CN113756172B - Construction method of large-span high-low tower double-cable-plane mixed beam cable-stayed bridge - Google Patents
Construction method of large-span high-low tower double-cable-plane mixed beam cable-stayed bridge Download PDFInfo
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- CN113756172B CN113756172B CN202110934884.8A CN202110934884A CN113756172B CN 113756172 B CN113756172 B CN 113756172B CN 202110934884 A CN202110934884 A CN 202110934884A CN 113756172 B CN113756172 B CN 113756172B
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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
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/04—Cable-stayed 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
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
Abstract
The invention discloses a construction method of a large-span high-low tower double-cable-plane mixed beam cable-stayed bridge, which comprises the following steps: pouring and constructing high and low tower side cast-in-place section concrete; constructing a high tower side steel-concrete combined section, and temporarily locking the pier top tower beam with the high tower side auxiliary pier; constructing a high tower side span steel box girder by adopting a top pushing method; assembling a beam crane at the front end of the steel box beam on the side of the high tower, assembling another beam crane at the front end of the reinforced concrete combination section on the midspan side of the low tower, and symmetrically and synchronously hoisting midspan suspension assembly construction on two sides of the bridge tower until the closure section. According to the invention, the high tower side is a combined structure of a concrete girder and a steel box girder, the side span of the low tower is completely made of the concrete girder, the steel box girder of the side span of the high tower is subjected to pushing construction, the air nozzle is hoisted along with the girder segment but is not installed temporarily during the pushing construction of the steel box girder of the side span, and after all the sections of the steel box girder of the side span are pushed in place, the air nozzle is hoisted and installed by using a bridge deck truck crane, so that the structural strength is ensured, and the construction efficiency is improved.
Description
Technical Field
The invention relates to the technical field of bridge construction, in particular to a large-span high-low tower double-cable-plane mixed beam cable-stayed bridge and a construction method thereof.
Background
The cable-stayed bridge is a cable system, has larger spanning capacity than a beam bridge, and is the most main bridge type of a large-span bridge. The hybrid composite beam cable-stayed bridge has the characteristics of a composite beam cable-stayed bridge and a composite beam cable-stayed bridge, namely, the side span adopts a concrete main beam with high self weight and rigidity, so that the anchoring effect of the side span and the spanning capability of the middle span can be improved. The midspan adopts the steel-concrete composite beam, and the combination of steel and concrete can give full play to the material characteristics of the concrete and the steel, thereby improving the mechanical property of the structure and reducing the construction cost.
Chinese utility model patent CN 207552905U discloses a short edge span cable-stayed bridge structure that steel longeron and concrete beam mix, including main span steel longeron, boundary span concrete beam and suspension cable, main span steel longeron, boundary span concrete beam pass through reinforced concrete combination section transitional coupling and are in the same place, reinforced concrete combination section department is provided with the main bridge pylon, and main bridge pylon lower extreme passes through the cushion cap and fixes with the basis, the main bridge pylon is connected with main span steel longeron or/and boundary span concrete beam side through many with suspension cable, provides the loading force. The utility model discloses can overcome traditional cable-stay bridge main span leap ability and receive the limitation, the limit stride needs great length in order with the balanced problem of main span counter weight, limit stride length more conventional shorten about 40%, made things convenient for the arrangement of mountain area canyon area cable-stay bridge span, improved cable-stay bridge's application scope.
Due to different stay cable forces and different construction methods, the final bridge-forming stress states of the stay cable are obviously different. Therefore, the construction process of the large-span hybrid beam cable-stayed bridge is particularly important for the quality of the finished bridge.
In view of the above, there is an urgent need to research the construction method of the advanced large-span hybrid beam cable-stayed bridge to improve the construction efficiency and the bridge formation quality.
Disclosure of Invention
In view of the above-mentioned defects, the technical problem to be solved by the present invention is to provide a method for constructing a cable-stayed bridge with a large-span high-low tower and a double-cable-side hybrid beam, so as to improve the construction efficiency and the bridge formation quality.
Therefore, the large-span high-low tower double-cable-plane mixed beam cable-stayed bridge provided by the invention comprises a high tower and a low tower, wherein the high tower and the low tower are used for being connected with a bridge deck structure through stay cables, the high tower and the low tower are respectively positioned on a high tower pier body and a low tower pier body, and the bridge deck structure comprises:
the high tower side span adopts a combined structure of a concrete main beam and a steel box beam and is provided with a high tower side bridge abutment and a high tower side auxiliary pier;
the low-tower side span is completely made of concrete main beams and is provided with a low-tower side bridge abutment and a high-tower side auxiliary pier;
the midspan adopts a steel box girder and is respectively connected with the side span of the high tower and the side span of the low tower;
wherein, set up the steel-concrete combination section between concrete girder and the steel box girder, gao Dace steel-concrete demarcation point is located Gao Dace auxiliary pier towards midspan side M meters department, and low tower side steel-concrete demarcation point is located midspan distance low tower N meters department, and M, N is 20-50.
In the above-mentioned large-span high-low tower double-cable-plane hybrid beam cable-stayed bridge, preferably,
the pre-camber of the cable-stayed bridge is provided with vertical pre-camber and longitudinal compression compensation, wherein the vertical pre-camber is used for compensating the longitudinal compression;
vertical pre-camber of the girder: the relative break angle theta between the beam ends is realized through the length difference of the upper flange and the lower flange of the beam end on one side, and all elevations are in the principle of constant height in the box beam;
longitudinal compression compensation of the main beam: and considering the bridge elastic compression compensation and the bridge longitudinal slope according to the manufacturing length of each beam section at 20 ℃, and then performing length correction, and automatically adjusting the length of each beam section on site according to the joint form, temperature change and welding shrinkage.
