CN114197330A - Active closure method for large-span steel truss arch - Google Patents
Active closure method for large-span steel truss arch Download PDFInfo
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- CN114197330A CN114197330A CN202111571862.6A CN202111571862A CN114197330A CN 114197330 A CN114197330 A CN 114197330A CN 202111571862 A CN202111571862 A CN 202111571862A CN 114197330 A CN114197330 A CN 114197330A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 467
- 239000010959 steel Substances 0.000 title claims abstract description 467
- 238000000034 method Methods 0.000 title claims abstract description 44
- 210000001503 joint Anatomy 0.000 claims abstract description 8
- 230000008569 process Effects 0.000 claims description 14
- 238000003825 pressing Methods 0.000 claims description 9
- 238000006073 displacement reaction Methods 0.000 claims description 7
- 101100134058 Caenorhabditis elegans nth-1 gene Proteins 0.000 claims description 5
- 230000008859 change Effects 0.000 claims description 5
- 230000000149 penetrating effect Effects 0.000 claims description 3
- 238000010206 sensitivity analysis Methods 0.000 claims description 3
- 230000035876 healing Effects 0.000 claims 5
- 101150097977 arch-1 gene Proteins 0.000 description 51
- 238000006243 chemical reaction Methods 0.000 description 12
- 238000009434 installation Methods 0.000 description 6
- 238000010276 construction Methods 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 4
- 238000003466 welding Methods 0.000 description 4
- 230000009471 action Effects 0.000 description 3
- 238000004364 calculation method Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000012544 monitoring process Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
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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
- E01D21/06—Methods or apparatus specially adapted for erecting or assembling bridges by translational movement of the bridge or bridge sections
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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
Abstract
The invention relates to a large-span steel truss arch active folding method, which comprises the following steps: erecting a first steel truss arch and a second steel truss arch, and enabling the second steel truss arch to deviate towards a direction far away from the first steel truss arch to form a folding opening; driving the second steel truss arch to move towards the direction close to the first steel truss arch along the longitudinal bridge, so that the second steel truss arch is in butt joint with the first steel truss arch; the first steel truss arch and the second steel truss arch are fixed, so that the folding precision of active folding is easier to grasp compared with a passive folding method.
Description
Technical Field
The invention relates to the technical field of bridge engineering, in particular to a large-span steel truss arch active folding method.
Background
With the deep advance of bridge construction crossing type development in China, the steel truss tied-arch bridge is used as a novel large-span bridge structure form, and becomes an important development direction in bridge construction due to the advantages of large rigidity, large crossing capability, reasonable full-bridge internal force distribution, attractive building appearance and the like.
In the related technology, the used long-span steel truss vault pushing and closing technology mainly adopts passive pushing and closing. In the passive folding process, the temperature influence is considered firstly, the condition that the width of a folding opening changes along with the temperature within 48 hours needs to be monitored firstly, then a proper length is selected according to a certain temperature change section to carry out matched cutting on the folding section, and then the folding section is hung into the folding opening at a proper time.
However, in the above-mentioned folding process, a lot of workers are needed to quickly complete the connection operation of the folding seams at both sides of the folding section, and the effective connection between the beam sections is established before the environmental temperature rapidly changes, which is relatively greatly affected by nature, and is a relatively passive folding mode. The passive closure is influenced by too many external influence factors in the construction process, and the closure precision is difficult to control aiming at the main arch closure of the large-span steel truss arch girder bridge.
Disclosure of Invention
The embodiment of the invention provides an active closure method for a long-span steel truss arch, which aims to solve the problem that closure precision is difficult to grasp in the related technology.
In a first aspect, a large-span steel truss arch active folding method is provided, which comprises the following steps: erecting a first steel truss arch and a second steel truss arch, and enabling the second steel truss arch to deviate towards a direction far away from the first steel truss arch to form a folding opening; driving the second steel truss arch to move towards the direction close to the first steel truss arch along the longitudinal bridge, so that the second steel truss arch is in butt joint with the first steel truss arch; and fixing the first steel truss arch and the second steel truss arch.
In some embodiments, the first steel truss arch includes first side pier supports and first main pier supports, the second steel truss arch includes second side pier supports and second main pier supports, and erecting the first steel truss arch and the second steel truss arch such that the second steel truss arch is offset away from the first steel truss arch to form a closure, including the steps of: shifting the second side pier bracket by a first preset distance towards the direction away from the first main pier bracket; shifting the second main pier bracket by a second preset distance towards a direction away from the first main pier bracket, wherein the second preset distance is smaller than the first preset distance; and respectively hoisting and splicing the section steel beam of the first steel truss arch to the first side pier bracket and the first main pier bracket, and respectively hoisting and splicing the section steel beam of the second steel truss arch to the second side pier bracket and the second main pier bracket.
