and convenient.
The construction method of the ultra-large span steel truss continuous beam bridge with the initial curvature comprises the following steps:
s1: constructing a foundation and a pier 8, erecting a bracket on the pier 8, and hoisting units 4 for integrally hoisting small sections on the pier top by using a large ship;
s2: the method comprises the steps of sequentially hoisting a prefabricated side span large-section integral hoisting unit 1, a first main span large-section hoisting unit 2, a second main span large-section hoisting unit 3, other main span large-section hoisting units and the other end side span large-section integral hoisting unit 1 with pre-camber in a factory by utilizing a large ship;
s3: the beam section hoisting units are subjected to self weight under the simply supported state, initial deformation is counteracted by pre-camber which is set in advance, the beam section design line shape is changed into 11, the length and the connection construction size of the closure section component are calculated through accurate simulation construction process, closure construction is carried out on the two ends between each beam section hoisting unit with initial curvature and the pier top small section integral hoisting unit 4 in a bolting or field welding mode, and oblong bolt holes can be adopted when bolting is adopted;
s4: and carrying out secondary and auxiliary structure construction, and dismantling the side support of the pier 8.
The invention adopts a method of combining the design of the bridge structure with the construction scheme, adjusts the internal force of the bridge structure by using the construction process, effectively solves the technical problems of economy and structural stress of the ultra-large span steel truss continuous beam bridge, and avoids the problem of poor economy caused by adopting a mode of singly adjusting the truss height, the structural section and the like by adopting a stress-free state method. The invention adopts a method of combining the design of the bridge structure with the construction scheme, adjusts the internal force of the bridge structure by utilizing the construction process, fully exerts the stress performance of the section and improves the economic performance of the steel truss continuous girder bridge.
It will be readily appreciated by those skilled in the art that the foregoing description is merely a preferred embodiment of the invention and is not intended to limit the invention, but any modifications, equivalents, improvements or alternatives falling within the spirit and principles of the invention are intended to be included within the scope of the invention.
Claims (8)
1. The utility model provides an ultra-large span steel truss continuous beam bridge with initial curvature, includes a plurality of piers (8), its characterized in that, prefabricated each roof beam section hoist and mount unit that has the pre-camber in the mill, including big section integral hoist and mount unit (1) of side span, first main span big section hoist and mount unit (2), second main span big section hoist and mount unit (3) and pier top little section integral hoist and mount unit (4), wherein:
the pier top small section integral hoisting unit (4) is arranged on other piers (8) except for the two piers (8) at two ends;
the side span large-section integral hoisting units (1) at two ends are respectively connected with the corresponding pier top small-section integral hoisting units (4) through closure section units (5); the unit (4) for integrally hoisting the pier top small section is connected with the main span large section hoisting unit (2) through the closure section unit (5), the unit is connected with the second main span large section hoisting unit (3) through the closure section unit (5) and the pier top small section integral hoisting unit (4), and the second main span large section hoisting unit (3) and the next main span large section hoisting unit are connected with the next pier top small section integral hoisting unit (4) through the closure section unit (5); the closure section units (5) are connected with the beam section hoisting units with initial curvature under the action of dead weight, and the beam section hoisting units are provided with pre-camber to counteract initial deformation, so that internal force of the pier top structure part is transferred to the midspan section.
2. An ultra-large span steel truss continuous girder bridge with initial curvature according to claim 1, characterized in that the closure segment unit (5) comprises a closure segment upper chord (501), a closure segment web member (502) and a closure segment lower chord (503), the upper-member connection between two of the girder segment hoisting units of adjacent hoisting constitutes a closure segment upper chord (501), the web connection between two of the girder segment hoisting units of adjacent hoisting constitutes a closure segment web member (502), and the lower-chord connection between two of the girder segment hoisting units of adjacent hoisting constitutes a closure segment lower chord (503).
3. An ultra-large span steel truss continuous girder bridge with initial curvature according to claim 2, wherein the upper chord (501), the web member (502) and the lower chord (503) are connected by bolting or welding in situ.
