CN113338167B - Truss arch bridge large section integral closure construction method - Google Patents
Truss arch bridge large section integral closure construction method Download PDFInfo
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- CN113338167B CN113338167B CN202110688886.3A CN202110688886A CN113338167B CN 113338167 B CN113338167 B CN 113338167B CN 202110688886 A CN202110688886 A CN 202110688886A CN 113338167 B CN113338167 B CN 113338167B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D4/00—Arch-type bridges
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Abstract
The invention relates to a truss arch bridge large section integral closure construction method, which is characterized in that a large-size closure section is lifted, the large-size closure section is vertically deflected and deformed in the lifting process, the longitudinal dimension of the large-size closure section is shortened, so that the large-size closure section can smoothly enter a closure opening, and then alignment welding is carried out, so that the truss arch bridge large section integral closure is realized. Compared with the traditional multi-section support installation, the method reduces the arrangement of temporary piers in water, reduces the influence on the existing channel, and reduces the construction risk while improving the efficiency.
Description
Technical Field
The invention belongs to the field of civil engineering construction, and particularly relates to a truss arch bridge large section integral closure construction method.
Background
The steel truss arch bridge has stronger vertical rigidity and transverse rigidity, and is one of the common bridge types spanning large rivers. The common construction methods of the large-span arch bridge comprise cable hoisting, splicing, swivel construction, sectional support mounting and the like, and the large-span steel truss arch bridge constructed by adopting a 'arch first and beam later' method in inland waterway areas is the key of the construction of the large bridge, namely how to economically, quickly and environmentally finish the mounting of steel frame arch ribs while keeping navigation.
The installation method of tradition crossing the long-span truss arch of canal adopts few support multisection method to be under construction more, through setting up interim support at the river course scope, the arch rib truss divides the multisection hoist and mount, supports and connects the shaping after on interim support. The construction method needs to set up more supports in the river reach, has obvious influence on the channel, is difficult to normally navigate the channel in the construction period, and can bring certain pollution to the water body because of the supports set up in the river channel. The method can reduce the erection of the support in the channel range, and is one of the main problems to be solved in the construction of the large-span arch bridge in the inland waterway area by the 'arch first and beam last' method.
The existing construction method of the large-span arch bridge constructed by the few-support arch-first beam-second method is a large-section lifting method, a strong lifting support needs to be built, a large-tonnage lifting device needs to be configured, a folding section needs to be arranged at the top of the lifting support, the construction cost is high, the construction period is long, the additional bending moment of the installation of the large section in the folding state is large, and the internal force state of the truss cannot reach the optimum.
Disclosure of Invention
The invention provides a truss arch bridge large section integral folding construction method. The method can overcome the influence of the construction of the large-span arch bridge in the inland waterway area on the waterway, and economically, quickly and environmentally finish the installation and construction of the steel frame arch rib while keeping the navigation.
The purpose of the invention can be realized by the following technical scheme:
the invention provides a truss arch bridge large section overall folding construction method, wherein a large-size folding section is lifted, vertical deflection deformation occurs in the lifting process of the large-size folding section, the longitudinal size of the large-size folding section is shortened, so that the large-size folding section can smoothly enter a folding opening, and then alignment welding is carried out, so that the truss arch bridge large section overall folding is realized.
In the construction method, the vertical deflection deformation of the large-size folding segment in the hoisting process is utilized, and the large-size folding segment can smoothly enter the folding opening by utilizing the deformation coordination characteristic of the rod piece.
In one embodiment of the invention, after the large-size folding segment enters the folding opening, the intersection point of the lower chord end part and the web member of the large-size folding segment is supported on the supporting cushion block, the supporting cushion block is supported at the top of the temporary support, and the height of the hanging point of the large-size folding segment is adjusted to restore the size of the folding opening to the optimum folding state so as to realize smooth welding.
In one embodiment of the invention, the supporting cushion block comprises a positioning base, a pair of lateral limiting blocks and a guide block, wherein the positioning base forms the bottom of the whole supporting cushion block, the positioning base is horizontally arranged along a transverse bridge direction to play a stabilizing role when in use, the pair of lateral limiting blocks are respectively and fixedly connected to two sides of the positioning base, the pair of guide blocks are fixed above the lateral limiting blocks in the transverse bridge direction, the guide block is used for guiding the end part of the lower chord of the large-size folding section and the crossing point of the web member into the space between the two lateral limiting blocks, and the two lateral limiting blocks are used for limiting the end part of the lower chord of the large-size folding section and the crossing point of the web member.
