CN108374319B - Lower-bearing type tied-arch bridge structural unit, arch bridge structure and construction method thereof - Google Patents
Lower-bearing type tied-arch bridge structural unit, arch bridge structure and construction method thereof Download PDFInfo
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- CN108374319B CN108374319B CN201810306445.0A CN201810306445A CN108374319B CN 108374319 B CN108374319 B CN 108374319B CN 201810306445 A CN201810306445 A CN 201810306445A CN 108374319 B CN108374319 B CN 108374319B
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- 238000010276 construction Methods 0.000 title claims abstract description 44
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 124
- 239000010959 steel Substances 0.000 claims abstract description 124
- 239000004567 concrete Substances 0.000 claims abstract description 90
- 238000000034 method Methods 0.000 claims abstract description 27
- 238000011065 in-situ storage Methods 0.000 claims description 15
- 239000002689 soil Substances 0.000 claims description 6
- 238000003466 welding Methods 0.000 claims description 5
- 238000009434 installation Methods 0.000 claims description 4
- 238000004519 manufacturing process Methods 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 3
- 230000000694 effects Effects 0.000 abstract description 4
- 239000011800 void material Substances 0.000 abstract description 4
- 238000010586 diagram Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000000149 penetrating effect Effects 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004566 building material Substances 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000001419 dependent effect Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
Classifications
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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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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of 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
- E01D19/00—Structural or constructional details of bridges
- E01D19/04—Bearings; Hinges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
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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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- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The lower-bearing type tied-arch bridge structure unit comprises pier columns, pier column connecting tie beams, supports arranged at the tops of the pier columns, arch ribs, arch feet arranged at the bottoms of two ends of the arch ribs, tie beams connected between two ends of the arch ribs and hanging rods for connecting the tie beams with the arch ribs; the two arch ribs are arranged in parallel and at intervals along the transverse direction, and a wind bracing cross rod is connected between the two arch ribs; an end cross beam is connected between the arch feet at one side corresponding to the two arch ribs; the tie beam is a steel skeleton concrete structure and comprises a tie beam steel skeleton, prestressed steel bars and tie beam concrete poured outside the tie beam steel skeleton and the prestressed steel bars; the tie beams on the two arch ribs are connected through a group of middle cross beams. The invention solves the technical problems that the traditional steel pipe concrete arch bridge is easy to have concrete void effect in the construction process and has narrower navigation width in the construction process, and a construction platform cannot be erected in a channel.
Description
Technical Field
The invention relates to a lower-bearing type tied arch bridge structural unit, an arch bridge structure and a construction method thereof.
Background
The lower-bearing type tied-arch bridge is a non-thrust arch combined system, is an external static structure, has two characteristics of large spanning capacity of the arch bridge and strong adaptability of a simply supported girder bridge to a foundation, and is a superior bridge type when the bridge deck elevation is limited and large clearance (under-bridge clearance and clearance height) is required to be ensured under the bridge.
In recent years, the tied arch bridge is widely applied to public and railway engineering due to the advantages of large span, light structure, beautiful shape, building material saving and the like. The common reinforced concrete arch bridge makes the foundation bear great horizontal thrust, is not suitable for application in soft soil foundation areas, and overcomes the defect of the tied arch bridge. Due to the self-balancing of the horizontal thrust of the tied arch bridge, the problem that the foundation in the soft soil area cannot bear larger horizontal thrust is solved.
At present, the domestic steel tube arch rib tied arch bridge has more common technology mature, the tied arch bridge enhances the landscape of the bridge, but is generally constructed by adopting a 'beam-first arch-later' bracket assembly method, and the technology mature.
The bridge of the project is an 85m span and lower-bearing type push-free tie-bar arch bridge, the average ship flow rate of the bridge crossing a lake channel is 800-1000 times, the actual navigation width of the channel where the bridge is positioned except the revetment of the channel is only 55 meters, a construction platform cannot be built in the channel, and the whole bridge is constructed by adopting a bracket-free 'arch-before-beam' method. The bridge arch rib adopts 1.8m 1.3m rectangular section arch foot to be poured with concrete, and other parts are not poured with concrete, so that the concrete void effect of the conventional steel pipe concrete arch bridge in the construction process is avoided.
Disclosure of Invention
The invention aims to provide a lower-bearing type tie-bar arch bridge structural unit, an arch bridge structure and a construction method thereof, which are used for solving the technical problems that a concrete void effect is easy to occur in the construction process of a traditional steel pipe concrete arch bridge, the navigation width is narrow in the construction process, and a construction platform cannot be erected in a navigation channel.
In order to achieve the above purpose, the present invention adopts the following technical scheme.