In some embodiments, the first steel truss arch comprises a first side span section steel truss arch and a first mid-span section steel truss arch, the second steel truss arch comprises a second side span section steel truss arch and a second mid-span section steel truss arch, and the step of respectively hoist-splicing the section steel beams of the first steel truss arch to the first side pier bracket and the first main pier bracket and the section steel beams of the second steel truss arch to the second side pier bracket and the second main pier bracket comprises the steps of: hoisting the first side span section steel truss arch, hoisting the second side span section steel truss arch, and simultaneously driving the second side span section steel truss arch to move a third preset distance towards the direction close to the first side span section steel truss arch along a longitudinal bridge in the process of hoisting the second side span section steel truss arch, wherein the third preset distance is smaller than the first preset distance; temporarily fixing the first main pier support and temporarily fixing the second main pier support; hoisting the first midspan section steel truss arch to the N-1 section, and hoisting the second midspan section steel truss arch to the N section; and fixing the Nth section of the second mid-span section steel truss arch and the folded main truss rod piece to form a folded opening between the folded main truss rod piece and the Nth-1 section of the first mid-span section steel truss.
In some embodiments, the steel truss arch further comprises a first sling tower and a second sling tower, said hoisting said first mid-span section steel truss arch to the N-1 th section and said hoisting said second mid-span section steel truss arch to the N-th section, comprising the steps of: and the first sling tower is utilized to obliquely pull the first side span section steel truss arch and the first middle span section steel truss arch, the second sling tower is utilized to obliquely pull the second side span section steel truss arch and the second middle span section steel truss arch, and meanwhile, the first side span section steel truss arch and the second side span section steel truss arch are respectively weighed.
In some embodiments, the separately weighting the first and second side span steel truss arches comprises: when the first mid-span section steel truss arch and the second mid-span section steel truss arch are hoisted to the Nth/2 th section, performing first weight pressing on the first side-span section steel truss arch and the second side-span section steel truss arch respectively; when the first mid-span section steel truss arch and the second mid-span section steel truss arch are hoisted to the N-6 th section, performing secondary weight pressing on the first side-span section steel truss arch and the second side-span section steel truss arch respectively; and when the first mid-span section steel truss arch and the second mid-span section steel truss arch are hoisted to the N-2 th section, respectively carrying out third weight pressing on the first side-span section steel truss arch and the second side-span section steel truss arch.
In some embodiments, before said driving said second steel truss arch to move along said longitudinal bridge in a direction approaching said first steel truss arch, said method further comprises the steps of: and observing the longitudinal displacement and the vertical displacement of the first steel truss arch and the second steel truss arch along with the temperature change, and carrying out temperature sensitivity analysis on the first steel truss arch and the second steel truss arch.
In some embodiments, said driving said second steel truss arch to move along said longitudinal bridge in a direction closer to said first steel truss arch, such that said second steel truss arch is butted against said first steel truss arch, comprises the steps of: driving a second main pier support to move a second preset distance in the direction close to the first main pier support, so that the second main pier support drives the second steel truss arch to move in the direction close to the first steel truss arch; temporarily fixing the second main pier bracket; and adjusting the first steel truss arch and the second steel truss arch on two opposite sides of the closure opening to enable the first steel truss arch and the second steel truss arch to be accurately aligned.
In some embodiments, said adjusting said first and second steel truss arches on opposite sides of said closure opening to provide precise alignment of said first and second steel truss arches comprises the steps of: adjusting a lateral deviation of the first steel truss arch and the second steel truss arch, and adjusting a vertical deviation of the first steel truss arch and the second steel truss arch; and finely adjusting the longitudinal bridge direction distance between the first steel truss arch and the second steel truss arch to enable the first steel truss arch to be in butt joint with the second steel truss arch.
In some embodiments, said adjusting lateral deviation of said first steel truss arch from said second steel truss arch and adjusting vertical deviation of said first steel truss arch from said second steel truss arch comprises the steps of: arranging a screw jack in a second box chamber of the second steel truss arch, arranging a first counter-force seat in a first box chamber of the first steel truss arch, and pushing or oppositely pulling the first counter-force seat through the screw jack to align the first steel truss arch and the second steel truss arch in the transverse bridge direction; and fixing one end of a chain block to an upper chord of the second steel truss arch, fixing the other end of the chain block to a lower chord of the first steel truss arch, and pulling the second steel truss arch and the first steel truss arch through the chain block to vertically align the first steel truss arch and the second steel truss arch.
