CN107268458B - Double-width continuous rigid frame bridge tie rod arch reinforcing structure and construction method thereof - Google Patents
Double-width continuous rigid frame bridge tie rod arch reinforcing structure and construction method thereof Download PDFInfo
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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
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
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- E—FIXED CONSTRUCTIONS
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- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D12/00—Bridges characterised by a combination of structures not covered as a whole by a single one of groups E01D2/00 - E01D11/00
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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
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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Abstract
A tie rod arch reinforcing structure of a double-width continuous rigid frame bridge is characterized in that a main arch ring is composed of a concrete arch rib and a steel arch abutment, and the steel arch abutment is buried in an arch abutment cross beam between two inner webs above a pier; the arch support cross beam is internally provided with a tie bar which is embedded through a conduit and is anchored after being tensioned; the suspender anchoring cross beams which are symmetrically arranged between the two inner webs with the midspan center line of the bridge as the center are arranged along the bridge direction; the upper end and the lower end of the suspender respectively penetrate through the corresponding conduits on the concrete arch rib and the suspender anchoring beam and are anchored after being tensioned. The size of the arch support cross beam in the reinforced structure and the number of the steel stranded wires in each tie bar are obtained according to a company, so that the horizontal displacement of the arch support cross beam is not more than [ delta ], and a reliable foundation is provided for the main arch ring; the tie bar in the arch support cross beam can balance the horizontal force generated on the arch support cross beam by the automobile load, the tension suspender and the self weight of the main arch ring, so that the arch support cross beam and the main arch ring are in the optimal stress state; a set of complete construction technical scheme is provided for solving the problem of overlarge mid-span and mid-span downward deflection of the double-amplitude continuous rigid frame bridge.
Description
Technical Field
The invention relates to bridge engineering, in particular to a tie rod arch reinforcing structure suitable for a double-width continuous rigid frame bridge and a construction method thereof.
Background
After a large number of double-width continuous rigid frame bridges are put into use, diseases often occur, wherein a typical disease is that the midspan of the continuous rigid frame bridge generates overlarge downwarping.
In order to solve the technical problem, the patent document CN102322019a discloses a tie-bar arch-T-shaped rigid frame cooperative system bridge. The system is characterized in that concrete arch ribs, tie bars and hanger rods are additionally arranged in a common T-shaped rigid frame main beam, and the T-shaped rigid frame is made of concrete materials. The engineering cost is lower than that of a cable-stayed bridge or a suspension bridge with the same span, and the bridge is suitable for a large-span bridge structure; and an arch system is adopted, so that the structure has no horizontal thrust and has low requirement on the foundation.
However, when the technology is applied to solve the above-mentioned problems of the double-width continuous rigid frame bridge, the following technical obstacles exist:
(1) A complete and effective construction technical scheme is lacked;
(2) The lack of an effective anchoring method at the bowstring arch springing;
(3) The above patent document does not determine the tension of the tie bar, and excessive application of the tie bar tension may cause the destruction of the abutment beam and the redistribution of the main arch ring stress; if the tension of the tie bar is insufficient, the main arch ring can generate horizontal pushing force at the arch springing position.
The invention content is as follows:
the invention aims to provide a double-width continuous rigid frame bridge tie rod arch reinforcing structure and a construction method thereof, which have the advantages of simple structure, complete construction technical scheme, quick construction, safety, reliability and good economical efficiency.
In order to achieve the purpose, the tie rod arch reinforcing structure of the double-width continuous rigid frame bridge comprises a main arch ring, tie rods and hanging rods; the method is characterized in that:
the main arch ring is composed of a concrete arch rib and two steel arch seats respectively connected with two ends of the concrete arch rib, and the arch axis of the main arch ring is a secondary parabola; the two steel arch seats are respectively embedded in an arch seat cross beam, and the arch seat cross beam is arranged above the pier and between two inner webs of the double-width continuous rigid frame bridge; the number of the tie bars is 3-10 (selected according to the transverse bridge width of the arch support cross beam), each tie bar respectively passes through the conduit a horizontally and uniformly embedded in the arch support cross beam at intervals, and the two ends of each tie bar are anchored on the two arch support cross beams after being tensioned; the suspender anchoring beams which are symmetrical to each other and are uniformly arranged between the two inner webs of the double-width continuous rigid frame bridge at intervals are arranged along the bridge direction by taking the midspan central line of the continuous rigid frame bridge as the center, and a conduit b which is vertically embedded is arranged in the suspender anchoring beams; a conduit c vertically corresponding to and embedded in the conduit b is vertically arranged in the concrete arch rib; the upper end and the lower end of the suspender respectively penetrate through the guide pipe c and the guide pipe b which correspond to each other, and the suspender is anchored on the concrete arch rib and the suspender anchoring beam after being tensioned;
the length b of the arch support beam along the bridge direction GZ ＝0.3L 0 ～0.6L 0 Transverse bridge width equal to D b Height h of GZ Calculated as follows:
wherein:
L 0 : the length (m) of the zero number block of the main beam,
roundup [ number, num _ digits ], number is any real number that needs to be rounded up, the decimal place of the rounded number of Num _ digits (e.g., roundup [5.325,1] =5.4, and roundup [3,1] = 3.0),
E c : the modulus of elasticity (MPa) of the abutment beam concrete,
b GZ : the length (m) of the arch base beam along the bridge direction,
D b : the clear distance (m) between the two inner webs,
f: the rise (m) of the arch axis,
l: the span of the midspan (m),
N ml : the maximum axial pressure (kN) generated by the automobile load at the arch springing can be calculated by establishing a bridge structure finite element model,
N d : the axial pressure (kN) generated by the tensioning suspension rod at the arch springing can be calculated by establishing a bridge structure finite element model,
N G : the axial pressure (kN) generated by the self weight of the main arch ring at the arch springing can be calculated by establishing a bridge structure finite element model,
[ Delta ]: the allowable value (mm) of the horizontal displacement of the arch support beam can be calculated by establishing a bridge structure finite element model;
the number n of the steel strands in each tie bar is calculated according to the following formula:
in the formula:
roundup [ number, num _ digits ], number is any real number that needs to be rounded up, the decimal number of the rounded number of Num _ digits (e.g., roundup [5.325,1] =5.4, and further e.g., roundup [3,1] = 3.0),
f: the rise (m) of the arch axis,
l: the span of the midspan (m),
σ con : the tension control stress of the steel strand is 1302-1395 (MPa),
A P1 : cross-sectional area (mm) of single steel strand 2 )，
N PS : the number of tracks of the tie-bars,
N ml : the maximum axial pressure (kN) generated by the automobile load at the arch springing can be calculated by establishing a bridge structure finite element model,
N d : the axial pressure (kN) generated by the tensioning suspension rod at the arch springing can be calculated by establishing a bridge structure finite element model,
N G : the axial pressure (kN) generated by the self weight of the main arch ring at the arch springing can be calculated by establishing a bridge structure finite element model.
The construction method of the tied arch reinforced structure of the double-width continuous rigid frame bridge comprises the following steps:
step one, building an arch center cross beam
Roughening the surface of the double-width inner web plate at the position of the arch support beam, planting ribs, coating epoxy resin, then erecting a template, binding the reinforcing steel bars of the arch support beam, and pouring concrete to form an arch support beam, meanwhile, forming a hole above the arch support beam, pre-burying a steel arch support in each arch support beam through the hole, and pre-burying a conduit a for a tie bar to pass through in each arch support beam;
step two, constructing a suspender anchoring beam
Chiseling and planting bars on the surface of the double-width inner web plate provided with the suspender anchoring beam, then coating epoxy resin, then erecting a template, binding the bars and pouring concrete to form the suspender anchoring beam, meanwhile, forming a hole above the suspender anchoring beam, and vertically pre-burying a guide pipe b for the suspender to pass through in the suspender anchoring beam after penetrating the hole;
step three, constructing concrete arch rib
Erecting a template, binding reinforcing steel bars, pouring concrete to form a concrete arch rib connected with a steel arch support, and simultaneously embedding a guide pipe c for a suspender to pass through in the concrete arch rib;
step four, mounting and tensioning the tie bar
Two ends of the tie bar respectively penetrate through the corresponding guide pipes a in the two arch support cross beams, and are anchored on the arch support cross beams after being tensioned according to the tension force;
step five, tensioning the suspender
And (4) enabling the suspender to penetrate through the guide pipe b and the guide pipe c which vertically correspond to each other one by one, performing tensioning according to a conventional method, and anchoring on the suspender anchoring beam and the concrete arch rib to finish construction.
The invention has the beneficial effects that:
(1) The invention constructs the arch support beam according to the limited structure size, and can effectively ensure the maximum axial pressure N generated by the automobile load at the arch foot of the arch support beam ml Axial pressure N generated by the tensioning suspender at the arch springing d And the axial pressure N generated by the self weight of the main arch ring at the arch springing G Under the combined action of equal load on the arch seat cross beam (not counting the contribution of horizontal tension of the tie bar), the horizontal displacement does not exceed [ delta ]]The rigidity of the arch support beam is ensured, so that the main arch ring can be in a good stress state, and the safety of the main arch ring can be effectively ensured under the extreme condition that the tie bar fails, thereby providing a reliable foundation for the main arch ring.
(2) In the invention, after the number of the tie bars in the arch support cross beam is selected according to the transverse bridge width of the arch support cross beam, the number of the steel stranded wires in the single tie bar is calculated according to a formula
To determine the maximum axial pressure N which can be exactly balanced and is generated by the load of the vehicle at the arch foot ml Axial pressure N generated by the tensioning suspender at the arch springing d And the axial pressure N generated by the self weight of the main arch ring at the arch springing G The horizontal force generated by the equal load on the arch support cross beam enables the arch support cross beam and the main arch ring to be in the optimal stress state.
(3) According to the invention, the main arch ring is arranged on the arch support cross beam, and the reinforcement of the double-width continuous rigid frame bridge can be completed only by 1 set of tied arch reinforcement structure.
(4) The invention provides a complete, effective and unique construction technical scheme for effectively solving the defect of excessive midspan and downwarp of the midspan of the double-amplitude continuous rigid frame bridge.
Description of the drawings:
FIG. 1 is a schematic elevation view of a tie-rod arch reinforcing structure of a double-frame continuous rigid frame bridge, wherein ZXX represents a mid-span center line, and GZX represents an arch axis of a main arch ring;
FIG. 2 isbase:Sub>A cross-sectional view A-A of FIG. 1;
FIG. 3 is a sectional view taken along line B-B of FIG. 1;
in the figure: the method comprises the following steps of 1-double continuous rigid frame bridge, 2-arch support cross beam, 3-inner web plate, 4-anchoring cross beam, 51-conduit a, 52-conduit b, 53-conduit c, 6-main arch ring, 61-concrete arch rib, 62-steel arch support, 7-suspender, 8-tie bar and 9-pier.
The specific implementation mode is as follows:
the invention is further illustrated by the following figures and examples.
As shown in FIG. 1, the bridge combination of the double continuous rigid frame bridge 1 to be reinforced in this embodiment is (65 +120+ 65) m, the mid-span L of the bridge is =120m, and the length L of the zero-number block of the main beam is L 0 =10m, clear distance D of two inner webs 3 b =10m, with a mid-span down-deflection of 18.0cm.
The reinforcing structure for reinforcing the arch support comprises a main arch ring 6, a tie bar 8 and a suspender 7; the main arch ring 6 consists of a concrete arch rib 61 and concrete arch ribs respectivelyThe two steel arch bases 62 connected at two ends are formed, the arch axis of the main arch ring 6 is a quadratic parabola, the rise of the arch axis is f =26.7m, the section of the concrete arch rib 61 is 4m (forward bridge direction) multiplied by 2.4m (transverse bridge direction), and the wall thickness is 0.6m; the section of the steel arch base 62 is 4m (along the bridge direction) multiplied by 2.4m (transverse bridge direction), the wall thickness is 40mm, and the steel arch base is made of Q345 steel; the two steel arch seats 62 are respectively embedded in the arch seat cross beams 2, and the arch seat cross beams are respectively arranged between the two inner webs 3 above the bridge piers 9; the number of the tie bars 8 is 4, the tie bars are horizontally embedded in the arch support cross beams 2 at intervals of 200cm through 4 guide pipes a51 with the diameter of phi 200mm, and two ends of each tie bar are anchored on the two arch support cross beams after being tensioned; 9 suspender anchoring beams 4 which are symmetrically arranged between two inner webs 3 and are spaced by 10m are arranged along the bridge direction by taking the midspan central line of the double-width continuous rigid frame bridge as the center, the length of the suspender anchoring beam is 2m, and the width of the transverse bridge direction is 10m (equal to the clear distance D between the two inner webs) b ) The height is 1m, a conduit b52 which is vertically embedded and has the diameter of phi 100mm is arranged in the suspender anchoring beam; a conduit c53 which is vertically corresponding to the conduit b, is vertically embedded and has the diameter of phi 100mm is arranged in the concrete arch rib 61; the upper end and the lower end of the nine suspenders with different lengths respectively penetrate through the corresponding guide pipe c and the guide pipe b, and are anchored on the concrete arch rib and the suspender anchoring beam after being tensioned.
Calculating by the established bridge structure finite element model to obtain:
(1) Maximum axial pressure N generated by automobile load at arch foot ml ＝1700kN，
(2) Axial pressure N generated by self-weight of main arch ring at arch foot G ＝15580kN，
(3) Axial pressure N generated by tensioning suspender at arch foot d ＝2100kN，
(4) The allowable value [ delta ] =0.5mm of the horizontal displacement of the arch support beam;
clear distance D between two inner webs of arch support beam 2 b =8.5m (equal to the transverse bridge width of the arch support beam) and the length b of the arch support beam 2 along the bridge direction GZ ＝0.3L 0 ～0.6L 0 Get b GZ =3.5m; the arch center beam 2 is constructed by C50 concrete, and the design specification of the reinforced concrete and prestressed concrete bridges and culverts of the highway (D62-2004) can be checkedElastic modulus E of concrete of arch foundation beam 2 c ＝3.45×10 4 MPa, arch base beam height h GZ Comprises the following steps:
the tie bars 8 are arranged 4 times in total (i.e., the number N of the tie bars 8) PS = 4), wherein a single tie rod consists of n standard steel strands of nominal diameter 15.20mm, 1 × 7; cross-sectional area A of single steel strand P1 ＝140mm 2 Tension control stress sigma of steel strand con =1395MPa, the number n of steel strands in a single tie bar is as follows:
the construction of the tie rod arch reinforced structure of the embodiment comprises the following steps:
step one, building an arch center cross beam
Roughening the surfaces of the two inner webs at the position where the arch support cross beam is arranged, planting ribs, then coating epoxy resin, then building a template, binding the reinforcement of the arch support cross beam, and pouring C50 concrete to form the arch support cross beam, meanwhile, forming a hole above the arch support cross beam, pre-embedding a steel arch support in each arch support cross beam through the hole, and pre-embedding a conduit a for the tie bar to pass through in the arch support cross beam;
step two, constructing a suspender anchoring beam
Roughening the surfaces of the two inner webs at the position where the suspender anchoring beam is arranged, planting bars, coating epoxy resin, then erecting a template, binding the bars, pouring C50 concrete to form the suspender anchoring beam, simultaneously forming a hole above the suspender anchoring beam, and vertically pre-burying a guide pipe b for the suspender to pass through in the suspender anchoring beam after penetrating the hole;
step three, constructing concrete arch rib
Erecting a template, binding reinforcing steel bars, pouring C50 concrete to form a concrete arch rib connected with a steel arch support, and simultaneously embedding a guide pipe C for a suspender to pass through in the concrete arch rib;
step four, mounting and tensioning the tie bar
Respectively passing two ends of 4 tie rods through the corresponding guide tubes a in two arch support beams according to the tension sigma con The =1395MPa is anchored on an arch base beam after being tensioned;
step five, tensioning the suspender
And (4) enabling the suspender to penetrate through the guide pipe b and the guide pipe c which vertically correspond to each other one by one, performing tensioning according to a conventional method, and anchoring on the suspender anchoring beam and the concrete arch rib to finish construction.
Claims (2)
1. A tie rod arch reinforcing structure of a double-width continuous rigid frame bridge comprises a main arch ring (6), tie rods (8) and hanger rods (7); the method is characterized in that:
the main arch ring (6) is composed of a concrete arch rib (61) and two steel arch seats (62) respectively connected with two ends of the concrete arch rib, and the arch axis of the main arch ring is a quadratic parabola; the two steel arch seats are respectively embedded in an arch seat cross beam (2), and the arch seat cross beam is arranged above the pier (9) and between the two inner webs (3) of the double-width continuous rigid frame bridge; the number of the tie bars (8) is 3-10, each tie bar respectively passes through a conduit a (51) which is horizontally and uniformly embedded in the arch support cross beam (2) at intervals, and two ends of each tie bar are anchored on the two arch support cross beams (2) after being tensioned; suspension rod anchoring beams (4) which are symmetrical to each other and are uniformly distributed between the inner webs (3) of the two continuous rigid frame bridges at intervals are arranged along the bridge direction by taking the midspan central line of the continuous rigid frame bridge (1) as the center, and vertically embedded guide pipes b (52) are arranged in the suspension rod anchoring beams (4); a conduit c (53) vertically embedded and vertically corresponding to the conduit b is arranged in the concrete arch rib (61); the upper end and the lower end of the suspender (7) respectively penetrate through the corresponding guide pipe c and the guide pipe b, and the suspender is anchored on the concrete arch rib and the suspender anchoring beam (4) after being tensioned;
the length b of the arch support beam along the bridge direction GZ ＝0.3L 0 ～0.6L 0 Transverse bridge width equal to D b Height h GZ Calculated as follows:
wherein:
L 0 : the length of the zero number block of the main beam,
roundup [ number, num _ digits ], number is any real number that needs to be rounded up, the number of decimal digits of the number after Num _ digits rounding,
E c : the modulus of elasticity of the abutment beam concrete,
b GZ : the length of the arch support beam along the bridge direction,
D b : the clear distance between the two inner web plates,
f: the rise of the arch axis is the height of the arch axis,
l: the span-span of the middle span,
N ml : the maximum axial pressure of the automobile load generated at the arch springing can be calculated by establishing a bridge structure finite element model,
N d : the axial pressure generated by the tensioning suspension rod at the arch springing can be calculated by establishing a bridge structure finite element model,
N G : the axial pressure generated by the self weight of the main arch ring at the arch springing can be calculated by establishing a bridge structure finite element model,
[ Delta ]: the allowable value of the horizontal displacement of the arch support beam can be calculated by establishing a bridge structure finite element model;
the number n of the steel strands in each tie bar is calculated according to the following formula:
in the formula:
roundtrip [ number, num _ digits ], number being any real number that needs to be rounded up, the number of decimal places of the number after Num _ digits are rounded,
f: the rise of the arch axis is the height of the arch axis,
l: the span-span of the middle span,
σ con : the tension of the steel strand controls the stress,
A P1 : the cross-sectional area of a single steel strand,
N PS : the number of tracks of the tie-bars,
N ml : the maximum axial pressure of the automobile load generated at the arch springing can be calculated by establishing a bridge structure finite element model,
N d : the axial pressure generated by the tensioning suspension rod at the arch springing can be calculated by establishing a bridge structure finite element model,
N G : the axial pressure generated by the self weight of the main arch ring at the arch springing can be calculated by establishing a bridge structure finite element model.
2. The method for constructing the tied arch reinforced structure of the double-width continuous rigid frame bridge, which is characterized by comprising the following steps:
step one, building an arch center cross beam
Roughening the surfaces of double inner webs opposite to the position of the arch support beam, planting ribs, coating epoxy resin, then erecting a template, binding the reinforcing steel bars of the arch support beam, pouring concrete to form the arch support beam, simultaneously forming a hole above the arch support beam, pre-burying a steel arch support in each arch support beam through the hole, and pre-burying a conduit a for a tie bar to pass through in the arch support beam;
step two, constructing a suspender anchoring beam
Roughening the surface of a double-width inner web plate opposite to the position of the suspender anchoring beam, planting bars, coating epoxy resin, then erecting a template, binding the bars and pouring concrete to form the suspender anchoring beam, meanwhile, forming a hole above the suspender anchoring beam, and vertically pre-burying a guide pipe b for the suspender to pass through in the suspender anchoring beam after penetrating the hole;
step three, constructing concrete arch rib
Erecting a template, binding reinforcing steel bars, pouring concrete to form a concrete arch rib connected with a steel arch support, and simultaneously embedding a guide pipe c for a suspender to pass through in the concrete arch rib;
step four, mounting and tensioning the tie bar
Two ends of the tie bar respectively penetrate through the corresponding guide pipes a in the two arch support crossbeams, and are anchored on the arch support crossbeams after being tensioned according to the tension force;
step five, tensioning the suspender
And (4) enabling the suspender to penetrate through the guide pipe b and the guide pipe c which vertically correspond to each other one by one, performing tensioning according to a conventional method, and anchoring on the suspender anchoring beam and the concrete arch rib to finish construction.
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| CN111218893B (en) * | 2020-01-20 | 2021-04-20 | 浙江大学城市学院 | Construction method for reinforcing existing line-crossing bridge by newly-added pier column bearing steel truss girder |
| CN111877121A (en) * | 2020-07-21 | 2020-11-03 | 詹刚毅 | Novel tied arch bridge structure and auxiliary tied bar arrangement method |
| CN113789712B (en) * | 2021-09-17 | 2023-10-13 | 上海建工一建集团有限公司 | Longitudinal beam and arch rib forming control method of steel arch bridge |
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