The invention also provides a construction method of the large-span high-low tower double-cable-plane mixed beam cable-stayed bridge, which comprises the following steps:
constructing a high tower side and low tower side span bridge abutment and an auxiliary pier, and constructing a high tower pier body and a low tower pier body; sequentially constructing a high-tower side span concrete beam cast-in-place support, a side span steel box girder pushing support, a high-tower pier side bracket and a low-tower side concrete beam cast-in-place support, wherein a pushing adjusting system is arranged on the pushing support;
pouring and constructing high-tower-side first-section cast-in-place section concrete and low-tower-side first-section cast-in-place section concrete, and temporarily solidifying the concrete and the corresponding abutment respectively, and tensioning the section of prestress after the concrete reaches the designed strength;
pouring and constructing the next sections of cast-in-place section concrete of the side spans of the high tower side and the low tower side, removing the temporary consolidation with the corresponding abutment, and respectively temporarily consolidating with the corresponding auxiliary piers;
constructing a high tower side steel-concrete combination section, temporarily locking a pier top tower beam with a high tower side auxiliary pier, and hanging a stay cable after concrete pouring of the steel-concrete combination section is completed;
constructing a steel-concrete combined section at the side of the low tower, and after concrete pouring of the steel-concrete combined section is finished, hanging a stay cable to finish the construction of a concrete beam section at the side of the low tower;
constructing a high tower side span steel box girder by adopting a top pushing method;
assembling a frame beam crane at the front end of the high-tower side steel box beam, assembling another frame beam crane at the front end of the low-tower midspan side steel-concrete combined section, symmetrically and synchronously using the frame beam cranes to hoist the midspan steel box beam on two sides of the bridge tower to perform suspension assembly construction of a standard beam section, and symmetrically hanging tensioned stay cables until reaching a closure section;
performing closure section construction by adopting an active closure mode;
and (3) dismantling the bridge deck crane and other large temporary structures, carrying out bridge deck and auxiliary engineering construction, adjusting cable force and line shape according to design, and delivering for operation after static load and dynamic load tests.
In the technical method, preferably, the length of the steel-concrete combined section on the high tower side is 15.5m, and the steel-concrete combined section comprises 4 parts of a 4.9m concrete box girder transition section, a 4.7m steel-concrete transition section, a 4.4m steel box girder transition section and a 1.5m steel box girder section; the 4.7m steel-concrete transition section adopts a trapezoidal filling concrete front and rear bearing plate type steel-concrete joint, a steel grid chamber is formed by enclosing the top plate, the bottom plate, the web plate, the partition plate and the end bearing pressing plate of the steel box girder at the combining section, and concrete is filled in the steel grid chamber and smoothly transits with the top plate, the bottom plate and the web plate of the concrete box girder;
PBL shear connectors are arranged on the side plates of the steel grating chambers, and shear nails are arranged on the longitudinal prestressed cables and the top and bottom plates of the steel grating chambers;
the transverse prestress is applied to ensure that the concrete in the steel grating chamber is in a stressed state in the transverse direction;
pouring holes are formed in the steel grid chamber top plate of the steel-concrete combination section, and communicating holes are formed in the partition plate;
air outlets are arranged at the upper angular point and the proper position of the steel grating chamber, and a grouting hole is reserved at the lower angular point;
the steel plate at the inner side of the steel grid chamber box body is provided with perforated steel bars and lap welding steel bars which are connected with the steel bars in the concrete beam into a whole.
In the technical method, preferably, the air nozzle is hoisted along with the beam section but is not installed temporarily during the incremental launching construction of the side span steel box girder, and after all the side span steel box girder sections are in incremental launching in place, the air nozzle is hoisted and installed by using a bridge deck truck crane.
In the above technical method, preferably, the top plate U rib of the steel box girder is fixed by bolting.
In the above technical method, preferably, when the mid-span standard beam section is constructed by suspension splicing, a temporary connection is first performed, and the temporary connection includes two stages of beam section rough matching and beam section fine matching.
In the above technical method, preferably, the rough matching of the beam sections includes the following steps:
step 101, pushing the box girder segment lifted in place to the edge of the installed box girder segment within 50mm by using a longitudinal positioning oil cylinder in a luffing mechanism in a bridge deck crane;
102, loosening a threaded rod locking system on a spreader carrying pole beam, and adjusting a longitudinal slope of a hoisted steel box beam to be matched with an installed beam section by using a leveling oil cylinder on the carrying pole beam;
103, lifting and descending by using a single bridge deck crane, and transversely matching the adjusting box girder segment with the installed box girder segment;
104, pushing and lifting the box girder segment to be lifted to the position within 10mm of the edge of the installed box girder segment by using a longitudinal positioning oil cylinder in a luffing mechanism in the bridge deck crane, and repeating the step 102 and the step 103 until the transverse position and the gradient are matched with the erected segment;
105, adjusting the elevation of the beam section to be installed by using a winch in the bridge deck crane to enable the beam section to be installed and the connection port of the installed beam section to be at the same elevation;
and 106, pushing and lifting the box girder segment to the position to be in contact with the installed box girder segment by using a longitudinal positioning oil cylinder in a luffing mechanism in the bridge deck crane, and preparing to connect the two segments.
In the above technical method, preferably, the beam segment fine matching includes the following steps:
step 201, performing local measurement on the front end of a cantilever, measuring the relative plane position and elevation of control points of 3 adjacent beam sections, and determining the required adjustment amount;
step 202, slightly loosening bolts of matching parts, and adjusting the relative height difference of upstream and downstream control points of the beam section according to the adjustment amount;
step 203, arranging a jack at the position of a web plate of the steel box girder to adjust the axis of the steel box girder;
204, re-measuring the local linear shape and the axis of the front end of the cantilever, welding a cross limiting plate at the fixed stop top plate after meeting the precision control requirement, screwing a bolt of a matching piece, and locking the crane;
and step 205, adjusting the local residual height difference between the web plate and the top plate by matching a horse plate with a jack.