4. A super-span steel truss continuous girder bridge having an initial curvature according to claim 2 or 3, characterized in that oblong bolt holes are used when bolting is used between the closure upper chord (501), the closure web (502) and the closure lower chord (503).
5. An ultra-large span steel truss continuous girder bridge with initial curvature according to claim 1, characterized in that the lower stiffening members (6) at the pier top are added above the pier (8) in the form of integral welding.
6. An ultra-large span steel truss continuous girder bridge having an initial curvature according to claim 5, wherein the lower stiffening members (6) at the pier top are provided with two internode lengths or four or more internode lengths according to the need of stress.
7. An ultra-large span steel truss continuous girder bridge with initial curvature according to claim 2, characterized in that the continuous girder bridge is further provided with diagonal braces (7) for connecting the road deck side stringers with the bottom chords.
8. A construction method of an ultra-large span steel truss continuous girder bridge with initial curvature, which is used for constructing the ultra-large span steel truss continuous girder bridge with initial curvature as claimed in claims 1-7, and is characterized by comprising the following steps of;
s1: constructing a foundation and a pier (8), erecting a bracket at the pier (8), and completing hoisting of units (4) for integrally hoisting each pier-top small section by using a large ship;
s2: the large ship is utilized to hoist the side span large section integral hoisting unit (1), the first main span large section hoisting unit (2), the second main span large section hoisting unit (3) and other main span large section hoisting units which are prefabricated in a factory in sequence, and the side span large section integral hoisting unit (1) at the other end;
s3: under the action of dead weight, each beam section hoisting unit is subjected to dead weight in a simply supported state, initial deformation is counteracted by pre-camber which is set in advance, the beam section design line shape (11) is changed, the length and the connection construction size of a closure section member are calculated through accurate simulation construction process, closure construction is carried out on two ends between each beam section hoisting unit with initial curvature and the pier top small section integral hoisting unit (4) in a bolting or field welding mode, and oblong bolt holes can be adopted when bolting is adopted;
s4: and carrying out secondary and auxiliary structure construction, and dismantling the side support of the bridge pier (8).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811067228.7A CN109056496B (en) | 2018-09-13 | 2018-09-13 | Ultra-large span steel truss continuous beam bridge with initial curvature and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811067228.7A CN109056496B (en) | 2018-09-13 | 2018-09-13 | Ultra-large span steel truss continuous beam bridge with initial curvature and construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109056496A CN109056496A (en) | 2018-12-21 |
| CN109056496B true CN109056496B (en) | 2023-12-15 |
Family
ID=64760507
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201811067228.7A Active CN109056496B (en) | 2018-09-13 | 2018-09-13 | Ultra-large span steel truss continuous beam bridge with initial curvature and construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109056496B (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109629435A (en) * | 2019-01-09 | 2019-04-16 | 吴云香 | A kind of construction method for cutting down two parasitic moment of Long span prestressed continuous bridge |
| CN109722995A (en) * | 2019-02-26 | 2019-05-07 | 中铁一局集团有限公司 | A kind of large span And of Varying Depth purlin formula girder steel construction technology |
| CN113718658B (en) * | 2021-09-18 | 2023-03-14 | 中铁大桥局集团第五工程有限公司 | Butt joint method for steel trussed beams of cable-stayed bridge |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR200279224Y1 (en) * | 2002-03-04 | 2002-06-24 | 동양종합건업 주식회사 | Multi-span continuous Preflex Composite Beam Type Bridge |
| CN101195989A (en) * | 2008-01-08 | 2008-06-11 | 长安大学 | Assembly type bridge construction process based on three steel pipe truss sections |
| WO2012067306A1 (en) * | 2010-11-18 | 2012-05-24 | Yong Hee Park | Continuous composite rahmen bridge system using precast girder and construction method thereof |