The utility model provides a lower-supporting type tie-bar arch bridge structure unit, includes pier stud, pier stud connection tie beam, installs support, arch rib at pier stud top, sets up the arch foot at arch rib both ends bottom, connects the tie beam between arch rib both ends and connects the jib that tie beam and arch rib; the arch rib is correspondingly supported on the support through the arch leg at the bottom of the arch rib; the two arch ribs are arranged in parallel and at intervals along the transverse direction, and a wind bracing cross rod is connected between the two arch ribs; the arch rib is made of steel members; perforations are arranged on the arch rib at the positions corresponding to the connecting positions of the suspenders; the arch springing comprises a steel arch base and arch springing concrete poured on the outer side of the steel arch base; wherein, the steel arch seat is vertically connected to the support; an end cross beam is connected between the arch feet at one side corresponding to the two arch ribs; the tie beam is a steel skeleton concrete structure and comprises a tie beam steel skeleton, prestressed steel bars and tie beam concrete poured outside the tie beam steel skeleton and the prestressed steel bars; the cross section of the tie beam steel skeleton is a box section, and holes are respectively formed in the top surface and the bottom surface of the tie beam steel skeleton and the positions corresponding to the connection positions of the hanging rods; a vertical suspender sleeve is connected between the top surface hole and the bottom surface hole of the tie beam steel skeleton; the upper end of the suspender is arranged in the through hole of the arch rib in a penetrating way and is detachably connected with the arch rib, and the lower end of the suspender is arranged in the suspender sleeve in the tie beam steel skeleton in a penetrating way and is detachably connected with the tie beam steel skeleton; the tie beams on the two arch ribs are connected through a group of middle cross beams.
Preferably, a circle of horizontal lapping plates are arranged at the lower part of the steel arch base along the outer side surface of the steel arch base, and the outer edge line of the lapping plates is rectangular; two limit posts are respectively arranged at the top of the pier stud and on the left side and the right side of the lapping plate, and the limit posts on the left side and the limit posts on the right side of the lapping plate are correspondingly arranged; a space is reserved between the limit column and the side edge of the lapping plate at the corresponding side, and a horizontal limit plate for supporting the lapping plate is arranged on the limit column and at one side close to the lapping plate; a limiting block is connected to the top of the limiting plate and positioned between the limiting column and the lapping plate; the lower end of the steel arch seat is supported on the support, and the lap plates at the lower part of the steel arch seat are clamped between the limiting blocks at the left side and the right side.
Preferably, the cross section of the arch rib is rectangular and is formed by welding steel plates; vertical stiffening plates are arranged in the arch rib at intervals along the axis direction of the arch rib.
Preferably, the end cross beam comprises an arch bar cross brace and end cross beam concrete poured on the outer side of the arch bar cross brace; two ends of the arch bar cross brace are respectively correspondingly connected with steel arch seats in arch bars at two sides of the arch bar cross brace; and the end beam concrete and the arch foot concrete are integrally cast and formed.
An arch bridge structure formed by a lower-bearing type tied arch bridge structure unit comprises a group of arch bridge structure units, wherein the group of arch bridge structure units are arranged at the top of a bearing platform in parallel at intervals along the transverse direction; the concrete of the pier column of the arch bridge structural unit and the concrete of the bearing platform are integrally poured and formed; the distance between two adjacent arch bridge structural units is 400 cm-600 cm; bridge decks are laid on the middle cross beam of the arch bridge structural unit and at the positions between the two adjacent arch bridge structural units.
The construction method of the arch bridge structure comprises the following steps.
Step one, constructing pier columns, connecting the pier columns with tie beams, and installing supports on the pier columns.
Step two, manufacturing arch ribs, tie beam steel frameworks, hanging rods and wind bracing cross rods in a segmented mode in a factory, assembling the arch ribs, the tie beam steel frameworks and the hanging rods into a whole-hoisting arch rib structural unit, and then transporting to a construction site for assembly.
Step three, hoisting the assembled arch rib structural units in the step two in sequence: after the first arch rib structural unit is hoisted in place, diagonal braces are arranged on two sides of the first arch rib structural unit for temporary fixation, so that the first arch rib structural unit is kept stable; and then continuously hoisting the next arch rib structural unit, and after the second arch rib structural unit is in place, installing diagonal braces on two sides of the second arch rib structural unit for temporary fixation so as to keep the second arch rib structural unit stable.
And step four, adjusting the diagonal braces to enable the actual plane positions of the two arch rib structural units which are hoisted in place to be matched with the designed plane positions, and hoisting the arch foot cross braces and the wind brace cross bars.
And fifthly, dismantling diagonal braces on the two arch ribs after each wind brace cross rod is hoisted and connected.
And step six, hoisting the arch rib of the next lower-bearing type tied arch bridge structural unit according to the construction process of the step three and the step five, and completing the installation of the arch rib, the wind bracing cross rod and the arch foot cross brace.
Step seven, installing connecting pieces between adjacent lower-bearing type tied arch bridge structural units for temporary fixation; the connecting pieces are arranged at intervals along the arch axis direction, and two ends of the connecting pieces are detachably connected with the arch ribs on two sides of the connecting pieces respectively.
Step eight, setting up a cast-in-situ bracket of arch springing concrete and a cast-in-situ bracket of end beam concrete, and prepressing the cast-in-situ bracket.
And step nine, installing a template of arch springing concrete and a template of end beam concrete.
And step ten, stretching the prestressed reinforcement in the opposite-end cross beam when the strength of the concrete reaches more than 90% of the design strength and the age is not less than 7 days.
And eleventh, using the beam steel skeleton as a support, and suspending and pouring a construction platform of beam concrete on the beam steel skeleton.
And step twelve, hoisting the middle cross beam in the sequence from the arch springing to the midspan.
And thirteenth, installing bridge decks in the sequence from the arch springing to the midspan, and pouring wet joints of the pavement boards and integrally paving the bridge decks.