In the above technical method, preferably, the closure section construction process is as follows:
301, analyzing the sensitivity of the closure opening to temperature, analyzing the sensitivity of the closure opening to a stay cable and influencing the closure opening by top tension; calculating the total length of the steel box girders installed at the two ends of the closure opening at the design temperature according to the total length of the steel box girders installed at the two ends of the closure opening at each temperature, calculating the length value of the steel box girders at the closure section at the design temperature, and calculating the manufacturing parameters of the closure section; the manufacturing parameters of the closure segment include: the cutting amount of the beam length of the closure section and the assembly angle of the closure section and the beam section during pre-assembly are reduced; calculating the cutting amount of the closure section beam length according to the error between the measured value and the theoretical value of the closure opening length; determining an assembling angle when the beam sections of the closure section are pre-assembled according to errors of measured values and theoretical values of elevations of three beam sections of cantilever ends on two sides of a main tower, and accurately cutting the closure section at a transportation Liang Chuanshang of a construction site; drilling a high bolt hole on one side of the U-rib splicing plate connecting section of the closure opening on site;
step 302, removing the temporary construction load of the beam surface, including a beam end tensioning platform, a lifting cable truss crane and a winch for a hanging cable;
step 303, performing secondary accurate tensioning on the stay cable closest to the closure;
304, the low tower side bridge deck crane walks to the position of the hoisting closure section, and the high tower side frame beam crane adjusts the position according to the monitoring instruction;
305, hoisting the closure section by a low-tower side frame beam crane, and adjusting the aerial posture of the beam by a gravity center adjusting device of a lifting appliance of the bridge deck crane to ensure stable hoisting;
step 306, hoisting the closed beam section to enable the top surface of the closed beam section to be level with the top surface of the beam section at the left end part; bolting the closure beam section and the left side beam section through a matching piece to align the top bottom plate and the web plate; mounting support section steel on the closure section;
step 307, slowly hooking the bridge deck crane to enable the closure section to gradually descend and the height difference of the beam sections on the two sides to be reduced; finally, the weight of the closure section is evenly distributed to beam sections on two sides of the closure section;
308, closing the closure Duan Chudiao to ensure the seam width of the closure section beam section and the beam sections at the two sides; the alignment of the axes of the beam sections at the two sides of the closure opening is adjusted by pulling the chain block;
step 309, adjusting the cable force of the stay cable at the nearest closure opening at the same night when the air temperature is constant, so that the heights of the steel box girders at the two sides of the closure opening are the same;
step 310, adjusting the posture and the width of a welding seam of the closure beam section through a jack; adjusting the axis in the transverse bridge direction; after the width of the welding seam and the height difference of the beam sections meet the requirements, quickly matching and coding the closure beam sections and the steel box beams on two sides of the closure opening;
311, removing the temporary consolidation of the pier beams of the auxiliary piers on the sides of the low tower and the high tower, and simultaneously starting welding the welding seams on the two sides of the closure section; after the beam sections are welded, dismantling the bridge deck crane; the monitoring unit determines whether the cable force is adjusted.
According to the technical scheme, the large-span high-low tower double-cable-plane mixed beam cable-stayed bridge and the construction method thereof solve the problems of low construction efficiency and low bridge forming quality in the prior art. Compared with the prior art, the invention has the following beneficial effects:
the high tower side and the low tower side span adopt different structural forms, the high tower side is a concrete girder and steel box girder combined structure, the low tower side span all adopts the concrete girder, the high tower side span steel box girder adopts the incremental launching construction, the midspan adopts the high tower side and the low tower side bilateral symmetry, synchronously utilizes the girder erection crane to hoist the midspan steel box girder to carry out the overhanging construction of standard beam section, ensures the structural strength, and improves the construction efficiency. And the air nozzles on the two sides of the steel box girder collide with the tower column, so that the air nozzles are hoisted along with the girder sections but are not installed temporarily during the pushing construction of the side-span steel box girder, and after all the side-span steel box girder sections are pushed in place, the air nozzles are hoisted and installed by utilizing a bridge deck 50t truck crane.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments of the present invention or the prior art will be briefly described and explained. It is obvious that the drawings in the following description are only some embodiments of the invention, and that for a person skilled in the art, other drawings can be derived from them without inventive effort.
FIG. 1 is a schematic view of a large-span high-low tower double-cable-plane hybrid beam cable-stayed bridge provided by the invention;
FIG. 2 is a schematic diagram of the division of the bridge deck structure of the large-span high-low tower double-cable-plane hybrid beam cable-stayed bridge provided by the invention;
FIG. 3 is a schematic illustration of the construction of an abutment, a tower pier and an auxiliary pier in accordance with the present invention;
FIG. 4 is a schematic diagram of the cast-in-place concrete of the first sections of the high tower side and the low tower side in the casting construction of the invention;
FIG. 5 is a schematic diagram of the construction of the high tower side and low tower side second section cast-in-place section concrete and the construction of the high tower side reinforced concrete combined section in the invention;
FIG. 6 is a schematic diagram of a steel-concrete combined section on the side of a low tower for construction in the invention;
FIG. 7 is a schematic view of a steel box girder for constructing a side span of a high tower according to the present invention;
FIG. 8 is a schematic view of a midspan steel box girder constructed at the high tower side and the low tower side in the present invention;
FIG. 9 is a schematic diagram of the construction of the closure section by the active closure method in the present invention;
FIG. 10 is a schematic view of a steel-concrete transition section according to the present invention;
FIG. 11 is a schematic view of the lifting of the tuyere along with the beam section during the incremental launching construction of the side span steel box beam in the invention.
Detailed Description
The technical solutions of the embodiments of the present invention will be described clearly and completely with reference to the accompanying drawings, and it is to be understood that the embodiments described below are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments of the present invention without any inventive step, are within the scope of the present invention.
In order to make the technical solution and implementation of the present invention more clearly explained and illustrated, several preferred embodiments for implementing the technical solution of the present invention are described below.
It should be noted that the terms of orientation such as "inside, outside", "front, back" and "left and right" are used herein as reference objects, and it is obvious that the use of the corresponding terms of orientation does not limit the scope of protection of the present invention.
In the specific embodiment shown in fig. 1, the high-low tower double-cable-plane hybrid beam cable-stayed bridge is a semi-floating system, and two side spans are respectively provided with an auxiliary pier and an abutment, namely a high tower side abutment 11 at the end of the side span of the high tower 10 and a high tower side auxiliary pier 15 at the side span side; a low tower side abutment 12 at the end of the low tower 20 side and a low tower side auxiliary pier 16 at the side span side. High tower 10 sits on high tower pier 13 and low tower 20 sits on low tower pier 14.
The main beam high tower side span adopts a combined structure of a concrete main beam and a steel box girder, the low tower side span adopts the concrete main beam, and a steel-concrete combined section is arranged between the concrete main beam and the steel box girder. The midspan adopts a steel box girder, and the foundation adopts a cast-in-situ bored pile.
Wherein, as shown in fig. 2, the high tower side steel-concrete dividing point is positioned at 23m of the high tower side auxiliary pier 15 facing the midspan side; the steel-concrete boundary point at the side of the low tower is positioned at the position 22m away from the low tower in the midspan.
In this embodiment, the bridge pre-camber is provided with vertical pre-camber and longitudinal compression compensation.
Vertical pre-camber of the girder: the height of the box girder is constant in all elevations.
Longitudinal compression compensation of the main beam: and considering the bridge elastic compression compensation and the bridge longitudinal slope according to the manufacturing length of each beam section at 20 ℃, performing length correction, automatically adjusting the length of each beam section on site according to factors such as joint form, temperature change, welding shrinkage and the like, and confirming the length of each beam section with a monitoring and design unit.
The construction method of the specific embodiment comprises the following steps:
step 110, constructing a high tower side abutment 11, a low tower side abutment 12, a high tower pier body 13, a low tower pier body 14, and a high tower side auxiliary pier 15 and a low tower side auxiliary pier 16, as shown in fig. 1.
Step 120, constructing a high tower side span concrete beam cast-in-place support 21, a side span steel box girder pushing support 22, a high tower pier side bracket 23 and a low tower side concrete beam cast-in-place support 24 in sequence, wherein a pushing adjustment system is arranged on the pushing support 22, as shown in fig. 3.
The pier-side bracket adopts a structural form of a cushion cap embedded part, a steel pipe upright post, a distribution beam and a slideway beam. The slideway beam is arranged corresponding to the stay cable anchor box and is close to the position right below the side web plate of the main tower.
The pushing support adopts a structure of driven steel pipe piles, distribution beams and slide way beams.
And 130, casting and constructing the cast-in-place section concrete 31 of the first section on the high tower side and the cast-in-place section concrete 32 of the first section on the low tower side span.
Specifically, the high-tower-side first-section cast-in-place section concrete 31 and the low-tower-side first-section cast-in-place section concrete 32 are respectively cast and constructed from the bridge head and the bridge tail, and are respectively and temporarily solidified with the high-tower-side abutment 11 and the low-tower-side abutment 12, and after the concrete reaches the designed strength, the section is tensioned to be prestressed, as shown in fig. 4.
Step 140, pouring and constructing next sections of cast-in-place section concrete of the side spans of the high tower side and the low tower side, removing the temporary consolidation of the abutment of the high tower side and the abutment of the low tower side, and temporarily consolidating the sections of cast-in-place section concrete with the auxiliary pier 15 of the high tower side and the auxiliary pier 16 of the low tower side respectively, as shown in fig. 5.
And 150, constructing a high tower side reinforced concrete combination section, temporarily locking the pier top tower beam with the high tower side auxiliary pier 15, and hanging a stay cable after concrete pouring of the reinforced concrete combination section is finished, as shown in fig. 5.
Specifically, a 500t floating crane is adopted to hoist a steel box girder of the steel-concrete combined section onto a sliding block of a midspan side slideway girder at the top of a pier-side bracket at a high tower, and then a jacking system of an upper sliding seat of the slideway girder is used for jacking to a designed position from the midspan side to the side span direction; and then, a three-way jack is adopted to accurately adjust the posture of the steel box girder at the combining section, the steel box girder is respectively and temporarily locked with the auxiliary pier 15 at the high tower side, concrete at the combining section at the high tower side is poured, after the concrete reaches the design strength, the prestress of the section is tensioned, then a stay cable is hung, and the construction of the concrete girder section at the side span of the high tower side is completed.
The length of the steel-concrete combined section is 15.5m, and the steel-concrete combined section comprises 4 parts of a 4.9m concrete box girder transition section, a 4.7m steel-concrete transition section, a 4.4m steel box girder transition section and a 1.5m steel box girder section.
As shown in fig. 10, the 4.7m steel-concrete transition section adopts a trapezoidal steel-concrete joint filled with concrete and having front and rear bearing plates, and a steel grid chamber is formed by enclosing the top plate, the bottom plate, the web plate, the partition plate and the end bearing plate of the steel box girder at the joint section, and is filled with concrete and smoothly transits with the top plate, the bottom plate and the web plate of the concrete box girder. PBL shear force keys are arranged on side plates (webs and partition plates) of the steel grating chamber, and shear force nails are arranged on the longitudinal prestressed cables and the top plate and the bottom plate of the steel grating chamber, so that the reliable transmission and diffusion of force are ensured. The applied transverse prestress ensures that the concrete in the steel lattice chamber is in a transverse compressed state, and the shearing resistance of the PBL shear plate is enhanced to a certain extent.
In order to facilitate concrete pouring and free flowing, pouring holes are formed in the steel cell top plate of the steel-concrete combination section, and communication holes are formed in the partition plate; in order to ensure the concrete density of the angular points of the steel lattice chamber, air outlets are arranged at the upper angular points and proper positions, and grouting holes are reserved at the lower angular points; in order to ensure the reliability of connection, the steel plate at the inner side of the steel grid chamber box body is provided with a perforated steel bar and a lap welding steel bar which are connected with the steel bar in the concrete beam into a whole.
And 160, constructing a low-tower side reinforced concrete combined section, and after concrete pouring of the reinforced concrete combined section is completed, hanging a stay cable to complete construction of the low-tower side span concrete beam section.
The length of the low tower side combination section is 18.5m, and the low tower side combination section comprises 4 parts of a 4.9m concrete box girder transition section, a 4.7m steel-concrete transition section, a 4.4m steel box girder transition section and a 4.5m steel box girder section. The 4.5m steel box girder section is split into 2 parts, the first part is the 1.5m steel box girder section, the second part is the 3m steel box girder section, the 3m steel box girder section of the second part is hoisted and constructed independently, the other parts are the same as the combined section structure of the high tower side, and the construction method is also the same.
Specifically, a 500t floating crane is adopted to hoist the steel box girder (without the second part) of the combining section to the side span cast-in-place support, after the posture of the steel box girder of the combining section is accurately adjusted, concrete of the combining section is poured and is temporarily fixed with the tower girder at the lower tower, the temporary locking with the auxiliary pier 16 at the lower tower side is released, the temporary fixing of the tower girder utilizes the tower support and the longitudinal steel damping of the main bridge, and after the prestress tensioning is finished, the stay cable is hung, as shown in fig. 6.
And 170, constructing the side span steel box girder of the high tower.
And repeating the steps of steel box girder hoisting → pushing → jacking adjustment → slider transferring construction, sequentially erecting subsequent side span steel box girder segments according to the sequence of the segments until the hoisting and installation of all the side span segments are finished, and symmetrically hanging tensioned stay cables as shown in fig. 7.
In the step, the air nozzles on the two sides of the steel box girder collide with the tower column, so that the air nozzles are hoisted along with the girder section but are not installed temporarily during the pushing construction of the side span steel box girder, and after all the side span steel box girder sections are pushed in place, the air nozzles are hoisted and installed by using a bridge deck 50t truck crane. As shown in fig. 11.
And 180, constructing a midspan steel box girder at the high tower side and the low tower side.
Specifically, 400t of frame beam cranes are assembled at the front end of the steel box girder on the side of the high tower, another 400t of frame beam crane is assembled at the front end of the steel-concrete combined section on the midspan side of the low tower, the frame beam cranes are symmetrically and synchronously used for hoisting the midspan steel box girder on the two sides of the bridge tower to carry out suspension assembly construction of a standard girder section, and tensioned stay cables are symmetrically hung until the closure section, as shown in fig. 8. The girder erection crane adopts a variable-amplitude bridge deck crane.
The construction sequence of the standard beam section by hanging and splicing is as follows:
transporting Liang Chuan, anchoring, positioning/storing beam support beam section sliding preparation → connecting a bridge deck crane sling with a steel box beam → hoisting → accurate alignment → bolting of a top plate U rib → side web plate, welding of a girth weld → cable suspension and first tensioning → positioning of a forward bridge deck crane → second tensioning of a stay cable → construction of the next beam section.
In order to prevent the steel box girder from colliding with the assembled girder sections when the steel box girder is hung to the height of the bridge deck, a distance of 10cm is reserved between the hung girder sections and the installed girder sections. When the steel box girder is lifted to the height of the bridge floor, the hoisting girder section is slowly close to the installed girder section through the longitudinal moving oil cylinder on the top surface of the front end of the girder erection crane and is stopped when the hoisting girder section is close to the installed girder section, and longitudinal and transverse slope adjustment is carried out through the longitudinal adjusting oil cylinder on the lifting appliance and the lifting height of the two cranes on the same side. And finally, completely drawing close the spliced beam sections and performing temporary connection.
The steel box girder is positioned when the environmental temperature change is small, and the installation elevation of the steel box girder is measured and controlled according to the instruction value sent by a monitoring unit at the moment.
During the construction of the standard beam section in the midspan in a suspended mode, firstly, temporary connection is carried out, and the temporary connection comprises two stages of beam section coarse matching and beam section fine matching.
(1) Beam section coarse matching
And 101, pushing and lifting the box girder segment in place to 50mm inside the edge of the installed box girder segment by using a longitudinal positioning oil cylinder in a luffing mechanism in the bridge deck crane.
And 102, loosening a threaded rod locking system on the shoulder pole beam, and adjusting the longitudinal slope of the hoisted steel box beam to be matched with the installed beam section by using a leveling oil cylinder on the shoulder pole beam.
And 103, using a single bridge crane to lift and lower the adjusting box girder segment to be transversely matched with the installed box girder segment.
And 104, pushing and lifting the box girder segment to the position within 10mm of the edge of the installed box girder segment by using a longitudinal positioning oil cylinder in the luffing mechanism, and then repeating the step 102 and the step 103 until the transverse position and the gradient are matched with the erected segment.
And 104, adjusting the elevation of the beam section to be installed by using a winch in the bridge deck crane to enable the beam section to be at the same elevation as the position of the connecting port of the installed beam section.
And 106, pushing and lifting the box girder segment to the position to be contacted with the installed box girder segment by using a longitudinal positioning oil cylinder in the luffing mechanism, and then preparing to connect the two segments.
(2) Precise matching of beam sections
When the construction control condition is met (the temperature difference between the top of the steel box girder and the bottom plate is less than 2 ℃), fine matching operation is carried out.
Step 201, firstly, local measurement is performed at the front end of the cantilever (the relative plane position and elevation of the control points of the adjacent 3 beam sections are measured), control commands are compared, and the required adjustment amount is determined.
And 202, slightly loosening bolts of the matching parts, and adjusting the relative height difference of upstream and downstream control points of the beam section according to the adjustment amount.
And step 203, arranging a jack at the position of the web plate to adjust the axis of the steel box girder.
And 204, re-measuring the local linear shape and the axis of the front end of the cantilever, welding a cross limiting plate at the fixed top plate after meeting the precision control requirement, screwing a bolt of a matching part, and locking the crane.
And step 205, adjusting the local residual height difference between the web plate and the top plate by matching a horse plate with a jack.
Step 190, performing closure section construction in an active closure manner, as shown in fig. 9, wherein the construction process is as follows:
and 301, analyzing the sensitivity of the closure opening to temperature, analyzing the sensitivity of the closure opening to a stay cable, and influencing the closure opening by top tension. And calculating the total length of the steel box girders installed at the two ends of the closure opening at the design temperature according to the total length of the steel box girders installed at the two ends of the closure opening at each temperature, thereby calculating the length value of the steel box girders at the closure section at the design temperature and calculating the manufacturing parameters of the closure section. The manufacturing parameters of the closure segment include: the cutting amount of the beam length of the closure section and the assembly angle of the closure section and the beam section during pre-assembly. Calculating the cutting amount of the closure section beam length according to the error between the measured value and the theoretical value of the closure opening length; and determining the splicing angle of the closed section beam sections during the pre-splicing according to the error between the measured elevation value and the theoretical value of each three beam sections at the cantilever ends on the two sides of the main tower. The closure section is precisely cut at a conveyor Liang Chuanshang at the construction site.
In view of the fact that the U ribs of the main beam are bolted, in order to guarantee the closure precision, high bolt holes on one side of the splice sections of the U rib splicing plates of the closure opening are drilled on site.
And 302, removing temporary construction loads of the beam surface, such as a beam-end tensioning platform, a sling truss crane, a winch for a sling and the like).
And 303, accurately tensioning the stay cable closest to the closure for the second time.
304, the low tower side bridge deck crane walks to the position of the hoisting closure section, and the high tower side frame beam crane adjusts the position according to the monitoring instruction;
and 305, hoisting the closure section by a low-tower side frame beam crane, and adjusting the aerial posture of the beam by a gravity center adjusting device of a lifting appliance of the bridge deck crane to ensure stable hoisting.
Step 306, hoisting the closed beam section to enable the top surface of the closed beam section to be level with the top surface of the beam section at the left end part; bolting the closure beam section and the left side beam section through a matching piece to align the top bottom plate and the web plate; and mounting support section steel on the closure section.
Step 307, slowly hooking the bridge deck crane to enable the closure section to gradually descend and the height difference of the beam sections on the two sides to be reduced; and finally, the weight of the closure section is evenly distributed to the beam sections on the two sides of the closure section.
308, closing the closure Duan Chudiao to ensure the seam width of the closure section beam section and the beam sections at the two sides; the axes of the beam sections at the two sides of the closure opening are adjusted to be basically aligned by pulling the chain block.
Step 309, adjusting the cable force of the stay cable at the nearest closure opening at the same night when the air temperature is constant, so that the heights of the steel box girders at the two sides of the closure opening are the same;
step 310, adjusting the posture and the width of a welding seam of the closure beam section through a jack; adjusting the axis in the transverse bridge direction; and after the width of the welding line and the height difference of the beam sections meet the requirements, the closure beam sections are quickly matched with the steel box beams on two sides of the closure opening and coded.
And 311, removing the temporary consolidation of the pier beams of the auxiliary piers on the sides of the low tower and the high tower, and simultaneously starting welding seams on two sides of the closure section. After the beam sections are welded, dismantling the bridge deck crane; the monitoring unit determines whether the cable force is adjusted.
200, dismantling the bridge deck crane and the residual temporary structure, carrying out bridge deck and auxiliary engineering construction, adjusting cable force and line shape according to design, and delivering for operation after static load and dynamic load tests.
By combining the description of the specific embodiment, compared with the prior art, the construction method of the large-span high-low tower double-cable-plane hybrid beam cable-stayed bridge provided by the invention has the following advantages:
firstly, the high tower side and the low tower side are in different structural forms, the high tower side is in a combined structure of a concrete main beam and a steel box girder, the low tower side is completely in a concrete main beam, the high tower side is in a top pushing construction of the steel box girder, the midspan is in a suspension splicing construction of standard beam sections by symmetrically and synchronously hoisting the midspan steel box girder by using a girder erection crane at the high tower side and the low tower side, the structural strength is ensured, and the construction efficiency is improved.
Secondly, in order to facilitate concrete pouring and free flow, pouring holes are formed in the top plate of the steel grid chamber of the steel-concrete combination section, and communication holes are formed in the partition plate; in order to ensure the compactness of the concrete at the angular points of the steel grating chamber, air outlets are arranged at the upper angular points and proper positions, and grouting holes are reserved at the lower angular points; in order to ensure the reliability of connection, the steel plate at the inner side of the steel grid chamber box body is provided with a perforated steel bar and a lap welding steel bar which are connected with the steel bar in the concrete beam into a whole.
Thirdly, as the air nozzles on the two sides of the steel box girder collide with the tower column, the air nozzles are hoisted along with the girder section but are not installed temporarily during the pushing construction of the side span steel box girder, and after all the side span steel box girder sections are pushed in place, the air nozzles are hoisted and installed by utilizing a bridge deck 50t truck crane.
Fourthly, during standard beam section assembling construction, temporary connection of two stages of beam section coarse matching and beam section fine matching is adopted, and assembling construction quality is guaranteed.
Finally, it should also be noted that the terms "comprises," "comprising," or any other variation thereof, as used herein, 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 a …" does not exclude the presence of another identical element in a process, method, article, or apparatus that comprises the element.
The present invention is not limited to the above-mentioned preferred embodiments, and any structural changes made under the teaching of the present invention shall fall within the scope of the present invention, which is similar or similar to the technical solutions of the present invention.
Claims (9)
1. The utility model provides a big double-cable-side hybrid beam cable-stay bridge construction method of footpath height tower, big double-cable-side hybrid beam cable-stay bridge of footpath height tower, includes high tower and low tower for connect the bridge floor structure through the suspension cable, high tower and low tower are located respectively on high tower pier shaft and low tower pier shaft, the bridge floor structure includes:
the high tower side span adopts a combined structure of a concrete main beam and a steel box beam and is provided with a high tower side bridge abutment and a high tower side auxiliary pier;
the low tower side span is completely made of a concrete main beam and is provided with a low tower side bridge abutment and a low tower side auxiliary pier;
the midspan adopts a steel box girder and is respectively connected with the side span of the high tower and the side span of the low tower;
wherein a steel-concrete combined section is arranged between the concrete main beam and the steel box beam, a Gao Dace steel-concrete dividing point is positioned at a position where the Gao Dace auxiliary pier faces the midspan side by M meters, a low tower side steel-concrete dividing point is positioned at a position where the midspan is N meters away from the low tower, and M, N is 20-50;
the construction method is characterized by comprising the following steps:
constructing a high tower side and low tower side span bridge abutment and an auxiliary pier, and constructing a high tower pier body and a low tower pier body; sequentially constructing a high-tower side span concrete beam cast-in-place support, a side span steel box girder pushing support, a high-tower pier side bracket and a low-tower side concrete beam cast-in-place support, wherein a pushing adjusting system is arranged on the pushing support;
pouring and constructing high-tower-side first-section cast-in-place section concrete and low-tower-side first-section cast-in-place section concrete, and temporarily solidifying the concrete and the corresponding abutment respectively, and tensioning the section of prestress after the concrete reaches the designed strength;
pouring and constructing the next sections of cast-in-place section concrete of the side spans of the high tower side and the low tower side, removing the temporary consolidation with the corresponding abutment, and respectively temporarily consolidating with the corresponding auxiliary piers;
constructing a high tower side steel-concrete combination section, temporarily locking a pier top tower beam with a high tower side auxiliary pier, and hanging a stay cable after concrete pouring of the steel-concrete combination section is completed;
constructing a steel-concrete combined section at the side of the low tower, and after concrete pouring of the steel-concrete combined section is finished, hanging a stay cable to finish the construction of a concrete beam section at the side of the low tower;
constructing a high tower side span steel box girder by adopting a top pushing method;
assembling a girder erection crane at the front end of the steel box girder at the side of the high tower, assembling another girder erection crane at the front end of the steel-concrete combined section at the midspan side of the low tower, symmetrically and synchronously using the girder erection cranes to hoist the midspan steel box girder at two sides of the bridge tower to perform suspension assembly construction of a standard girder section, and symmetrically hanging tensioning stay cables until a closure section;
performing closure section construction by adopting an active closure mode;
and (3) dismantling the bridge deck crane and other large temporary structures, carrying out bridge deck and auxiliary engineering construction, adjusting cable force and line shape according to design, and delivering for operation after static load and dynamic load tests.
2. The method of claim 1,
the high tower side steel-concrete combined section is 15.5m long and comprises 4 parts of a 4.9m concrete box girder transition section, a 4.7m steel-concrete transition section, a 4.4m steel box girder transition section and a 1.5m steel box girder section; the 4.7m steel-concrete transition section adopts a trapezoidal filling concrete front and rear bearing plate type steel-concrete joint, a steel grid chamber is formed by enclosing the top plate, the bottom plate, the web plate, the partition plate and the end bearing pressing plate of the steel box girder at the combining section, concrete is filled in the steel grid chamber, and the steel grid chamber is smoothly transited with the top plate, the bottom plate and the web plate of the concrete box girder;
PBL shear connectors are arranged on the side plates of the steel grating chambers, and shear nails are arranged on the longitudinal prestressed cables and the top and bottom plates of the steel grating chambers;
the transverse prestress is applied to ensure that the concrete in the steel grating chamber is in a stressed state in the transverse direction;
pouring holes are formed in the steel grid chamber top plate of the steel-concrete combination section, and communicating holes are formed in the partition plate;
air outlets are arranged at the upper angular point and the proper position of the steel grating chamber, and a grouting hole is reserved at the lower angular point;
the steel plate at the inner side of the steel grid chamber box body is provided with a perforated steel bar and a lap welding steel bar which are connected with the steel bar in the concrete beam into a whole.
3. The method of claim 1, wherein the air nozzle is hoisted along with the girder segment but is not installed at all during the pushing construction of the side span steel box girder, and after all the side span steel box girder segments are pushed in place, the air nozzle is hoisted and installed by using a bridge deck truck crane.
4. The method of claim 1, wherein the top plate U-ribs of the steel box girder are fixed by bolting.
5. The method of claim 1, wherein in the construction of the mid-span standard beam section by means of suspension splicing, temporary connection is firstly carried out, and the temporary connection comprises two stages of beam section rough matching and beam section fine matching.