In one embodiment of the invention, the positioning base, the lateral limiting block and the guide block are all made of section steel.
In one embodiment of the invention, the lateral limiting block is connected with the positioning base in a welding manner, and the guide block is connected with the lateral limiting block in a welding manner.
In one embodiment of the invention, the cross section of the guide block is a right triangle, the hypotenuse of the cross section faces the intersection of the lower chord end of the large-size folding segment and the web member, the shorter cathetus is horizontal downwards, and the longer cathetus faces outwards and vertically.
In one embodiment of the invention, before the construction of the segment, the finite element calculation is utilized to simulate the change relation of longitudinal shortening of two ends of the segment caused by the change of the position of the lifting point, and an influence matrix S between the position of the lifting point of the large-size closure segment and the longitudinal deformation of the end is obtained, so that the reasonable position of the lifting point is determined, the stress safety of the large-size closure segment structure in the lifting process is ensured, and the relative deformation of two ends of the closure segment in the longitudinal direction reaches more than 15mm, so that the large-size closure segment can smoothly enter the installation position.
In one embodiment of the invention, before the construction of the segment, the finite element calculation is utilized to simulate the two ends of the segment to be supported on the temporary cushion blocks, the elevation of the lifting point is adjusted to obtain the relative longitudinal deformation of the beam end of the folding segment, an influence matrix W between the beam end and the folding segment is established, and the theoretical positioning elevation of the position of the lifting point of the large-size folding segment in the folding state is determined by utilizing the influence matrix.
Adding the bridge-forming shape and the closure segment construction pre-camber to obtain a manufacturing shape of a closure segment structure, and processing the large-size closure segment according to the processing shape; measuring the geometric posture of the closure opening before the large-size closure segment is closed, trimming the size and the shape of the end of the closure segment according to the measurement result of the closure opening to ensure that the relative length of the upper chord and the lower chord at the two ends of the segment is the same as the actual measurement value of the closure opening, and integrally lifting, installing and closing the accurately trimmed large-size closure segment.
And during positioning, the height of the hanger rod is adjusted to a theoretical value after the hanger rod is adjusted in place, so that the closure opening is smoothly aligned and closed.
Compared with the prior art, the invention has the following advantages and beneficial effects:
(1) Compared with the construction of the traditional support method, the temporary support is not set up in the range of the channel, the influence on the normal navigation of the channel is avoided, the construction temporary measure cost is saved, the environmental pollution to the range of the channel is avoided, and the construction risk is reduced.
(2) Compared with the construction by an integral lifting method, the method cancels the dependence on large-tonnage lifting equipment, reduces the requirement on the tonnage of the temporary buttress, cancels the arrangement of the pier top closure segment and shortens the construction period.
(3) The large-segment integral closure construction method is suitable for both hoisting closure construction of the steel truss arch bridge and hoisting closure construction of the steel box arch bridge, and has universal applicability.
Drawings
FIG. 1 is a schematic view of the overall installation deflection deformation of a large-size folding segment;
FIG. 2 is a general flow chart of the construction method for integrally folding the large section of the truss arch bridge according to the invention;
fig. 3 is a schematic structural view of the support pad in the embodiment.
The reference numbers in the figures indicate:
1. the large section hoisting state, the large section alignment installation state, the hoisting point, the temporary support, the supporting cushion block, the positioning base, the lateral limiting block, the guide block, the sliding plate, the installed section, and the closure opening are respectively 2, 4, 5, 51 and 54.
Detailed Description
The invention is described in detail below with reference to the figures and the specific embodiments.
It should be noted that all directional indicators (such as up, down, left, right, front, and back \8230;) in the embodiments of the present invention are only used to explain the relative positional relationship between the components, the motion situation, etc. in a specific posture (as shown in the attached drawings), and if the specific posture is changed, the directional indicators are changed accordingly.
In addition, the descriptions related to "first", "second", etc. in the present invention are only for descriptive purposes and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In the description of the present invention, "a plurality" means at least two, e.g., two, three, etc., unless explicitly specified otherwise.
In the present invention, unless otherwise explicitly stated or limited, the terms "connected", "fixed", and the like are to be understood broadly, for example, "fixed" may be fixedly connected, may be detachably connected, or may be integrated; the connection can be mechanical connection, electrical connection, physical connection or wireless communication connection; they may be directly connected or indirectly connected through intervening media, or they may be connected internally or in any other suitable relationship, unless expressly stated otherwise. The specific meanings of the above terms in the present invention can be understood according to specific situations by those of ordinary skill in the art.