In some embodiments, a first installation hole and a second installation hole are respectively formed on the sides, close to each other, of the first steel truss arch and the second steel truss arch, and the fine adjustment of the longitudinal bridge distance between the first steel truss arch and the second steel truss arch to enable the first steel truss arch and the second steel truss arch to be in butt joint includes the following steps: respectively arranging second counter-force seats at the sides, close to each other, of the first steel truss arch and the second steel truss arch, arranging a split jack between the two second counter-force seats, fixing one end of the split jack with one second counter-force seat, fixing the other end of the split jack with the other second counter-force seat, and adjusting the longitudinal bridging distance between the first steel truss arch and the second steel truss arch through the split jack; and a fastener is arranged in the first mounting hole and the second mounting hole in a penetrating manner, so that the first steel truss arch and the second steel truss arch are fixed.
The technical scheme provided by the invention has the beneficial effects that:
the embodiment of the invention provides a large-span steel truss arch active folding method, which comprises the following steps: erecting a first steel truss arch and a second steel truss arch, enabling the second steel truss arch to deviate a first preset distance towards the direction far away from the first steel truss arch to form a folding opening, driving the second steel truss arch to move towards the direction close to the first steel truss arch along a longitudinal bridge, enabling the second steel truss arch to be in butt joint with the first steel truss arch, and fixing the first steel truss arch and the second steel truss arch to complete folding of the first steel truss arch and the second steel truss arch.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of the embodiments will be briefly introduced 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 based on these drawings without creative efforts.
Fig. 1 is a flow chart of steps of an active folding method of a long-span steel truss arch according to an embodiment of the present invention;
fig. 2 is a flowchart of a step S1 of the active folding method for a long-span steel truss arch according to an embodiment of the present invention;
fig. 3 is a flowchart of step S103 of the active folding method for a long-span steel truss arch according to the embodiment of the present invention;
fig. 4 is a flowchart of step S2 of the active closing method for a long-span steel truss arch according to the embodiment of the present invention;
FIG. 5 is a schematic structural diagram of a first side pier bracket of a long-span steel truss arch according to an embodiment of the invention;
FIG. 6 is a schematic structural view of a first main pier bracket of a long-span steel truss arch according to an embodiment of the invention;
FIG. 7 is a schematic structural view of a second main pier bracket of a long-span steel truss arch according to an embodiment of the invention;
FIG. 8 is a schematic structural view of a second side pier bracket of a long-span steel truss arch according to an embodiment of the invention;
FIG. 9 is a schematic structural view of a long-span steel truss arch according to an embodiment of the present invention;
FIG. 10 is an enlarged partial front view of a large span steel truss arch according to an embodiment of the present invention;
FIG. 11 is a partial enlarged top view of a long span steel truss arch according to an embodiment of the present invention;
FIG. 12 is an enlarged schematic structural view of a closure of a long-span steel truss arch according to an embodiment of the present invention;
FIG. 13 is a schematic structural view of a first adjustment of lateral deflection of a long span steel truss arch according to an embodiment of the present invention;
fig. 14 is a structural schematic diagram of a second adjustment transverse bridge deviation of a long-span steel truss arch according to an embodiment of the invention.
In the figure:
1. a first steel truss arch; 2. a first side span steel truss arch; 3. a first mid-span section steel truss arch; 4. a second steel truss arch; 5. a second side span section steel truss arch; 6. a second midspan section steel truss arch; 7. closing the opening; 8. a first main pier support; 9. a second main pier support; 10. a first sling tower; 11. a second sling tower; 12. a screw jack; 13. a first counter-force seat; 14. an upper chord; 15. a lower chord; 16. chain rewinding; 17. a second counter-force seat; 18. oppositely pulling the jack; 19. folding the main truss rod piece; 20. a three-dimensional jack; 21. a first frame crane; 22. a second frame crane; 23. a first compartment; 24. a second cabinet; 25. copying and cushioning; 26. a first side pier support; 27. a second side pier support.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all, embodiments of the present invention. All other embodiments, which can be obtained by a person skilled in the art without any inventive step based on the embodiments of the present invention, are within the scope of the present invention.
The embodiment of the invention provides an active closure method for a long-span steel truss arch, which can solve the problem that closure precision is difficult to grasp in the related technology.
Referring to fig. 1, an active folding method for a long-span steel truss arch according to an embodiment of the present invention may include the following steps:
s1: a first steel truss arch 1 and a second steel truss arch 4 are erected, and the second steel truss arch 4 is deviated towards the direction far away from the first steel truss arch 1 to form a folding opening 7.
Referring to fig. 5-9, in some embodiments, the first steel truss arch 1 may include a first side pier bracket 26 and a first main pier bracket 8, and the second steel truss arch 4 may include a second side pier bracket 27 and a second main pier bracket 9, and as shown in fig. 2, step S1 may include the steps of:
s101: the second side pier leg 27 is offset a first preset distance in a direction away from the first main pier leg 8.
Namely, the initial position of the second steel truss arch 4 is shifted by a first preset distance towards the direction far away from the first steel truss arch 1, in this embodiment, the first preset distance is 910mm, and in other embodiments, the first preset distance may be set according to actual conditions.
S102: shifting the second main pier support 9 towards a direction away from the first main pier support 8 by a second preset distance, wherein the second preset distance is smaller than the first preset distance.
In some embodiments, the second main pier support 9 may be offset in the longitudinal bridge direction by a second predetermined distance towards the direction away from the first main pier support 8 at the beginning of erection of the second steel truss arch 4, and the second predetermined distance is smaller than the first predetermined distance, in this embodiment, the second predetermined distance may be 15% of the first predetermined distance, and in other embodiments, the second predetermined distance may be determined in particular in combination with monitoring calculations.
S103: and respectively hoisting and splicing the section steel beam of the first steel truss arch 1 to the first side pier bracket 26 and the first main pier bracket 8, and respectively hoisting and splicing the section steel beam of the second steel truss arch 4 to the second side pier bracket 27 and the second main pier bracket 9.
Referring to fig. 3 and 9, in some embodiments, the first steel truss arch 1 may include a first side-span steel truss arch 2 and a first mid-span steel truss arch 3, and the second steel truss arch 4 may include a second side-span steel truss arch 5 and a second mid-span steel truss arch 6, and step S103 may include the steps of:
s1031: hoisting the first edge span section steel truss arch 2, hoisting the second edge span section steel truss arch 5, and simultaneously, in the process of hoisting the second edge span section steel truss arch 5, driving the second edge span section steel truss arch 5 to move a third preset distance along the longitudinal bridge direction towards the direction close to the first edge span section steel truss arch 2, wherein the third preset distance is smaller than the first preset distance.
Referring to fig. 9, in some embodiments, each of the first and second side span steel trusses 2 and 5 may include N +1 segments, the first side span steel trusses 2 may be assembled by a gantry crane to complete the first N segments, then a first girder crane 21 is installed on the assembled first side span steel trusses 2, the remaining first side span steel trusses 2 are erected by the first girder crane 21, the second side span steel trusses 5 may be erected from a position shifted by a first preset distance in a direction away from the first side span steel trusses 2, the first N/2 segments of the second side span steel trusses 5 may be assembled by a crawler crane, then a second girder crane 22 is installed on the assembled second side span steel trusses 5, and then the remaining second side span steel trusses 5 segments are erected by the second girder crane 22, in the process of hoisting the second side span section steel truss arch 5, the second side span section steel truss arch 5 can be driven to move a third preset distance towards the direction close to the first side span section steel truss arch 2 along the longitudinal bridge, and the third preset distance is smaller than the first preset distance.
S1032: the first main pier bracket 8 is temporarily fixed, and the second main pier bracket 9 is temporarily fixed.
In some embodiments, after the first and second side span steel trusses 2, 5 are erected, the first main pier bracket 8 may be temporarily fixed and the second main pier bracket 9 may be temporarily fixed.
S1033: hoisting the first midspan section steel truss arch from 3 to the N-1 section, and hoisting the second midspan section steel truss arch from 6 to the N section.
Referring to fig. 9-11, in some embodiments, the first mid-span steel truss arch 3 and the second mid-span steel truss arch 6 may each include N sections, the first mid-span steel truss arch 3 may be hoisted to the nth-1 section using a first girder hoist 21, and the second mid-span steel truss arch 6 may be hoisted to the nth section using a second girder hoist 22.
Referring to fig. 9, in some embodiments, the steel truss arch may further include a first sling tower 10 and a second sling tower 11, and step S1033 may further include the steps of:
s001: and the first side span section steel truss arch 2 and the first middle span section steel truss arch 3 are obliquely pulled by utilizing the first sling tower 10, and the second side span section steel truss arch 5 and the second middle span section steel truss arch 6 are obliquely pulled by utilizing the second sling tower 11.
Referring to fig. 9, in some embodiments, during the process of hoisting the first mid-span steel truss arch 3 by using the first girder erection crane 21, one end of a stay cable may be fixed to the first mid-span steel truss arch 3, the other end of the stay cable may be fixed to the first cable tower 10, during the process of hoisting the second mid-span steel truss arch 6 by using the second girder erection crane 22, the second mid-span steel truss arch 6 may be connected to the second cable tower 11 by using the stay cable, and the first mid-span steel truss arch 3 and the second mid-span steel truss arch 6 may be tensioned by the first cable tower 10 and the second cable tower 11, respectively, so that the first mid-span steel truss arch 3 and the second mid-span steel truss arch 6 are kept balanced.
S002: and respectively weighting the first side span section steel truss arch 2 and the second side span section steel truss arch 5.
Referring to fig. 9, in some embodiments, when the first mid-span steel truss arch 3 is hoisted to the nth/2 segment by the first girder erection crane 21 and the second mid-span steel truss arch 6 is hoisted to the nth/2 segment by the second girder erection crane 22, the first and second side-span steel truss arches 2 and 5 may be first-time pressed, respectively; when the first mid-span section steel truss arch 3 and the second mid-span section steel truss arch 6 are hoisted to the Nth-6 th section, the first side-span section steel truss arch 2 and the second side-span section steel truss arch 5 can be respectively subjected to secondary weight pressing; when the first mid-span steel truss arch 3 and the second mid-span steel truss arch 6 are hoisted to the N-2 th segment, the first side-span steel truss arch 2 and the second side-span steel truss arch 5 can be respectively subjected to third weight pressing, and the steel truss arches can be further kept self-balanced in a mode of respectively performing weight pressing on the first side-span steel truss arch 2 and the second side-span steel truss arch 5.
S1034: and fixing the Nth section of the second mid-span section steel truss arch 6 and the folding main truss rod piece 19, so that a folding opening 7 is formed between the folding main truss rod piece 19 and the Nth-1 section of the first mid-span section steel truss arch 3.
Referring to fig. 9-11, in some embodiments, the second girder erection crane 22 may hoist the folded main girder element 19 to the nth section of the second mid-span steel truss arch 6 and weld the nth section of the second mid-span steel truss arch 6 with the folded main girder element 19 such that the folded main girder element 19 forms the folded opening 7 with the nth-1 section of the first mid-span steel truss arch 3.
S2: and driving the second steel truss arch 4 to move towards the direction close to the first steel truss arch 1 along the longitudinal bridge, so that the second steel truss arch 4 is butted with the first steel truss arch 1.
Referring to fig. 9 to 11, in some embodiments, step S2 may be preceded by the following steps: after the welding of the nth section of the second midspan steel truss arch 6 is completed, in this embodiment, four points on the nth section of the second midspan steel truss arch 6 may be selected for continuous temperature observation, which may be continuously observed for 48 hours in total and observed once every 2 hours to obtain longitudinal displacement and vertical displacement of the four points along with the temperature change, then the temperature sensitivity analysis is performed on the first steel truss arch 1 and the second steel truss arch 4, and the time period with the minimum temperature change is selected to complete the folding operation.
Referring to fig. 4, in some embodiments, step S2 may include the following steps:
s201: and driving a second main pier support 9 to move a second preset distance towards the direction close to the first main pier support 8, so that the second main pier support 9 drives the second steel truss arch 4 to move towards the direction close to the first steel truss arch 1.
Referring to fig. 5 to 9, in some embodiments, three-dimensional jacks 20 may be respectively disposed on two opposite sides of the second main pier support 9 along the longitudinal bridge direction, the second main pier support 9 may be driven by the three-dimensional jacks 20 to move in a direction approaching the first main pier support 8 by a second preset distance, so that the second main pier support 9 drives the second steel truss arch 4 to move in a direction approaching the first steel truss arch 1, the second preset distance is smaller than the first preset distance, and in this embodiment, the length of the second preset distance may be assumed to be 15% of the length of the first preset distance, and in other embodiments, the length of the second preset distance may be determined by specifically combining with monitoring calculation.
S202: the second main pier support 9 is temporarily fixed.
In some embodiments, the longitudinal displacement of the second main pier mount 9 can be limited by providing stop blocks on both sides of the second main pier mount 9.
S203: adjusting the first steel truss arch 1 and the second steel truss arch 4 on two opposite sides of the closure opening 7 to ensure that the first steel truss arch 1 and the second steel truss arch 4 are accurately aligned
In some embodiments, step S203 may include the steps of:
s2031: adjusting the transverse deviation of the first steel truss arch 1 and the second steel truss arch 4, and adjusting the vertical deviation of the first steel truss arch 1 and the second steel truss arch 4.