6. The method of claim 5, wherein the beam segment rough matching comprises the steps of:
step 101, pushing the box girder segment lifted in place to the edge of the installed box girder segment within 50mm by using a longitudinal positioning oil cylinder in a luffing mechanism in a bridge deck crane;
102, loosening a threaded rod locking system on a spreader carrying pole beam, and adjusting a longitudinal slope of a hoisted steel box beam to be matched with an installed beam section by using a leveling oil cylinder on the carrying pole beam;
103, lifting and descending by using a single bridge deck crane, and transversely matching the adjusting box girder segment with the installed box girder segment;
104, pushing and lifting the box girder segment to be lifted to the position within 10mm of the edge of the installed box girder segment by using a longitudinal positioning oil cylinder in a luffing mechanism in the bridge deck crane, and repeating the step 102 and the step 103 until the transverse position and the gradient are matched with the erected segment;
105, adjusting the elevation of the beam section to be installed by using a winch in the bridge deck crane to enable the beam section to be installed and the position of the connecting port of the installed beam section to be at the same elevation;
and 106, pushing and lifting the box girder segment to the position to be in contact with the installed box girder segment by using a longitudinal positioning oil cylinder in a luffing mechanism in the bridge deck crane, and preparing to connect the two segments.
7. The method of claim 5, wherein the beam segment fine matching comprises the steps of:
step 201, performing local measurement on the front end of a cantilever, measuring the relative plane position and elevation of control points of 3 adjacent beam sections, and determining the required adjustment amount;
step 202, slightly loosening bolts of matching parts, and adjusting the relative height difference of upstream and downstream control points of the beam section according to the adjustment amount;
step 203, arranging a jack at the position of a web plate of the steel box girder to adjust the axis of the steel box girder;
204, re-measuring the local linear shape and the axis of the front end of the cantilever, welding a cross limiting plate at the fixed stop top plate after meeting the precision control requirement, screwing a bolt of a matching piece, and locking the crane;
and step 205, adjusting the local residual height difference between the web plate and the top plate by matching a horse plate with a jack.
8. The method of claim 1, wherein the construction process of the closure section is as follows:
step 301, analyzing the sensitivity of the closure opening to temperature, analyzing the sensitivity of the closure opening to a stay cable, and analyzing the influence of top tension on the closure opening; calculating the total length of the steel box girders installed at the two ends of the closure opening at the design temperature according to the total length of the steel box girders installed at the two ends of the closure opening at each temperature, calculating the length value of the steel box girders at the closure section at the design temperature, and calculating the manufacturing parameters of the closure section; the manufacturing parameters of the closure segment include: the cutting amount of the beam length of the closure section and the assembly angle of the closure section and the beam section during pre-assembly are reduced; calculating the cutting amount of the closure section beam length according to the error between the measured value and the theoretical value of the closure opening length; determining an assembling angle when the beam sections of the closure section are pre-assembled according to errors of measured values and theoretical values of elevations of three beam sections of cantilever ends on two sides of a main tower, and accurately cutting the closure section at a transportation Liang Chuanshang of a construction site; drilling a high bolt hole on one side of the U-rib splicing plate connecting section of the closure opening on site;
step 302, removing the temporary construction load of the beam surface, including a beam end tensioning platform, a lifting cable truss crane and a winch for a hanging cable;
step 303, performing secondary accurate tensioning on the stay cable closest to the closure;
304, the low tower side bridge deck crane walks to the position of the hoisting closure section, and the high tower side frame beam crane adjusts the position according to the monitoring instruction;
305, hoisting the closure section by a low-tower side-frame beam crane, and adjusting the aerial attitude of the beam by a gravity center adjusting device of a lifting appliance of the bridge deck crane to ensure stable hoisting;
step 306, hoisting the closed beam section to enable the top surface of the closed beam section to be level with the top surface of the beam section at the left end part; bolting the closure beam section and the left side beam section through a matching piece to align the top bottom plate and the web plate; mounting support section steel on the closure section;
step 307, slowly hooking the bridge deck crane to enable the closure section to gradually descend and the height difference of the beam sections on the two sides to be reduced; finally, the weight of the closure section is evenly distributed to beam sections on two sides of the closure section;
308, closing the closure Duan Chudiao to ensure the seam width of the closure section beam section and the beam sections at the two sides; the alignment of the axes of the beam sections at the two sides of the closure opening is adjusted by pulling the chain block;
step 309, adjusting the cable force of the stay cable at the nearest closure opening at the same night when the air temperature is constant, so that the heights of the steel box girders at the two sides of the closure opening are the same;
step 310, adjusting the posture and the weld width of the closure beam section through a jack; adjusting the axis in the transverse bridge direction; after the width of the welding seam and the height difference of the beam sections meet the requirements, quickly matching and coding the closure beam sections and the steel box beams on two sides of the closure opening;
311, removing the temporary consolidation of the auxiliary pier beams on the sides of the low tower and the high tower, and simultaneously starting welding of welding seams on two sides of the closure section; and (5) completing the welding of the beam sections, and dismantling the bridge deck crane.
9. A method according to claim 1, characterized in that the cable-stayed bridge pre-camber is provided with a vertical pre-camber and a longitudinal compression compensation, wherein;
vertical pre-camber of the girder: the relative break angle theta between the beam ends is realized through the length difference of the upper flange and the lower flange of the beam end on one side, and all elevations are in the principle of constant height in the box beam;
longitudinal compression compensation of the main beam: and considering the bridge elastic compression compensation and the bridge longitudinal slope according to the manufacturing length of each beam section at 20 ℃, and then performing length correction, and automatically adjusting the length of each beam section on site according to the joint form, temperature change and welding shrinkage.
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