In addition, the technical solutions in the embodiments of the present invention may be combined with each other, but it must be based on the realization of those skilled in the art, and when the technical solutions are contradictory or cannot be realized, such a combination of technical solutions should not be considered to exist, and is not within the protection scope of the present invention.
Example 1
Referring to fig. 1 and 2, the invention provides a truss arch bridge large section overall folding construction method, wherein a large-size folding section is lifted, vertical deflection deformation occurs in the lifting process of the large-size folding section, the longitudinal size of the large-size folding section is shortened, so that the large-size folding section can smoothly enter a folding opening 7, and then the large-size folding section and an installed section 6 are welded together in an alignment mode, and the truss arch bridge large section overall folding is realized. In fig. 1, reference numeral 1 indicates a hoisting state of a large-size folding segment, and reference numeral 2 indicates an alignment installation state of the large-size folding segment.
Vertical deflection deformation of the large-size folding segment in the hoisting process is utilized, and the large-size folding segment can smoothly enter the folding opening by utilizing the deformation coordination characteristic of the rod piece.
After the large-size folding segment enters the folding opening, the intersection point of the end part of the lower chord of the large-size folding segment and the web member is supported on the supporting cushion block 5, the supporting cushion block 5 is supported at the top of the temporary support 4, and the height of the hanging point 3 of the large-size folding segment is adjusted, so that the size of the folding opening is restored to the optimal folding state, and smooth welding is realized.
Referring to fig. 3, in this embodiment, the supporting pad 5 includes a positioning base 51, lateral limiting blocks 52 and two guiding blocks 53, the positioning base 51 forms the bottom of the whole supporting pad, when in use, the positioning base 51 is horizontally placed along a transverse bridge direction to play a role in stabilizing, the lateral limiting blocks 52 are a pair and are respectively fixedly connected to two sides of the positioning base 51, the guiding blocks 53 are a pair in the transverse bridge direction and are fixed above the lateral limiting blocks 52, the guiding blocks 53 are used for guiding the cross point of the lower chord end and the web member of the large-size folded segment into the space between the two lateral limiting blocks 52, and the two lateral limiting blocks 52 are used for limiting the cross point of the lower chord end and the web member of the large-size folded segment. The positioning base 51, the lateral limiting block 52 and the guide block 53 are all made of section steel. The lateral limiting block 52 is connected with the positioning base 51 in a welding mode, and the guide block 53 is connected with the lateral limiting block 52 in a welding mode. The cross section of guide block 53 is right triangle, and the lower chord member tip and the web member intersect of section are foldd to the jumbo size to the cross section hypotenuse, and shorter right-angle side level is under, and longer right-angle side is towards outside and vertical. The upper surface of the positioning base 51 is provided with a sliding plate 54, and the sliding plate 54 is positioned between the two lateral limit blocks 52. In fig. 3, reference character a denotes a lower chord of a large-sized closed segment.
In the embodiment, before the construction of the segment, the change relation of longitudinal shortening of two ends of the segment caused by the change of the position of the lifting point is simulated by utilizing finite element calculation, and an influence matrix S between the position of the lifting point of the large-size closure segment and the longitudinal deformation of the end part is obtained, so that the reasonable position of the lifting point is determined, the two ends of the closing segment are longitudinally deformed by more than 15mm to smoothly enter the installation position while the stress safety of the large-size closure segment structure is ensured in the lifting process.
In the embodiment, before the construction of the segment, the two ends of the simulated segment are supported on the temporary cushion blocks by finite element calculation, the elevation of a lifting point is adjusted to obtain the longitudinal relative deformation of the beam end of the folded segment, an influence matrix W between the beam end and the beam end is established, and the theoretical positioning elevation of the lifting point position of the large-size folded segment in the folded state is determined by using the influence matrix.
Adding the bridge-forming shape and the closure segment construction pre-camber to obtain a manufacturing shape of a closure segment structure, and processing the large-size closure segment according to the processing shape; the geometric posture of the folding opening is measured before the large-size folding section is folded, the size and the shape of the end of the folding section are trimmed according to the measurement result of the folding opening, so that the relative length of the upper chord and the lower chord at the two ends of the section is the same as the actual measurement value of the folding opening, and the large-size folding section after being trimmed accurately is lifted integrally, installed and folded. And adjusting the height of the hanger rod to a theoretical value after the hanger rod is adjusted in position during positioning, and realizing smooth alignment and folding of the folding opening.
The embodiments described above are intended to facilitate a person of ordinary skill in the art in understanding and using the invention. It will be readily apparent to those skilled in the art that various modifications to these embodiments may be made, and the generic principles described herein may be applied to other embodiments without the use of the inventive faculty. Therefore, the present invention is not limited to the above embodiments, and those skilled in the art should make improvements and modifications within the scope of the present invention based on the disclosure of the present invention.
Claims (9)
1. The truss arch bridge large section overall folding construction method is characterized in that a large-size folding section is lifted, vertical deflection deformation occurs in the lifting process of the large-size folding section, the longitudinal size of the large-size folding section is shortened, the large-size folding section can smoothly enter a folding opening, and then alignment welding is carried out, so that the truss arch bridge large section overall folding is realized;
by utilizing finite element calculation, the change relation of longitudinal shortening of two ends of the closure segment caused by the change of the position of the lifting point is simulated, and an influence matrix S between the lifting point position of the large-size closure segment and the longitudinal deformation of the end part is obtained, so that the reasonable position of the lifting point is determined, the two ends of the closure segment are longitudinally deformed by more than 15mm while the large-size closure segment structure is ensured to meet the requirement of safe stress in the lifting process, and the large-size closure segment can smoothly enter the installation position.
2. The integral folding construction method of the truss arch bridge large section is characterized in that after the large-size folding section enters a folding opening, the intersection point of the lower chord end part and the web member of the large-size folding section is supported on a supporting cushion block (5), the supporting cushion block (5) is supported on the top of a temporary support (4), and the height of a hanging point of the large-size folding section is adjusted to restore the size of the folding opening to the optimal folding state so as to realize smooth welding.
3. The truss arch bridge large section overall folding construction method is characterized in that the supporting cushion block (5) comprises a positioning base (51), lateral limiting blocks (52) and a guide block (53), wherein the positioning base (51) forms the bottom of the whole supporting cushion block, the positioning base (51) is horizontally placed along a transverse bridge to play a stabilizing role when in use, the pair of lateral limiting blocks (52) is fixedly connected to two sides of the positioning base (51), the pair of guide blocks (53) is fixed above the lateral limiting blocks (52) in the transverse bridge direction, the guide block (53) is used for guiding the lower chord end part of the large-size folding section and the web member intersection into the position between the two lateral limiting blocks (52), and the two lateral limiting blocks (52) are used for limiting the lower chord end part of the large-size folding section and the web member intersection.
4. The method for integrally folding the large section of the truss arch bridge according to claim 3, wherein the positioning base (51), the lateral limiting block (52) and the guide block (53) are all made of steel sections.
5. The truss arch bridge large section overall closure construction method is characterized in that the lateral limiting blocks (52) are connected with the positioning base (51) in a welding mode, and the guide blocks (53) are connected with the lateral limiting blocks (52) in a welding mode.
6. The method for integrally folding the large section of the truss arch bridge according to claim 3, wherein the cross section of the guide block (53) is a right triangle, the hypotenuse of the cross section faces to the intersection point of the web member and the end of the lower chord of the large-size folding section, the shorter cathetus is horizontal below, and the longer cathetus faces to the outside and is vertical.
7. The method as claimed in claim 1, wherein the simulation of the supporting of the two ends of the segment on the temporary blocks and the adjustment of the elevation of the suspension points are performed by finite element calculation before the construction of the segment to obtain the relative longitudinal deformation of the beam ends of the folded segment,establishing an influence matrix between the twoWUsing the influence matrixWAnd determining the theoretical positioning elevation of the lifting point position of the large-size folding segment in the folding state.
8. The method as claimed in claim 7, wherein the manufacturing shape of the structure of the folding section is obtained by adding the bridging shape and the folding section construction pre-camber, and the large-size folding section is processed according to the processing shape; measuring the geometric posture of the closure opening before the large-size closure segment is closed, trimming the size and the shape of the end of the closure segment according to the measurement result of the closure opening to ensure that the relative length of the upper chord and the lower chord at the two ends of the segment is the same as the actual measurement value of the closure opening, and integrally lifting, installing and closing the accurately trimmed large-size closure segment.
9. The integral closure construction method for the large section of the truss arch bridge according to claim 8, wherein the elevation of the suspender is adjusted to a theoretical value after the adjustment in position during positioning, so that smooth alignment closure of the closure opening is realized.
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| CN113668406B (en) * | 2021-09-26 | 2023-04-11 | 河南国基建设集团有限公司 | Municipal construction prefabricated pier erecting device and erecting method thereof |
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| CN101519864A (en) * | 2009-03-30 | 2009-09-02 | 中铁二十三局集团第三工程有限公司 | Method for mounting box arch bridge |
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