| CN105648924A (en) * | 2016-01-04 | 2016-06-08 | 中交第二航务工程局有限公司 | Construction method of multi-span simply-supported steel truss girder bridge |
| CN105970836A (en) * | 2016-03-23 | 2016-09-28 | 中铁四局集团钢结构有限公司 | Method for erecting large-span lower chord variable truss high continuous steel trussed beam cantilever |
| CN106192776A (en) * | 2016-08-08 | 2016-12-07 | 中铁建大桥工程局集团第五工程有限公司 | A kind of big Span Continuous Flexible arch bridge with steel truss beam free cantilever erection construction technology |
| CN209082323U (en) * | 2018-09-13 | 2019-07-09 | 中铁第四勘察设计院集团有限公司 | A kind of super-span steel truss continuous bridge having initial curvature |
-
2018
- 2018-09-13 CN CN201811067228.7A patent/CN109056496B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR200279224Y1 (en) * | 2002-03-04 | 2002-06-24 | 동양종합건업 주식회사 | Multi-span continuous Preflex Composite Beam Type Bridge |
| CN101195989A (en) * | 2008-01-08 | 2008-06-11 | 长安大学 | Assembly type bridge construction process based on three steel pipe truss sections |
| WO2012067306A1 (en) * | 2010-11-18 | 2012-05-24 | Yong Hee Park | Continuous composite rahmen bridge system using precast girder and construction method thereof |
| CN105648924A (en) * | 2016-01-04 | 2016-06-08 | 中交第二航务工程局有限公司 | Construction method of multi-span simply-supported steel truss girder bridge |
| CN105970836A (en) * | 2016-03-23 | 2016-09-28 | 中铁四局集团钢结构有限公司 | Method for erecting large-span lower chord variable truss high continuous steel trussed beam cantilever |
| CN106192776A (en) * | 2016-08-08 | 2016-12-07 | 中铁建大桥工程局集团第五工程有限公司 | A kind of big Span Continuous Flexible arch bridge with steel truss beam free cantilever erection construction technology |
| CN209082323U (en) * | 2018-09-13 | 2019-07-09 | 中铁第四勘察设计院集团有限公司 | A kind of super-span steel truss continuous bridge having initial curvature |
Also Published As
| Publication number | Publication date |
|---|---|
| CN109056496A (en) | 2018-12-21 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109056496B (en) | Ultra-large span steel truss continuous beam bridge with initial curvature and construction method | |
| CN110904864B (en) | Steel-concrete combined system for improving bearing capacity of concrete box girder bridge | |
| CN110777643A (en) | Large-span steel truss combined continuous beam structure and construction method thereof | |
| CN101550674A (en) | Bridge of steel truss-concrete and construction method thereof | |
| CN110258353A (en) | And of Varying Depth steel-concrete composite beams bridge construction technique with support | |
| CN202787047U (en) | Deck type triangular steel truss composite beam | |
| CN210458916U (en) | Bridge assembled bent cap prefabricated steel pedestal | |
| CN206034265U (en) | Steel reinforced concrete of bridge combines section | |
| CN209082323U (en) | A kind of super-span steel truss continuous bridge having initial curvature | |
| CN111139722A (en) | Novel steel box girder and steel-concrete composite girder structure | |
| CN219158172U (en) | Roof truss structure for large-span vibration experiment factory building | |
| CN207452680U (en) | A kind of curve chord steel truss is put more energy into continuous beam | |
| CN203256628U (en) | Continuously-transforming structure of existing simply-supported T-type girder bridge | |
| CN205369053U (en) | Large -span steel longeron top pushes away uses steel nose girder | |
| CN213653168U (en) | Bridge with novel bridge tower | |
| CN210596966U (en) | Large-span steel-concrete composite bridge structure | |
| CN111764250A (en) | Steel truss web combined beam cable-stayed bridge | |
| CN205276683U (en) | Two pin composite truss | |
| CN212641166U (en) | Vertical-rod-free triangular truss split type steel guide beam | |
| CN206495133U (en) | Long-Span Concrete Filled Steel Tubular Arch Bridges structure | |
| CN205223823U (en) | Highway with stride a formula single track and build bilateral case section structure of bridge jointly | |
| CN214005367U (en) | Steel box composite beam bridge structure with truss brace rod | |
| CN217266930U (en) | Device for adjusting positioning of corrugated steel web | |
| CN110359548A (en) | A kind of steel truss suspension hybrid system and construction method | |
| CN216765560U (en) | Prefabricated ultra-high performance concrete honeycomb arched bridge structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |