CN206941424U - A kind of double width continuous rigid frame bridge tied arch ruggedized construction - Google Patents
A kind of double width continuous rigid frame bridge tied arch ruggedized construction Download PDFInfo
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- CN206941424U CN206941424U CN201720686650.5U CN201720686650U CN206941424U CN 206941424 U CN206941424 U CN 206941424U CN 201720686650 U CN201720686650 U CN 201720686650U CN 206941424 U CN206941424 U CN 206941424U
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- 238000010276 construction Methods 0.000 title claims abstract description 24
- 239000000725 suspension Substances 0.000 claims abstract description 47
- 239000004567 concrete Substances 0.000 claims abstract description 33
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 24
- 239000010959 steel Substances 0.000 claims abstract description 24
- 230000015271 coagulation Effects 0.000 claims description 2
- 238000005345 coagulation Methods 0.000 claims description 2
- 201000010099 disease Diseases 0.000 abstract description 5
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 abstract description 5
- 238000006073 displacement reaction Methods 0.000 abstract description 3
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- 238000005516 engineering process Methods 0.000 description 4
- 239000003822 epoxy resin Substances 0.000 description 4
- 229920000647 polyepoxide Polymers 0.000 description 4
- 230000002787 reinforcement Effects 0.000 description 4
- 230000003014 reinforcing effect Effects 0.000 description 4
- 230000015572 biosynthetic process Effects 0.000 description 3
- 238000005266 casting Methods 0.000 description 3
- 238000004873 anchoring Methods 0.000 description 2
- 239000010426 asphalt Substances 0.000 description 2
- 230000001680 brushing effect Effects 0.000 description 2
- 238000007796 conventional method Methods 0.000 description 2
- 230000006378 damage Effects 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 239000000203 mixture Substances 0.000 description 2
- 230000004888 barrier function Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 239000011513 prestressed concrete Substances 0.000 description 1
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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Abstract
A kind of double width continuous rigid frame bridge tied arch ruggedized construction, main arch ring are made up of concrete arch rib and steel skewback, and steel skewback is embedded in the skewback crossbeam between two endosternums above bridge pier；There is the tie-rod buried by conduit, anchored after tensioning in skewback crossbeam；Along along bridge to there is the symmetrically suspension rod anchorage beam that is placed between two endosternums centered on the mid-span center line of bridge；The upper and lower ends of suspension rod are each passed through corresponding conduit on concrete arch rib and suspension rod anchorage beam, are anchored after tensioning.The radical of steel strand wires is tried to achieve by company in the size of skewback crossbeam and per pass tie-rod in the ruggedized construction, it is ensured that the horizontal displacement of skewback crossbeam is no more than [Δ], and reliable basis is provided for main arch ring；Tie-rod in skewback crossbeam can balanced car load, tensioning suspension rod and main arch ring from caused horizontal force on skewback crossbeam is focused on, skewback crossbeam and main arch ring is in optimal stress；To solve the construction technical schemes that the excessive disease of double width continuous rigid frame bridge mid-span middle span deflexion provides complete set.
Description
Technical field
Science of bridge building is the utility model is related to, particularly a kind of tied arch suitable for double width continuous rigid frame bridge reinforces knot
Structure.
Background technology
After substantial amounts of double width continuous rigid frame bridge comes into operation, some diseases often occur, wherein more typical disease is
The span centre of continuous rigid frame bridge mid-span produces excessive downwarp.
For this technical problem, CN102322019A patent documents disclose a kind of tied arch-T-shaped just structure co-operative system
Bridge.The system is that concrete arch rib, tie-rod and suspension rod are set up in general T-shaped just structure girder, and T-shaped just structure uses concrete material
Material.Its construction costs is lower than the cable-stayed bridge or suspension bridge of equal across footpath, is suitable for long-span bridge girder construction；Using donor system, make
Structure does not have horizontal thrust, low to fundamental importance.
But following technology barrier be present when being applied to solve the above-mentioned disease of double width continuous rigid frame bridge by the technology：
(1) complete, effective construction technical schemes are lacked；
(2) effective anchoring process is lacked at tied arch arch springing；
(3) above-mentioned patent document does not determine the stretching force of tie-rod, and excessive application tie member tensioning power may cause skewback horizontal
The destruction of beam and redistributing for main arch ring stress；Tie member tensioning power deficiency, then main arch ring can produce horizontal thrust at arch springing.