Fourteen, dismantling the cast-in-situ bracket of the arch springing concrete and the cast-in-situ bracket of the end beam concrete and the connecting piece after the concrete strength reaches more than 80% of the design strength.
Fifteen, installing a pavement structure and a guardrail bridge deck structure.
Sixthly, after the construction of the pavement structure and the guardrail bridge deck structure is completed, the tension of the suspender is adjusted again, and meanwhile, the longitudinal section line shape of the arch bridge structure is controlled to meet the design requirement, so that the construction of the arch bridge structure is completed.
Preferably, in the first step, when constructing the pier stud, two limiting studs are respectively pre-embedded at the top of the pier stud and at the left side and the right side of the arch rib to be constructed, and a space is reserved between the limiting stud and the steel arch base at the bottom end of the arch rib at the corresponding side; a horizontal limiting plate is connected to one side, close to the steel arch seat, of the limiting column; and the top of the limiting plate is connected with a limiting block.
Preferably, when the tie beam steel framework, the arch rib and the suspender are assembled in the second step, the pre-arch degree is set for the tie beam steel framework and the arch rib, the suspender is installed after the welding of the arch rib and the tie beam steel framework is finished, and a tensile force is applied to the suspender;
and thirdly, the diagonal braces are distributed on two sides of the end parts of the arch ribs in the arch rib structural units, wherein the bottom ends of the diagonal braces are anchored in soil through supporting ground anchors, and the top ends of the diagonal braces are propped against the side surfaces of the corresponding sides of the arch ribs.
Preferably, in step eleven, the construction platform comprises a cushion block, an upper cross bar, a lower cross bar and a pull rod; at least two groups of cushion blocks are arranged at the top of the tie beam steel skeleton at intervals along the transverse direction; wherein each group of cushion blocks are longitudinally arranged at intervals; the height of each cushion block is larger than the thickness of the tie beam concrete to be poured; the upper cross bars are arranged in a group and are paved at the top of the cushion block at intervals in parallel along the longitudinal direction; and the two ends of the upper cross rod respectively exceed the two sides of the tie beam concrete to be poured; the two groups of the pull-out rods are respectively connected to the positions, beyond the two side surfaces of the tie beam concrete to be poured, of the two ends of the upper cross rod; the lower cross bars are arranged below the bottom of the beam concrete to be poured at intervals in a longitudinal direction in parallel; a space is reserved between the lower cross rod and the bottom of the tie beam concrete to be poured; the two sides of the lower cross rod are hung on the upper cross rod through corresponding pull-out rods.
Preferably, the specific method for hoisting the middle cross beam in the step twelve comprises the following steps: the method comprises the steps of firstly connecting embedded steel plate joints at intervals longitudinally on the inner sides of two tie beams in a lower tie-bar arch bridge structural unit, hoisting a middle cross beam to a designed position, and correspondingly connecting two ends of the middle cross beam with the embedded steel plate joints on the two tie beams.
Compared with the prior art, the invention has the following characteristics and beneficial effects.
1. The cross section of the tie beam steel skeleton is box-shaped, and a closed box-shaped and transverse baffle plate stiffness skeleton is adopted, so that the structure is more convenient to construct than the traditional truss type stiffness skeleton, can save an inner die, and can be conveniently connected with a sidewalk cantilever.
2. The bridge arch rib is made of steel members with rectangular sections, arch foot concrete is poured at the bottom of the arch rib, and other parts of the arch rib are not poured with concrete, so that the concrete void effect of a conventional steel pipe concrete arch bridge in the construction process is avoided.
3. In the invention, the top of the pier column is provided with a limit column, and the limit column is provided with a limit plate and a limit block; meanwhile, a circle of horizontal lapping plates are arranged at the lower part of the steel arch seat; the steel arch seat is limited by the cooperation of the limiting column, the limiting plate, the limiting block and the lapping plate, so that the installation accuracy of the steel arch seat is improved.
4. When the tie beam concrete is constructed, the construction platform for pouring the tie beam concrete is suspended on the tie beam steel skeleton, and the whole bridge is constructed by adopting a bracket-free arch-first-arch-last-beam method, so that the technical problem that the construction platform cannot be erected in a channel due to narrow navigation width is solved.
5. In the construction method, after the arch rib is lifted in place, the supports are arranged on the two sides of the arch rib for temporary fixation, and the connecting pieces are arranged between the adjacent lower-bearing type tied arch bridge structural units for temporary fixation, so that the overall stability of the structure in the construction process is improved by the arrangement of the two components.
Drawings
The invention is described in further detail below with reference to the accompanying drawings.
Fig. 1 is a schematic plan view of the underlaid tied arch bridge structural unit of the present invention.
Fig. 2 is a schematic side elevational view of the underlaid tied arch bridge structural unit of the present invention.
Fig. 3 is a schematic view of the vertical cut-away structure of the underlaid tied arch bridge structural unit of the present invention.
Fig. 4 is a schematic diagram of the connection structure of tie beams and middle and end beams in the underlaid tied arch bridge structural unit of the present invention.
Fig. 5 is a schematic view of the rib and tie beam connection structure in the underlaid tied arch bridge structural unit of the present invention.
Fig. 6 is a schematic view of the structure of the footing in the underlaid tied arch bridge structural unit of the present invention.