Referring to fig. 13 to 14, in some embodiments, the screw jack 12 may be disposed on a side wall in the second chamber 24 of the second steel truss arch 4, the first reaction seat 13 may be disposed on a side wall in the first chamber 23 of the first steel truss arch 1, and an end of the first reaction seat 13 may be bent toward a direction close to the second steel truss arch 4, so that the screw jack 12 abuts against the first reaction seat 13, in this embodiment, the screw jack 12 and the first reaction seat 13 may be welded and fixed, the first reaction seat 13 may be pushed or pulled by the screw jack 12, so that the first steel truss arch 1 and the second steel truss arch 4 are aligned in a cross bridge direction, in other embodiments, the screw jack 12 may be disposed in the first chamber 23 of the first steel truss arch 1 in an inclined manner, and a pushing end of the screw jack 12 extends out of the first chamber 23 of the first steel truss arch 1, and a lifting pad 25 may be disposed in the second chamber 24 of the second steel truss arch 4, and the landing pad 25 can be clamped between the pushing end of the screw jack 12 and the inner wall of the second box chamber 24 of the second steel truss arch 4, and the landing pad 25 can be pushed by the screw jack 12, so that the first steel truss arch 1 and the second steel truss arch 4 are aligned in the transverse bridge direction.
Referring to fig. 12, in some embodiments, one end of the chain block 16 may be fixed to the upper chord 14 of the second steel truss arch 4, the other end of the chain block 16 may be fixed to the lower chord 15 of the first steel truss arch 1, the second steel truss arch 4 and the first steel truss arch 1 can be pulled toward each other by the inverted chain 16, so that the first steel truss arch 1 and the second steel truss arch 4 are vertically aligned, in this embodiment, the sides of the first steel truss arch 1 and the second steel truss arch 4 close to each other can be respectively provided with oblong holes corresponding to each other, after the first steel truss arch 1 and the second steel truss arch 4 are aligned in the transverse bridge direction and the vertical direction, bolts are inserted into the oblong holes of the first steel truss arch 1 and the oblong holes of the second steel truss arch 4, the first steel truss arch 1 and the second steel truss arch 4 can be limited in the transverse bridge direction and the vertical direction, and the first steel truss arch 1 and the second steel truss arch 4 are prevented from deviating in the transverse bridge direction or the vertical direction in the subsequent folding process.
S2032: and finely adjusting the longitudinal bridge direction distance between the first steel truss arch 1 and the second steel truss arch 4 to enable the first steel truss arch 1 to be in butt joint with the second steel truss arch 4.
Referring to fig. 12, in some embodiments, a first mounting hole and a second mounting hole may be respectively formed at a side where the first steel truss arch 1 and the second steel truss arch 4 are close to each other, and after the first steel truss arch 1 and the second steel truss arch 4 are aligned in both the cross bridge direction and the vertical direction, a second reaction seat 17 may be respectively formed at a side where the first steel truss arch 1 and the second steel truss arch 4 are close to each other, and a counter-pull jack 18 may be disposed between the two second reaction seats 17, in this embodiment, a second reaction seat 17 may be respectively formed at an upper chord 14 of the first steel truss arch 1 and an upper chord 14 of the second steel truss arch 4, a counter-pull jack 18 may be disposed between the two second reaction seats 17, one end of the counter-pull jack 18 is fixed to one second reaction seat 17, the other end of the counter-pull jack 18 is fixed to the other second reaction seat 17, and similarly, a second reaction seat 17 may be respectively disposed at a lower chord 15 of the first steel truss arch 1 and a lower chord 15 of the second steel truss arch 4, another split jack 18 is arranged between two second counter-force seats 17 on the lower chords 15 of the first steel truss arch 1 and the second steel truss arch 4, the second steel truss arch 4 can be pulled by the split jack 18 to adjust the longitudinal distance between the first steel truss arch 1 and the second steel truss arch 4, so that the first steel truss arch 1 and the second steel truss arch 4 are in butt joint, the axes of the first installation hole and the second installation hole can be located on the same straight line, and then a fastener is arranged in the first installation hole and the second installation hole in a penetrating manner, so that the first steel truss arch 1 and the second steel truss arch 4 are temporarily locked, wherein in the embodiment, the fastener can be a punching nail or a bolt.
S3: and fixing the first steel truss arch 1 and the second steel truss arch 4.
In some embodiments, after the first steel truss arch 1 and the second steel truss arch 4 are temporarily locked, welding construction can be performed on four annular openings of the first steel truss arch 1 and the second steel truss arch 4 which are close to each other, and the welding is completed and the welding seam is closed after being cooled.
The principle of the active closure method of the long-span steel truss arch provided by the embodiment of the invention is as follows:
when the second steel truss arch 4 is erected, the erection position of the second steel truss arch 4 can be shifted by a first preset distance towards the direction far away from the first steel truss arch 1, then the first steel truss arch 1 and the second steel truss arch 4 are erected, a folding port 7 is formed between the first steel truss arch 1 and the second steel truss arch 4, in the process of erecting the second steel truss arch 4, the second steel truss arch 4 can be driven to move by a third preset distance towards the direction close to the first steel truss arch 1 along the longitudinal bridge, the third preset distance is smaller than the first preset distance, after the first steel truss arch 1 and the second steel truss arch 4 are erected, the second steel truss arch 4 is driven to move by a second preset distance towards the direction close to the first steel truss arch 1 along the longitudinal bridge, the first steel truss arch 1 and the second steel truss arch 4 on two opposite sides of the folding port 7 are adjusted, the first steel truss arch 1 and the second steel truss arch 4 are accurately aligned, and finally the first steel truss arch 1 and the second steel truss arch 4 are fixed, therefore, compared with a passive folding method, the folding precision of active folding is easier to grasp.
In the description of the present invention, it should be noted that the terms "upper", "lower", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are merely for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and operate, and thus, should not be construed as limiting the present invention. Unless expressly stated or limited otherwise, the terms "mounted," "connected," and "connected" are intended to be inclusive and mean, for example, that they may be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
It is to be noted that, in the present invention, relational terms such as "first" and "second", and the like, are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.
The foregoing are merely exemplary embodiments of the present invention, which enable those skilled in the art to understand or practice the present invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the invention. Thus, the present invention is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (10)
1. An active closure method for a long-span steel truss arch is characterized by comprising the following steps:
erecting a first steel truss arch (1) and a second steel truss arch (4), and enabling the second steel truss arch (4) to deviate towards a direction far away from the first steel truss arch (1) to form a folding opening (7);
driving the second steel truss arch (4) to move towards the direction close to the first steel truss arch (1) along the longitudinal bridge, so that the second steel truss arch (4) is butted with the first steel truss arch (1);
and fixing the first steel truss arch (1) and the second steel truss arch (4).
2. Active healing method of long-span steel truss arches as claimed in claim 1, characterized in that said first steel truss arch (1) comprises first side pier supports (26) and first main pier supports (8), said second steel truss arch (4) comprises second side pier supports (27) and second main pier supports (9), said erecting first steel truss arch (1) and second steel truss arch (4) offsetting said second steel truss arch (4) towards a direction away from said first steel truss arch (1) forming a healing opening (7), comprising the following steps:
-offsetting the second side pier leg (27) a first preset distance away from the first main pier leg (8);
shifting the second main pier support (9) towards a direction away from the first main pier support (8) by a second preset distance, wherein the second preset distance is smaller than the first preset distance;
and respectively hoisting and splicing the section steel beam of the first steel truss arch (1) to the first side pier bracket (26) and the first main pier bracket (8), and respectively hoisting and splicing the section steel beam of the second steel truss arch (4) to the second side pier bracket (27) and the second main pier bracket (9).
3. Active large-span steel truss arch folding method as claimed in claim 2, wherein the first steel truss arch (1) comprises a first side-span steel truss arch (2) and a first mid-span steel truss arch (3), the second steel truss arch (4) comprises a second side-span steel truss arch (5) and a second mid-span steel truss arch (6), the segment steel beam of the first steel truss arch (1) is respectively hoist-spliced to the first side pier bracket (26) and the first main pier bracket (8), and the segment steel beam of the second steel truss arch (4) is respectively hoist-spliced to the second side pier bracket (27) and the second main pier bracket (9), comprising the following steps:
hoisting the first side span section steel truss arch (2), hoisting the second side span section steel truss arch (5), and simultaneously, driving the second side span section steel truss arch (5) to move a third preset distance towards the direction close to the first side span section steel truss arch (2) along the longitudinal bridge in the process of hoisting the second side span section steel truss arch (5), wherein the third preset distance is smaller than the first preset distance;
temporarily fixing the first main pier support (8) and the second main pier support (9);
hoisting the first midspan section steel truss arch (3) to the N-1 section, and hoisting the second midspan section steel truss arch (6) to the N section;
and fixing the Nth section of the second mid-span section steel truss arch (6) and a folding main truss rod piece (19) to form a folding opening (7) between the folding main truss rod piece (19) and the Nth-1 section of the first mid-span section steel truss.
4. The active large-span steel truss arch folding method of claim 3, wherein the steel truss arch further comprises a first sling tower (10) and a second sling tower (11), said hoisting said first mid-span steel truss arch (3) to the N-1 segment and said hoisting said second mid-span steel truss arch (6) to the N segment, comprising the steps of:
the first side span section steel truss arch (2) and the first mid-span section steel truss arch (3) are obliquely pulled by utilizing the first sling tower (10), and the second side span section steel truss arch (5) and the second mid-span section steel truss arch (6) are obliquely pulled by utilizing the second sling tower (11),
and simultaneously, respectively weighting the first side span section steel truss arch (2) and the second side span section steel truss arch (5).