Utility model content：
The purpose of this utility model is to provide a kind of simple in construction, construction technology for the above-mentioned problems of the prior art
Scheme is perfect, quick construction, safe and reliable and good economy performance double width continuous rigid frame bridge tied arch ruggedized construction.
To achieve these goals, double width continuous rigid frame bridge tied arch ruggedized construction provided by the utility model, including master
Arch ring, tie-rod and suspension rod；It is characterized in：
Two steel skewbacks that the main arch ring connects by concrete arch rib and respectively with concrete arch rib both ends are formed, main
The arch of arch ring is second-degree parabola；Described two steel skewbacks are embedded in skewback crossbeam respectively, and skewback crossbeam is placed in bridge
Above pier, between the endosternum of the width of double width continuous rigid frame bridge two；The quantity of the tie-rod (presses the horizontal stroke of skewback crossbeam for 3~10
Bridge is chosen to width), per pass tie-rod is each passed through the conduit a that horizontal homogeneous interval is embedded in skewback crossbeam, after the tensioning of both ends
It is anchored on two skewback crossbeams；Along along bridge to have centered on the mid-span center line of continuous rigid frame bridge it is symmetrical, uniformly between
Suspension rod anchorage beam between the endosternum of the width of double width continuous rigid frame bridge two is arranged in, have in suspension rod anchorage beam vertical embedded
Conduit b；Have in concrete arch rib and conduit b corresponding, vertical embedded conduit c vertically up and down；The upper and lower ends of the suspension rod
Mutually corresponding conduit c and conduit b is each passed through, is anchored at after tensioning on concrete arch rib and suspension rod anchorage beam；
The skewback crossbeam is along bridge to length bGZ=0.3L0~0.6L0, direction across bridge width is equal to Db, height hGZAs the following formula
It is calculated：
Wherein：
L0：No. zero block length (m) of girder,
Any real number that roundup [number, Num_digits], number are rounded up to for needs, Num_digits
Digital decimal digits (such as roundup [5.325,1]=5.4, for another example roundup [3,1]=3.0) after rounding-off,
Ec：The modulus of elasticity (MPa) of skewback crossbeam concrete,
bGZ：Skewback crossbeam along bridge to length (m),
Db：The clear distance (m) of two endosternums,
f：The rise (m) of arch,
L：Mid-span across footpath (m),
Nml：Carload maximum axial pressure (kN) caused by the arch springing, can be by establishing bridge structure finite element mould
Type is calculated,
Nd：Tensioning suspension rod axial compressive force (kN) caused by the arch springing, can be by establishing bridge structure FEM model meter
Draw,
NG：Main arch ring, can be by establishing bridge structure FEM model from axial compressive force caused by arch springing (kN) is focused on
It is calculated,
[Δ]：The permissible value (mm) of skewback crossbeam horizontal displacement, it can be calculated by establishing bridge structure FEM model
Go out；
The radical n of steel strand wires, which is calculated as follows, in the per pass tie-rod draws：
In formula：
Any real number that roundup [number, Num_digits], number are rounded up to for needs, Num_digits
Digital decimal digits (such as roundup [5.325,1]=5.4, for another example roundup [3,1]=3.0) after rounding-off,
f：The rise (m) of arch,
L：Mid-span across footpath (m),
σcon：The control stress for prestressing of steel strand wires, its value are 1302~1395 (MPa),
AP1：Area of section (the mm of single steel strand2),
NPS：The road number of tie-rod,
Nml：Carload maximum axial pressure (kN) caused by the arch springing, can be by establishing bridge structure finite element mould
Type is calculated,
Nd：Tensioning suspension rod axial compressive force (kN) caused by the arch springing, can be by establishing bridge structure FEM model meter
Draw,
NG：Main arch ring, can be by establishing bridge structure FEM model from axial compressive force caused by arch springing (kN) is focused on
It is calculated.
The construction method of above-mentioned double width continuous rigid frame bridge tied arch ruggedized construction, comprises the following steps：
Step 1: construct skewback crossbeam
Brushwork epoxy resin after endosternum surface progress dabbing, bar planting to the double width being equipped with skewback crossbeam, so
After set up template, colligation skewback crossbeam reinforcing bar, casting concrete and form skewback crossbeam, while open up hole above skewback crossbeam
Hole, by hole in each skewback crossbeam pre-buried steel skewback, and the pre-buried conduit a passed through for tie-rod in skewback crossbeam；
Step 2: construct suspension rod anchorage beam
Brushing asphalt mixtures modified by epoxy resin after endosternum surface progress dabbing, bar planting to the double width being equipped with suspension rod anchorage beam
Fat, template, assembling reinforcement, casting concrete formation suspension rod anchorage beam are then set up, while opened above suspension rod anchorage beam
Apertured hole, through hole inside suspension rod anchorage beam the vertical pre-buried conduit b passed through for suspension rod；
Step 3: constructing concrete arch rib
Set up template, assembling reinforcement, casting concrete form the concrete arch rib that connects with steel skewback, while in coagulation
The pre-buried conduit c passed through for suspension rod in native arch rib；
Step 4: installation and stretch tie-bar
The both ends of tie-rod are each passed through in two skewback crossbeams mutually corresponding conduit a, after taken stretching force tensioning
It is anchored on skewback crossbeam；
Step 5: tensioning suspension rod
By suspension rod one by one through vertical mutually corresponding conduit b and conduit c up and down, anchored after carrying out tensioning according to a conventional method
On suspension rod anchorage beam and concrete arch rib, terminate construction.
The beneficial effects of the utility model are：
(1) the utility model constructs skewback crossbeam by the physical dimension of restriction, can effectively ensure that carload is horizontal in skewback
Maximum axial pressure N caused by camber pinml, tensioning suspension rod axial compressive force N caused by the arch springingdArch is focused on main arch ring certainly
Axial compressive force N caused by pinGDeng load to (contribution for disregarding the horizontal pull of tie-rod) under the collective effect of skewback crossbeam, water
Prosposition, which moves, is no more than [Δ], it is ensured that the rigidity of skewback crossbeam can make main arch ring be in good stress, and and can is enough in tie-rod
The safety of main arch ring is effectively ensured under the extreme case of failure, so as to provide reliable basis for main arch ring.
(2) because excessive application tie member tensioning power may caused by the destruction of skewback crossbeam and redistributing for main arch ring stress,
In the utility model in skewback crossbeam the road number of tie-rod press skewback crossbeam direction across bridge width it is selected after, steel strand wires in single track tie-rod
Radical press calculation formulaTry to achieve, can properly balanced carload
Maximum axial pressure N caused by the arch springingml, tensioning suspension rod axial compressive force N caused by the arch springingdArch is focused on main arch ring certainly
Axial compressive force N caused by pinGDeng load on skewback crossbeam caused horizontal force, skewback crossbeam and main arch ring is in optimal
Stress.
(3) the utility model on skewback crossbeam by setting main arch ring, it is only necessary to which 1 set of tied arch ruggedized construction can be completed
The reinforcing of double width continuous rigid frame bridge, compared with prior art, half quantities can be saved, save the duration, good economy performance.
(4) the utility model provides one effectively to solve the excessive disease of the middle span deflexion of double width continuous rigid frame bridge mid-span
Set is complete, construction technical schemes effectively, unique.
Brief description of the drawings：
Fig. 1 is the elevational schematic view of the utility model double width continuous rigid frame bridge tied arch ruggedized construction, during ZXX is represented in figure
Across center line, GZX represents the arch of main arch ring；
Fig. 2 is Fig. 1 A-A sectional views；
Fig. 3 is Fig. 1 B-B sectional drawings；
In figure：1- double width continuous rigid frame bridges, 2- skewback crossbeams, 3- endosternums, 4- anchorage beams, 51- conduits a, 52- conduit
B, 53- conduit c, 6- main arch ring, 61- concrete arch ribs, 62- steel skewbacks, 7- suspension rods, 8- tie-rods, 9- bridge piers.
Embodiment：
The utility model is described in further detail with reference to the accompanying drawings and examples.
As shown in figure 1, the bridge of the present embodiment double width continuous rigid frame bridge 1 to be reinforced is combined as (65+120+65) m, the bridge
Mid-span across footpath L=120m, No. zero block length L of girder0=10m, the clear distance D of the endosternum 3 of two widthb=10m, the span centre of its mid-span
Downwarp 18.0cm.
The ruggedized construction reinforced using the utility model to it includes main arch ring 6, tie-rod 8 and suspension rod 7；The main arch
Two steel skewbacks 62 that circle 6 connects by concrete arch rib 61 and respectively with concrete arch rib both ends are formed, the arch axis of main arch ring 6
Line is second-degree parabola, the rise f=26.7m of arch, the section of concrete arch rib 61 be 4m (along bridge to) × 2.4m (cross-bridges
To), wall thickness 0.6m；The section of steel skewback 62 be 4m (along bridge to) × 2.4m (direction across bridge), wall thickness 40mm, using Q345 steel
It is made；Described two steel skewbacks 62 are respectively buried in skewback crossbeam 2, and skewback crossbeam is respectively placed in the interior of two width of the top of bridge pier 9
Between web 3；The quantity of the tie-rod 8 is 4, passes through a diameter of Φ 200mm 4 spaced 200cm of conduit a51 respectively
It is horizontally embedded in skewback crossbeam 2, be anchored at after the both ends tensioning of per pass tie-rod on two skewback crossbeams；Connect along bridge to double width
Have centered on the mid-span center line of continuous rigid frame bridge between the endosternum 3 for being symmetrically arranged in two width, spaced 9 for 10m hang
Bar anchorage beam 4, the long 2m of suspension rod anchorage beam, the wide 10m of direction across bridge (are equal to the clear distance D of two endosternumsb), high 1m, suspension rod anchoring
There is vertical embedded, a diameter of Φ 100mm conduit b52 in crossbeam；Have in concrete arch rib 61 with conduit b up and down vertically it is corresponding,
Vertical embedded, a diameter of Φ 100mm conduit c53；The upper and lower ends of the suspension rod of nine different lengths are each passed through mutual correspondence
Conduit c and conduit b, be anchored at after tensioning on concrete arch rib and suspension rod anchorage beam.
It is calculated by the bridge structure FEM model of foundation：
(1) carload maximum axial pressure N caused by the arch springingml=1700kN,
(2) main arch ring focuses on axial compressive force N caused by arch springing certainlyG=15580kN,
(3) tensioning suspension rod axial compressive force N caused by the arch springingd=2100kN,
(4) permissible value [Δ]=0.5mm of skewback crossbeam horizontal displacement；
The clear distance D of described 2 liang of endosternums of skewback crossbeamb=8.5m (being equal to skewback crossbeam direction across bridge width), skewback crossbeam 2
Along bridge to long bGZ=0.3L0~0.6L0, take bGZ=3.5m；Skewback crossbeam 2 is constructed using C50 concrete, is looked into《Highway reinforcing bar mixes
Solidifying soil and prestressed concrete bridge contain design specification》(D62-2004) elastic modulus E of the concrete of skewback crossbeam 2 can be obtainedc=
3.45×104MPa, skewback beam height hGZFor：
Tie-rod 8 sets 4 (the i.e. road number N of tie-rod 8 altogetherPS=4), wherein, single track tie-rod by n root nominal diameters 15.20mm,
1 × 7 standard steel section twisted wire forms；The area of section A of single steel strandP1=140mm2, the control stress for prestressing σ of steel strand wirescon=
1395MPa, the radical n of steel strand wires is in single track tie-rod：
The construction of the present embodiment tied arch ruggedized construction comprises the following steps：
Step 1: construct skewback crossbeam
Brushwork epoxy resin after endosternum surface progress dabbing, bar planting to two width being equipped with skewback crossbeam, so
After set up template, colligation skewback crossbeam reinforcing bar, pour C50 concrete and form skewback crossbeam, while opened above skewback crossbeam
Apertured hole, by hole in each skewback crossbeam pre-buried steel skewback, and pre-buried in skewback crossbeam led for what tie-rod passed through
Pipe a；
Step 2: construct suspension rod anchorage beam