Fig. 7 is a schematic plan view of the connection structure of the boom sleeve and the tie beam steel skeleton in the underlaid tied arch bridge structural unit of the present invention.
Fig. 8 is a schematic view of a vertical section of a connection structure of a boom sleeve and a tie beam steel skeleton in a lower-bearing tied-arch bridge structural unit of the present invention.
Fig. 9 is a schematic vertical cut-away view of the rib structure of the underlaid tied arch bridge structural unit of the present invention.
Fig. 10 is a schematic side view of the connection of steel abutments to pier studs in the underlaid tied arch bridge building unit of the present invention.
Fig. 11 is a schematic plan view of the connection structure of the steel abutment and pier stud in the underlaid tied arch bridge structural unit of the present invention.
Fig. 12 is a schematic structural view of an arch rib structural unit in the construction method of the present invention.
Fig. 13 is a schematic plan view of a construction method of the present invention in which diagonal braces are provided on both sides of a rib structure unit.
Fig. 14 is a schematic diagram showing a front structure of diagonal braces provided on both sides of a rib structure unit in the construction method of the present invention.
Fig. 15 is a schematic side view of a connection between two underlaid tied arch bridge structural units in the method of construction of the present invention.
Fig. 16 is a schematic structural view of a construction platform for suspending and casting tie beam concrete on a tie beam steel skeleton in the construction method of the present invention.
Reference numerals: 1-pier stud, 2-pier stud connection tie beam, 3-support, 4-arch rib, 5-arch foot, 5.1-steel abutment, 5.2-arch foot concrete, 6-tie beam, 6.1-tie beam steel skeleton, 6.2-tie beam concrete, 7-boom, 8-air stay cross bar, 9-end cross bar, 9.1-arch foot cross bar, 9.2-end cross bar concrete, 10-boom sleeve, 11-lap plate, 12-limit post, 13-limit plate, 14-limit block, 15-stiffening plate, 16-connector, 17-diagonal brace, 18-middle cross bar, 19-cap, 20-pull bar, 21-cushion block, 22-upper cross bar, 23-lower cross bar, 24-cap tie beam, 25-pre-buried steel plate joint, 26-bridge deck, 27-bottom template, 28-side template, 29-pull screw, 30-guard rail, 31-support ground anchor, 32-soil body.
Detailed Description
As shown in fig. 1 to 11, the underlaid tie-bar arch bridge structural unit comprises an abutment 1, an abutment connecting tie beam 2, a support 3 arranged at the top of the abutment 1, an arch rib 4, arch feet 5 arranged at the bottoms of two ends of the arch rib 4, a tie beam 6 connected between two ends of the arch rib 4 and a hanger rod 7 connecting the tie beam 6 with the arch rib 4; the arch rib 4 is correspondingly supported on the support 3 through an arch foot 5 at the bottom of the arch rib; the two arch ribs 4 are arranged at intervals in parallel along the transverse direction, and a wind bracing cross rod 8 is connected between the two arch ribs 4; the arch rib 4 is made of steel members; perforations are arranged on the arch rib 4 at the connecting positions corresponding to the suspenders 7; the arch springing 5 comprises a steel arch abutment 5.1 and arch springing concrete 5.2 poured on the outer side of the steel arch abutment 5.1; wherein, the steel arch base 5.1 is vertically connected to the support 3; an end cross beam 9 is connected between the arch feet 5 on the corresponding side of the two arch ribs 4; the tie beam 6 is a steel skeleton concrete structure and comprises a tie beam steel skeleton 6.1, prestressed steel bars and tie beam concrete 6.2 poured outside the tie beam steel skeleton 6.1 and the prestressed steel bars; the cross section of the tie beam steel skeleton 6.1 is a box section, and holes are respectively formed in the top surface and the bottom surface of the tie beam steel skeleton 6.1 and the positions corresponding to the connection positions of the hanging rods 7; a vertical suspender sleeve 10 is connected between the top surface hole and the bottom surface hole of the tie beam steel skeleton 6.1; the upper end of the suspender 7 is penetrated in the perforation of the arch rib 4 and is detachably connected with the arch rib 4, and the lower end of the suspender 7 is penetrated in the suspender sleeve 10 in the tie beam steel skeleton 6.1 and is detachably connected with the tie beam steel skeleton 6.1; the tie beams 6 on the two arch ribs 4 are connected by a set of middle cross beams 18.
In this embodiment, a circle of horizontal bridging plate 11 is disposed at the lower part of the steel arch abutment 5.1 along the outer side surface of the steel arch abutment 5.1, and the outer edge of the bridging plate 11 is rectangular; two limit posts 12 are respectively arranged at the top of the pier stud 1 and on the left side and the right side of the lapping plate 11, and the limit posts 12 on the left side of the lapping plate 11 are correspondingly arranged with the limit posts 12 on the right side; a space is reserved between the limit post 12 and the side edge of the lapping plate 11 at the corresponding side, and a horizontal limit plate 13 for supporting the lapping plate 11 is arranged on the limit post 12 at one side close to the lapping plate 11; a limiting block 14 is connected to the top of the limiting plate 13 at a position between the limiting column 12 and the lapping plate 11; the lower end of the steel arch support 5.1 is supported on the support 3, and the lap plates 11 at the lower part of the steel arch support 5.1 are clamped between the limiting blocks 14 at the left side and the right side.
In this embodiment, the cross section of the arch rib 4 is rectangular, and is formed by welding steel plates; inside the rib 4, vertical stiffening plates 15 are arranged at intervals along the axial direction thereof.
In this embodiment, the spacing between adjacent ribs 4 is 13m, although in other arrangements, the spacing between adjacent ribs 4 may be dependent on the actual individual deck width.
In this embodiment, a horizontal reinforcing plate and a vertical reinforcing plate are disposed in the box-shaped cavity of the tie beam steel skeleton 6.1, and the tie beam steel skeleton 6.1 arch ribs 4 are welded and connected.
In this embodiment, the end beam 9 includes a heel brace 9.1 and end beam concrete 9.2 poured outside the heel brace 9.1; the two ends of the arch leg cross brace 9.1 are respectively correspondingly connected with the steel arch abutments 5.1 in the arch legs 5 at the two sides of the arch leg cross brace; the end beam concrete 9.2 and the arch springing concrete 5.2 are integrally cast and formed.
The arch bridge structure formed by the underlaid type tied arch bridge structural units comprises a group of arch bridge structural units, and the group of arch bridge structural units are arranged at the top of the bearing platform 19 in parallel and at intervals along the transverse direction; the concrete of the pier column 1 of the arch bridge structural unit and the concrete of the bearing platform 19 are integrally poured and formed; the distance between two adjacent arch bridge structural units is 400 cm-600 cm; bridge decks 26 are provided on the center cross member 18 of the arch bridge structure and at locations between adjacent arch bridge structures.
The construction method of the arch bridge structure comprises the following steps.
Step one, constructing pier columns 1, connecting the pier columns with tie beams 2, and installing supports 3 on the pier columns 1.
Step two, manufacturing arch ribs 4, tie beam steel frameworks 6.1, hanging rods 7 and wind bracing cross rods 8 in a segmented manner in a factory, assembling the arch ribs 4, the tie beam steel frameworks 6.1 and the hanging rods 7 into a whole-hoisting arch rib structure unit, as shown in fig. 12, and then transporting to a construction site for assembly.
Step three, hoisting the assembled arch rib structural units in the step two in sequence: after the first arch rib structural unit is hoisted in place, diagonal braces 17 are arranged on two sides of the first arch rib structural unit for temporary fixation, so that the first arch rib structural unit is kept stable; and then the next arch rib structural unit is continuously hoisted, and after the second arch rib structural unit is in place, diagonal braces 17 are arranged on two sides of the second arch rib structural unit for temporary fixation, as shown in fig. 13-14, so that the second arch rib structural unit is kept stable.
And step four, adjusting the diagonal braces 17 to enable the actual plane positions of the two arched rib structural units which are hoisted in place to be matched with the designed plane positions, and hoisting the arch foot cross braces 9.1 and the wind brace cross bars 8.
And fifthly, after the wind brace cross bars 8 are hoisted and connected, dismantling diagonal braces 17 on the two arch ribs 4.
Step six, according to the construction process of the step three and the step five, the arch rib 4 of the next lower-bearing type tied arch bridge structural unit is hoisted, and the installation of the arch rib 4, the wind bracing cross rod 8 and the arch foot cross rod 9.1 is completed.
Step seven, installing connecting pieces 16 between adjacent lower-bearing type tied arch bridge structural units for temporary fixation; the connection pieces 16 are arranged at intervals along the arch axis direction, and both ends of the connection piece 16 are detachably connected to the arch ribs 4 on both sides thereof, respectively, as shown in fig. 15.
Step eight, erecting a cast-in-situ bracket of arch springing concrete 5.2 and a cast-in-situ bracket of end beam concrete 9.2, and prepressing the cast-in-situ bracket.
And step nine, installing a template of arch springing concrete 5.2 and a template of end beam concrete 9.2.
And step ten, stretching the prestressed reinforcement in the opposite end cross beam 9 when the strength of the concrete reaches more than 90% of the design strength and the age is not less than 7 days.
Step eleven, using the beam steel skeleton 6.1 as a support, suspending and pouring a construction platform of the beam concrete 6.2 on the beam steel skeleton 6.1, as shown in fig. 16.
Step twelve, hoisting the middle cross beam 18 in the order from the arch springing 5 to the midspan.
And thirteenth, installing bridge decks 26 in the order from the arch springes 5 to the midspan, and pouring wet joints of the pavement slab and integrally paving the bridge deck.
Fourteen, after the concrete strength reaches more than 80% of the design strength, dismantling the cast-in-situ bracket of the arch springing concrete 5.2 and the cast-in-situ bracket of the end beam concrete 9.2 and the connecting piece 16.
Fifteen, installing a pavement structure and a guardrail bridge deck structure.
Sixthly, after the construction of the pavement structure and the guardrail bridge deck structure is completed, the tension of the suspender 7 is adjusted again, and meanwhile, the longitudinal section line shape of the arch bridge structure is controlled to meet the design requirement, so that the construction of the arch bridge structure is completed.
In the first embodiment, when constructing the pier column 1, two limiting columns 12 are respectively embedded at the top of the pier column 1 and at the left and right sides of the arch rib 4 to be constructed, and a space is reserved between the limiting columns 12 and the steel arch seats 5.1 at the bottom ends of the corresponding side arch ribs 4; a horizontal limiting plate 13 is connected to one side, close to the steel arch seat 5.1, of the limiting column 12; a limiting block 14 is connected to the top of the limiting plate 13.
In the embodiment, when the tie beam steel skeleton 6.1, the arch rib 4 and the suspender 7 are assembled in the second step, the tie beam steel skeleton 6.1 and the arch rib 4 are all provided with preset arches, the suspender 7 is installed after the arch rib 4 and the tie beam steel skeleton 6.1 are welded, and a tensile force is applied to the suspender 7;
in the third step, the diagonal braces 17 are distributed on two sides of the end portions of the arch ribs 4 in the arch rib structural unit, wherein the bottom ends of the diagonal braces 17 are anchored in the soil body 32 through the supporting ground anchors 31, and the top ends of the diagonal braces 17 are abutted against the side surfaces of the corresponding sides of the arch ribs 4.
In the embodiment, in step eleven, the construction platform comprises a cushion block 21, an upper cross bar 22, a lower cross bar 23 and a pull rod 20; at least two groups of cushion blocks 21 are arranged at the top of the tie beam steel skeleton 6.1 at intervals along the transverse direction; wherein each set of pads 21 is longitudinally spaced apart; and the height of each cushion block 21 is larger than the thickness of the tie beam concrete 6.2 to be poured; the upper cross bars 22 are provided with a group and are longitudinally and parallelly paved at the top of the cushion block 21 at intervals; and the two ends of the upper cross rod 22 respectively exceed the two lateral surfaces of the tie beam concrete 6.2 to be poured; the two groups of the pull-out rods 20 are respectively connected to the two ends of the upper cross rod 22 beyond the two side surfaces of the tie beam concrete 6.2 to be poured; the lower cross bars 23 are arranged below the bottom of the beam concrete 6.2 to be poured at intervals in parallel along the longitudinal direction; and a space is reserved between the lower cross bar 23 and the bottom of the tie beam concrete 6.2 to be poured; the two sides of the lower cross bar 23 are hung on the upper cross bar 22 through corresponding pull-and-connect bars 20;
in step eleven, when the tie beam concrete 6.2 is poured, the bottom templates 27 of the tie beam concrete 6.2 are laid above the bottom rails 23, the side templates 28 of the tie beam concrete 6.2 are supported on the bottom templates 27 and are positioned on both sides of the tie beam concrete 6.2 to be poured, and the counter screws 29 are tied between the side templates 28 on both sides.
In the embodiment, in step eleven, both ends of the lower cross bar 23 extend beyond both ends of the upper cross bar 22, and the extending part of the lower cross bar is paved with an upper template to form an operation platform; both ends of the lower cross bar 23 are respectively provided with a guard rail 30.
In this embodiment, the specific method for hoisting the middle beam 18 in the step twelve is as follows: the inner sides of two tie beams 6 in the lower-bearing type tied arch bridge structural unit are respectively connected with embedded steel plate joints 25 at intervals in the longitudinal direction, the middle cross beam 18 is hoisted to the designed position, and two ends of the middle cross beam 18 are respectively correspondingly connected with the embedded steel plate joints 25 on the two tie beams 6.
In this embodiment, the connecting member 16 is made of a section steel, and two sides of the section steel are detachably connected with the ribs 4 on two sides thereof by bolts.
In this embodiment, in order to improve the overall stability of the arch bridge structure, a platform tie beam 24 is connected between adjacent platforms 19.
The above embodiments are not exhaustive of the specific embodiments, and other embodiments are possible, and the above embodiments are intended to illustrate the present invention, not to limit the scope of the present invention, and all applications that come from simple variations of the present invention fall within the scope of the present invention.
Claims (7)
1. The construction method of the arch bridge structure formed by the lower-bearing type tied arch bridge structural units is characterized by comprising pier columns (1), pier column connecting tie beams (2), supports (3) arranged at the tops of the pier columns (1), arch ribs (4), arch feet (5) arranged at the bottoms of the two ends of the arch ribs (4), tie beams (6) connected between the two ends of the arch ribs (4) and hanging rods (7) connecting the tie beams (6) with the arch ribs (4); the arch rib (4) is correspondingly supported on the support (3) through an arch foot (5) at the bottom of the arch rib; the method is characterized in that: the two arch ribs (4) are arranged at intervals in parallel in the transverse direction, and a wind bracing cross rod (8) is connected between the two arch ribs (4); the arch rib (4) is made of steel members; perforations are arranged on the arch rib (4) at the connecting positions corresponding to the suspenders (7); the arch springing (5) comprises a steel arch base (5.1) and arch springing concrete (5.2) poured on the outer side of the steel arch base (5.1); wherein, the steel arch base (5.1) is vertically connected to the support (3); an end cross beam (9) is connected between the arch feet (5) on the corresponding side of the two arch ribs (4); the end cross beam (9) comprises an arch foot cross brace (9.1) and end cross beam concrete (9.2) poured outside the arch foot cross brace (9.1); two ends of the arch foot cross brace (9.1) are respectively correspondingly connected with the steel arch seats (5.1) in the arch feet (5) at two sides of the arch foot cross brace; the end beam concrete (9.2) and the arch springing concrete (5.2) are integrally cast and formed; the tie beam (6) is a steel skeleton concrete structure and comprises a tie beam steel skeleton (6.1), prestressed steel bars and tie beam concrete (6.2) poured outside the tie beam steel skeleton (6.1) and the prestressed steel bars; the cross section of the tie beam steel skeleton (6.1) is a box section, and holes are respectively formed in the top surface and the bottom surface of the tie beam steel skeleton (6.1) and the positions where the corresponding suspenders (7) are connected; a vertical suspender sleeve (10) is connected between the top surface hole and the bottom surface hole of the tie beam steel skeleton (6.1); the upper end of the suspender (7) is penetrated in the perforation of the arch rib (4) and is detachably connected with the arch rib (4), and the lower end of the suspender (7) is penetrated in the suspender sleeve (10) in the tie beam steel skeleton (6.1) and is detachably connected with the tie beam steel skeleton (6.1); the tie beams (6) on the two arch ribs (4) are connected through a group of middle cross beams (18);
the arch bridge structure formed by the lower-bearing type tied arch bridge structural units comprises a group of arch bridge structural units, wherein the group of arch bridge structural units comprises two arch ribs (4), and the group of arch bridge structural units are arranged at the top of a bearing platform (19) in parallel at intervals along the transverse direction; the concrete of the pier column (1) of the arch bridge structural unit and the concrete of the bearing platform (19) are integrally cast and formed; the distance between two adjacent arch bridge structural units is 400 cm-600 cm; bridge decks (26) are paved on the middle cross beam (18) of the arch bridge structural units and at positions between two adjacent arch bridge structural units;
the method comprises the following steps:
firstly, constructing pier columns (1), connecting the pier columns with tie beams (2), and installing supports (3) on the pier columns (1);
step two, manufacturing arch ribs (4), tie beam steel frameworks (6.1), hanging rods (7) and wind bracing cross bars (8) in a segmented manner in a factory, assembling the arch ribs (4), the tie beam steel frameworks (6.1) and the hanging rods (7) into a whole-hoisting arch rib structural unit, and then transporting to a construction site for assembly;
step three, hoisting the assembled arch rib structural units in the step two in sequence: after the first arch rib structural unit is hoisted in place, diagonal braces (17) are arranged on two sides of the first arch rib structural unit for temporary fixation, so that the first arch rib structural unit is kept stable; then, continuously hoisting the next arch rib structural unit, and after the second arch rib structural unit is in place, installing diagonal braces (17) on two sides of the second arch rib structural unit for temporary fixation so as to keep the second arch rib structural unit stable;
step four, adjusting diagonal braces (17) to enable actual plane positions of two arch rib structural units which are hoisted in place to be matched with the designed plane positions, and hoisting arch foot cross braces (9.1) and wind brace cross bars (8);
step five, dismantling diagonal braces (17) on the two arch ribs (4) after each wind brace cross rod (8) is hoisted and connected;
step six, according to the construction process of the step three and the step five, hoisting the arch rib (4) of the next arch bridge structural unit, and finishing the installation of the arch rib (4), the wind bracing cross rod (8) and the arch foot cross brace (9.1);
step seven, installing connecting pieces (16) between adjacent arch bridge structural units for temporary fixation; the connecting pieces (16) are arranged at intervals along the arch axis direction, and two ends of each connecting piece (16) are detachably connected with arch ribs (4) on two sides of each connecting piece;
step eight, erecting a cast-in-situ bracket of arch foot concrete (5.2) and a cast-in-situ bracket of end beam concrete (9.2), and prepressing the cast-in-situ bracket;
step nine, installing a template of arch springing concrete (5.2) and a template of end beam concrete (9.2);
tenth, stretching the prestressed reinforcement in the opposite end cross beam (9) when the strength of the concrete reaches more than 90% of the design strength and the age is not less than 7 days;
eleven, using a beam steel skeleton (6.1) as a support, suspending and pouring a construction platform of beam concrete (6.2) on the beam steel skeleton (6.1);
step twelve, hoisting the middle cross beam (18) in the order from the arch springing (5) to the midspan;
thirteenth, installing bridge decks (26) according to the sequence from the arch springes (5) to the midspan, and pouring wet joints of the pavement boards and integrally paving the bridge decks;
fourteen, after the concrete strength reaches more than 80% of the design strength, dismantling the cast-in-situ bracket of the arch springing concrete (5.2), the cast-in-situ bracket of the end beam concrete (9.2) and the connecting piece (16);
fifteen, installing a pavement structure and a guardrail bridge deck structure;
sixthly, after the construction of the pavement structure and the guardrail bridge deck structure is completed, the tension of the suspender (7) is adjusted again, and meanwhile, the longitudinal section line shape of the arch bridge structure is controlled to meet the design requirement, so that the construction of the arch bridge structure is completed.
2. A method of constructing an arch bridge structure according to claim 1, wherein: a circle of horizontal lapping plates (11) are arranged at the lower part of the steel arch base (5.1) along the outer side surface of the steel arch base (5.1), and the outer edge of each lapping plate (11) is rectangular; two limit posts (12) are respectively arranged at the top of the pier stud (1) and at the left side and the right side of the lapping plate (11), and the limit posts (12) at the left side of the lapping plate (11) are correspondingly arranged with the limit posts (12) at the right side; a space is reserved between the limit column (12) and the side edge of the lapping plate (11) at the corresponding side, and a horizontal limit plate (13) for supporting the lapping plate (11) is arranged on the limit column (12) at one side close to the lapping plate (11); a limiting block (14) is connected to the top of the limiting plate (13) and positioned between the limiting column (12) and the lapping plate (11); the lower end of the steel arch support (5.1) is supported on the support (3), and the lap plate (11) at the lower part of the steel arch support (5.1) is clamped between the limiting blocks (14) at the left side and the right side.
