CN107268458A - A kind of double width continuous rigid frame bridge tied arch ruggedized construction and its construction method - Google Patents
A kind of double width continuous rigid frame bridge tied arch ruggedized construction and its construction method Download PDFInfo
- Publication number
- CN107268458A CN107268458A CN201710445588.5A CN201710445588A CN107268458A CN 107268458 A CN107268458 A CN 107268458A CN 201710445588 A CN201710445588 A CN 201710445588A CN 107268458 A CN107268458 A CN 107268458A
- Authority
- CN
- China
- Prior art keywords
- mrow
- skewback
- crossbeam
- msub
- suspension rod
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Classifications
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- 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
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
Abstract
A kind of double width continuous rigid frame bridge tied arch ruggedized construction, main arch ring is made up of concrete arch rib and steel skewback, and steel skewback is embedded in the skewback crossbeam above bridge pier between two endosternums；The tie-rod for having in skewback crossbeam by the way that conduit is embedded, being anchored after tensioning；Along the suspension rod anchorage beam being symmetrically placed in along bridge to having centered in bridge across center line between two endosternums；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 the horizontal force that is produced on skewback crossbeam is focused on, skewback crossbeam and main arch ring is in optimal stress；To solve the construction technical schemes for providing complete set in double width continuous rigid frame bridge across the excessive disease of middle span deflexion.
Description
Technical field
The present invention relates to science of bridge building, particularly a kind of tied arch ruggedized construction suitable for double width continuous rigid frame bridge and its
Construction method.
Background technology
After substantial amounts of double width continuous rigid frame bridge comes into operation, some diseases often occur, wherein more typical disease is
In continuous rigid frame bridge across span centre produce excessive downwarp.
For this technical problem, CN102322019A patent documents disclose a kind of tied arch-T-shaped firm structure co-operative system
Bridge.The system is that concrete arch rib, tie-rod and suspension rod are set up in general T-shaped firm structure girder, and T-shaped firm 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 there is following technology barrier 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 is likely to result in skewback horizontal stroke
The destruction of beam and redistributing for main arch ring stress；Tie member tensioning power is not enough, then main arch ring can produce horizontal thrust at arch springing.
The content of the invention：
The purpose of the present invention is that a kind of simple in construction, construction technical schemes are provided the problem of presence for above-mentioned prior art
Perfect, quick construction, safe and reliable and good economy performance double width continuous rigid frame bridge tied arch ruggedized construction and its construction method.
To achieve these goals, the double width continuous rigid frame bridge tied arch ruggedized construction that the present invention is provided, including main 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 two ends are constituted, 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 is that the horizontal stroke of skewback crossbeam (is pressed in 3~10 roads
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 two ends
It is anchored on two skewback crossbeams；Along along bridge to have centered in continuous rigid frame bridge across center line it is symmetrical, uniform between
Have vertical embedded in suspension rod anchorage beam between the endosternum of the width of double width continuous rigid frame bridge two is arranged in, suspension rod anchorage beam
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
Mutual corresponding conduit c and conduit b are 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
Calculate：
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
After rounding-off digital decimal digits (such as roundup [5.325,1]=5.4, for another example roundup [3,1]=3.0),
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：In across across footpath (m),
Nml：The maximum axial pressure (kN) that carload is produced at arch springing, can be by setting up bridge structure finite element mould
Type is calculated,
Nd：The axial compressive force (kN) that tensioning suspension rod is produced at arch springing, can be by setting up bridge structure FEM model meter
Draw,
NG：Main arch ring, can be by setting up bridge structure FEM model from the axial compressive force (kN) for focusing on generation at arch springing
Calculate,
[Δ]：The permissible value (mm) of skewback crossbeam horizontal displacement, can be calculated by setting up 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
After rounding-off digital decimal digits (such as roundup [5.325,1]=5.4, for another example roundup [3,1]=3.0),
f：The rise (m) of arch,
L：In across across footpath (m),
σcon：The control stress for prestressing of steel strand wires, its value is 1302~1395 (MPa),
AP1：Area of section (the mm of single steel strand2),
NPS：The road number of tie-rod,
Nml：The maximum axial pressure (kN) that carload is produced at arch springing, can be by setting up bridge structure finite element mould
Type is calculated,
Nd：The axial compressive force (kN) that tensioning suspension rod is produced at arch springing, can be by setting up bridge structure FEM model meter
Draw,
NG：Main arch ring, can be by setting up bridge structure FEM model from the axial compressive force (kN) for focusing on generation at arch springing
Calculate.
The construction method of above-mentioned double width continuous rigid frame bridge tied arch ruggedized construction, comprises the following steps：
Step 1: constructing skewback crossbeam
Brushwork epoxy resin after dabbing, bar planting is carried out to the endosternum surface of the double width being equipped with skewback crossbeam, so
After set up template, colligation skewback crossbeam reinforcing bar, casting concrete formation skewback crossbeam, while opening up hole above skewback crossbeam
Hole, by hole in each skewback crossbeam pre-buried steel skewback, and the conduit a that pre-buried confession tie-rod is passed through in skewback crossbeam；
Step 2: constructing suspension rod anchorage beam
Brushing asphalt mixtures modified by epoxy resin after dabbing, bar planting is carried out to the endosternum surface of the double width being equipped with suspension rod anchorage beam
Fat, then sets up template, assembling reinforcement, casting concrete formation suspension rod anchorage beam, while being opened above suspension rod anchorage beam
Apertured hole, through the hole conduit b that vertical pre-buried confession suspension rod is passed through inside suspension rod anchorage beam；
Step 3: constructing concrete arch rib
Template, assembling reinforcement, the concrete arch rib that connects with steel skewback of casting concrete formation are set up, while in coagulation
The conduit c that the pre-buried confession suspension rod is passed through in native arch rib；
Step 4: installing and stretch tie-bar
The two ends of tie-rod are each passed through in two skewback crossbeams mutual 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, carry out anchoring after tensioning according to a conventional method
On suspension rod anchorage beam and concrete arch rib, terminate construction.