Brushing asphalt mixtures modified by epoxy resin after endosternum surface progress dabbing, bar planting to two width being equipped with suspension rod anchorage beam
Fat, then set up template, assembling reinforcement, pour C50 concrete formation suspension rod anchorage beam, while above suspension rod anchorage beam
Open up hole, through hole inside suspension rod anchorage beam the vertical pre-buried conduit b passed through for suspension rod；
Step 3: constructing concrete arch rib
Set up template, assembling reinforcement, pour the concrete arch rib that the formation of C50 concrete connects with steel skewback, while
The pre-buried conduit c passed through for suspension rod in concrete arch rib；
Step 4: installation and stretch tie-bar
The both ends of 4 tie-rods are each passed through in two skewback crossbeams mutually corresponding conduit a, by taken stretching force σcon
It is anchored at after=1395MPa tensioning on skewback crossbeam；
Step 5: tensioning suspension rod
By suspension rod one by one through vertical mutually corresponding conduit b and conduit c up and down, anchored after carrying out tensioning according to a conventional method
On suspension rod anchorage beam and concrete arch rib, terminate construction.
Claims (1)
1. a kind of double width continuous rigid frame bridge tied arch ruggedized construction, including main arch ring (6), tie-rod (8) and suspension rod (7)；Its feature
It is：
Two steel skewbacks (62) that the main arch ring (6) connects by concrete arch rib (61) and respectively with concrete arch rib both ends
Form, the arch of main arch ring is second-degree parabola；Described two steel skewbacks are embedded in skewback crossbeam (2) respectively, skewback
Crossbeam is placed in above bridge pier (9), between the endosternum (3) of the width of double width continuous rigid frame bridge two；The quantity of the tie-rod (8) be 3~
10, per pass tie-rod is each passed through the conduit a (51) that horizontal homogeneous interval is embedded in skewback crossbeam (2), anchor after the tensioning of both ends
Gu on two skewback crossbeams (2)；It is symmetrical, equal to having centered on the mid-span center line of continuous rigid frame bridge (1) along suitable bridge
Suspension rod anchorage beam (4) of the even arranged for interval between the endosternum (3) of the width of double width continuous rigid frame bridge two, suspension rod anchorage beam
(4) there is vertically embedded conduit b (52) in；Have in concrete arch rib (61) and conduit b is corresponding, vertically embedded vertically up and down leads
Pipe c (53)；The upper and lower ends of the suspension rod (7) are each passed through mutually corresponding conduit c and conduit b, and coagulation is anchored at after tensioning
On native arch rib and suspension rod anchorage beam (4).
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| Application Number | Priority Date | Filing Date | Title |
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| CN201720686650.5U CN206941424U (en) | 2017-06-14 | 2017-06-14 | A kind of double width continuous rigid frame bridge tied arch ruggedized construction |
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| CN201720686650.5U CN206941424U (en) | 2017-06-14 | 2017-06-14 | A kind of double width continuous rigid frame bridge tied arch ruggedized construction |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110863440A (en) * | 2019-11-22 | 2020-03-06 | 李铮 | Auxiliary device used during arch bridge arch rib reinforcement |
| CN111172894A (en) * | 2019-08-20 | 2020-05-19 | 向儒学 | Technology for reinforcing concrete beam type bridge by using separated steel pipe arch prestressed sling |
| CN113235388A (en) * | 2021-05-20 | 2021-08-10 | 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 support rigidity |
-
2017
- 2017-06-14 CN CN201720686650.5U patent/CN206941424U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111172894A (en) * | 2019-08-20 | 2020-05-19 | 向儒学 | Technology for reinforcing concrete beam type bridge by using separated steel pipe arch prestressed sling |
| CN110863440A (en) * | 2019-11-22 | 2020-03-06 | 李铮 | Auxiliary device used during arch bridge arch rib reinforcement |
| CN113235388A (en) * | 2021-05-20 | 2021-08-10 | 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 support rigidity |
| 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 |
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Granted publication date: 20180130 |