5. The active closure method of the long-span steel truss arch according to claim 4, wherein the step of separately weighting the first side-span steel truss arch (2) and the second side-span steel truss arch (5) comprises the steps of:
when the first mid-span section steel truss arch (3) and the second mid-span section steel truss arch (6) are hoisted to the N/2 th section, the first side-span section steel truss arch (2) and the second side-span section steel truss arch (5) are respectively subjected to first weight pressing;
when the first mid-span section steel truss arch (3) and the second mid-span section steel truss arch (6) are hoisted to the N-6 th section, respectively carrying out secondary weight pressing on the first side-span section steel truss arch (2) and the second side-span section steel truss arch (5);
and when the first mid-span section steel truss arch (3) and the second mid-span section steel truss arch (6) are hoisted to the N-2 section, carrying out third weight pressing on the first side span section steel truss arch (2) and the second side span section steel truss arch (5) respectively.
6. The active closure method of the long-span steel truss arch as claimed in claim 1, wherein before the driving the second steel truss arch (4) to move along the longitudinal bridge toward the direction close to the first steel truss arch (1) to butt the second steel truss arch (4) and the first steel truss arch (1), further comprising the following steps:
and observing the longitudinal displacement and the vertical displacement of the first steel truss arch (1) and the second steel truss arch (4) along with the temperature change, and carrying out temperature sensitivity analysis on the first steel truss arch (1) and the second steel truss arch (4).
7. The active closure method of the long-span steel truss arch as claimed in claim 1, wherein the driving the second steel truss arch (4) to move along the longitudinal bridge in the direction close to the first steel truss arch (1) to butt the second steel truss arch (4) and the first steel truss arch (1) comprises the following steps:
driving a second main pier support (9) to move a second preset distance towards the direction close to the first main pier support (8), so that the second main pier support (9) drives the second steel truss arch (4) to move towards the direction close to the first steel truss arch (1);
temporarily fixing the second main pier support (9);
and adjusting the first steel truss arch (1) and the second steel truss arch (4) on two opposite sides of the closure opening (7) to enable the first steel truss arch (1) and the second steel truss arch (4) to be accurately aligned.
8. Active healing method of long-span steel truss arches as claimed in claim 7, characterized in that said adjusting of said first (1) and second (4) steel truss arches on opposite sides of said healing opening (7) to align said first (1) and second (4) steel truss arches precisely comprises the following steps:
-adjusting the lateral deviation of the first steel truss arch (1) from the second steel truss arch (4) and adjusting the vertical deviation of the first steel truss arch (1) from the second steel truss arch (4);
and finely adjusting the longitudinal bridge direction distance between the first steel truss arch (1) and the second steel truss arch (4) to enable the first steel truss arch (1) and the second steel truss arch (4) to be in butt joint.
9. Active healing method of long-span steel truss arches as claimed in claim 8, characterized in that said adjusting the lateral deviation of said first steel truss arch (1) from said second steel truss arch (4) and the vertical deviation of said first steel truss arch (1) from said second steel truss arch (4) comprises the following steps:
arranging a screw jack (12) in a second box chamber (24) of the second steel truss arch (4), arranging a first counter-force seat (13) in a first box chamber (23) of the first steel truss arch (1), and pushing or oppositely pulling the first counter-force seat (13) through the screw jack (12) to align the first steel truss arch (1) and the second steel truss arch (4) in the transverse bridge direction;
fixing one end of an inverted chain (16) to an upper chord (14) of the second steel truss arch (4), fixing the other end of the inverted chain (16) to a lower chord (15) of the first steel truss arch (1), and vertically aligning the first steel truss arch (1) and the second steel truss arch (4) by pulling the second steel truss arch (4) and the first steel truss arch (1) through the inverted chain (16).
10. The active closure method of the long-span steel truss arch as claimed in claim 8, wherein the first steel truss arch (1) and the second steel truss arch (4) are respectively provided with a first mounting hole and a second mounting hole at the sides close to each other, and the fine adjustment of the longitudinal bridge distance between the first steel truss arch (1) and the second steel truss arch (4) to enable the first steel truss arch (1) and the second steel truss arch (4) to be butted comprises the following steps:
respectively arranging second counter-force seats (17) at the sides, close to each other, of the first steel truss arch (1) and the second steel truss arch (4), arranging a split jack (18) between the two second counter-force seats (17), fixing one end of the split jack (18) with one second counter-force seat (17), fixing the other end of the split jack (18) with the other second counter-force seat (17), and adjusting the longitudinal bridging distance between the first steel truss arch (1) and the second steel truss arch (4) through the split jack (18);
and a fastener is arranged in the first mounting hole and the second mounting hole in a penetrating manner, so that the first steel truss arch (1) and the second steel truss arch (4) are fixed.
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