3. A method of constructing an arch bridge structure according to claim 1, wherein: the cross section of each arch rib (4) is rectangular and is formed by welding steel plates; vertical stiffening plates (15) are arranged in the arch rib (4) at intervals along the axis direction of the arch rib.
4. A method of constructing an arch bridge structure according to claim 1, wherein: in the first step, when the pier column (1) is constructed, two limit columns (12) are respectively embedded at the top of the pier column (1) and at the left side and the right side of an arch rib (4) to be constructed, and a space is reserved between the limit columns (12) and a steel arch base (5.1) at the bottom end of the arch rib (4) at the corresponding side; a horizontal limiting plate (13) is connected to one side, close to the steel arch seat (5.1), of the limiting column (12); the top of the limiting plate (13) is connected with a limiting block (14).
5. A method of constructing an arch bridge structure according to claim 1, wherein: when the beam steel framework (6.1), the arch rib (4) and the suspender (7) are assembled in the second step, the beam steel framework (6.1) and the arch rib (4) are provided with preset arches, the suspender (7) is installed after the welding of the arch rib (4) and the beam steel framework (6.1) is finished, and tension is applied to the suspender (7);
in the third step, the diagonal braces (17) are distributed on two sides of the end parts of the arch ribs (4) in the arch rib structure unit, wherein the bottom ends of the diagonal braces (17) are anchored in soil bodies (32) through supporting ground anchors (31), and the top ends of the diagonal braces (17) are propped against the side surfaces of the corresponding sides of the arch ribs (4).
6. A method of constructing an arch bridge structure according to claim 1, wherein: in the eleventh step, the construction platform comprises a cushion block (21), an upper cross rod (22), a lower cross rod (23) and a pull rod (20); at least two groups of cushion blocks (21) are arranged at the top of the tie beam steel skeleton (6.1) at intervals along the transverse direction; wherein each group of cushion blocks (21) is longitudinally arranged at intervals; the height of each cushion block (21) is larger than the thickness of the tie beam concrete (6.2) to be poured; the upper cross bars (22) are arranged in a group and are paved at the top of the cushion block (21) at intervals in parallel along the longitudinal direction; and the two ends of the upper cross rod (22) respectively exceed the two side surfaces of the tie beam concrete (6.2) to be poured; the two groups of the pull-out rods (20) are respectively connected to the positions, beyond the two side surfaces of the tie beam concrete (6.2) to be poured, of the two ends of the upper cross rod (22); the lower cross bars (23) are arranged below the bottom of the beam concrete (6.2) to be poured at intervals in parallel along the longitudinal direction; a space is reserved between the bottom cross rod (23) and the bottom of the tie beam concrete (6.2) to be poured; the two sides of the lower cross rod (23) are hung on the upper cross rod (22) through corresponding pull-out rods (20).
7. A method of constructing an arch bridge structure according to claim 1, wherein: the specific method for hoisting the middle cross beam (18) in the step twelve comprises the following steps: the method comprises the steps of firstly connecting embedded steel plate joints (25) at intervals in the longitudinal direction on the inner sides of two tie beams (6) in a lower-bearing type tied arch bridge structural unit, hoisting a middle cross beam (18) to a designed position, and correspondingly connecting two ends of the middle cross beam (18) with the embedded steel plate joints (25) on the two tie beams (6).
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| CN109137715B (en) * | 2018-10-23 | 2021-08-10 | 邓泽仲 | Steel constructs arch bridge |
| CN109056552B (en) * | 2018-10-23 | 2021-06-11 | 浙江金港重工科技有限公司 | Construction method of steel-structure arched bridge |
| CN109736179B (en) * | 2019-01-23 | 2021-01-01 | 中铁十局集团第四工程有限公司 | Assembled construction method for tied arch bridge |
| CN111041968A (en) * | 2019-12-31 | 2020-04-21 | 深圳市桥博设计研究院有限公司 | Large-span double-arch-shaft combined arch bridge and design and construction method thereof |
| CN111636289A (en) * | 2020-05-20 | 2020-09-08 | 广西大学 | Novel steel pipe concrete arch bridge and construction method thereof |
| CN112982181B (en) * | 2021-02-05 | 2022-11-08 | 中交第三公路工程局有限公司 | Construction method for steel-concrete combined section of through-type steel box continuous arch bridge |
| CN113235388B (en) * | 2021-05-20 | 2024-02-09 | 中交第二公路勘察设计研究院有限公司 | Flexible tied arch bridge structure with adjustable arch seat rigidity |
| CN114108445A (en) * | 2021-09-17 | 2022-03-01 | 上海建工一建集团有限公司 | Longitudinal beam and arch rib forming control device of steel arch bridge |
| CN114250690B (en) * | 2022-01-25 | 2023-11-21 | 山东省交通规划设计院集团有限公司 | Steel-concrete combined arch base suitable for steel pipe concrete arch bridge |
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