The beneficial effects of the invention are as follows：
(1) present invention constructs skewback crossbeam by the physical dimension of restriction, can effectively ensure that carload encircles in skewback crossbeam
The maximum axial pressure N produced at pinml, the axial compressive force N that is produced at arch springing of tensioning suspension roddFocused on certainly at arch springing with main arch ring
The axial compressive force N of generationGDeng load to (contribution for disregarding the horizontal pull of tie-rod) under the collective effect of skewback crossbeam, horizontal position
Move and be no more than [Δ], it is ensured that the rigidity of skewback crossbeam can make main arch ring be in good stress, can be failed again in tie-rod
Extreme case under the safety of main arch ring is effectively ensured, so as to provide reliable basis for main arch ring.
(2) because excessive application tie member tensioning power is likely to result in the destruction of skewback crossbeam and redistributing for main arch ring stress,
In the present invention in skewback crossbeam the road number of tie-rod press skewback crossbeam direction across bridge width it is selected after, the root of steel strand wires in single track tie-rod
Number presses calculation formulaTry to achieve, can properly balanced carload arch
The maximum axial pressure N produced at pinml, the axial compressive force N that is produced at arch springing of tensioning suspension roddFocused on certainly at arch springing with main arch ring
The axial compressive force N of generationGThe horizontal force produced Deng load on skewback crossbeam, makes skewback crossbeam and main arch ring be in optimal stress
State.
(3) present invention on skewback crossbeam by setting main arch ring, it is only necessary to which 1 set of tied arch ruggedized construction can complete double width
The reinforcing of continuous rigid frame bridge, compared with prior art, can save half quantities, save the duration, good economy performance.
(4) present invention in effectively solution double width continuous rigid frame bridge across the excessive disease of middle span deflexion provide it is a set of complete
Whole, effective, unique construction technical schemes.
Brief description of the drawings：
Fig. 1 is the elevational schematic view of double width continuous rigid frame bridge tied arch ruggedized construction of the present invention, span centre during ZXX is represented in figure
Heart 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 invention will be further described 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
In across across footpath L=120m, No. zero block length L of girder0=10m, the clear distance D of the endosternum 3 of two widthb=10m, wherein across span centre
Downwarp 18.0cm.
The ruggedized construction reinforced using the present invention to it includes main arch ring 6, tie-rod 8 and suspension rod 7；The main arch ring 6
The two steel skewbacks 62 connected by concrete arch rib 61 and respectively with concrete arch rib two ends are constituted, the arch of main arch ring 6
For second-degree parabola, the rise f=26.7m of arch, the section of concrete arch rib 61 be 4m (along bridge to) × 2.4m (direction across bridge),
Wall thickness is 0.6m；The section of steel skewback 62 be 4m (along bridge to) × 2.4m (direction across bridge), wall thickness is 40mm, using Q345 steels
Into；Described two steel skewbacks 62 are respectively buried in skewback crossbeam 2, and skewback crossbeam is respectively placed in the interior abdomen of two width of the top of bridge pier 9
Between plate 3；The quantity of the tie-rod 8 is 4 roads, passes through a diameter of Φ 200mm spaced 200cm water of 4 conduit a51 respectively
It is flat to be embedded in skewback crossbeam 2, it is anchored at after the two ends tensioning of per pass tie-rod on two skewback crossbeams；Along bridge to continuous with double width
Have in rigid frame bridge centered on center line between the endosternum 3 for being symmetrically arranged in two width, spaced 9 suspension rods for 10m
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 is horizontal
Liang Zhongyou is vertically buried, a diameter of Φ 100mm conduit b52；Have corresponding, perpendicular vertically up and down with conduit b in concrete arch rib 61
To 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 mutually corresponding
Conduit c and conduit b, is anchored at after tensioning on concrete arch rib and suspension rod anchorage beam.
Calculated by the bridge structure FEM model of foundation：
(1) the maximum axial pressure N that carload is produced at arch springingml=1700kN,
(2) main arch ring focuses on the axial compressive force N produced at arch springing certainlyG=15580kN,
(3) the axial compressive force N that tensioning suspension rod is produced at 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 is mixed
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 roads (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 is constituted；The area of section A of single steel strandP1=140mm2, the control stress for prestressing σ of steel strand wirescon=
The radical n of steel strand wires is in 1395MPa, single track tie-rod：
The construction of the present embodiment tied arch ruggedized construction comprises the following steps：
Step 1: constructing skewback crossbeam
Brushwork epoxy resin after dabbing, bar planting is carried out to the endosternum surface of two width being equipped with skewback crossbeam, so
After set up template, colligation skewback crossbeam reinforcing bar, pour C50 concrete formation skewback crossbeam, while being opened above skewback crossbeam
Apertured hole, by hole in each skewback crossbeam pre-buried steel skewback, and the leading of passing through of pre-buried confession tie-rod in skewback crossbeam
Pipe a；
Step 2: constructing suspension rod anchorage beam
Brushing asphalt mixtures modified by epoxy resin after dabbing, bar planting is carried out to the endosternum surface of two width being equipped with suspension rod anchorage beam
Fat, then sets up template, assembling reinforcement, C50 concrete formation suspension rod anchorage beam is poured, while above suspension rod anchorage beam
Hole is opened up, through the hole conduit b that vertical pre-buried confession suspension rod is passed through inside suspension rod anchorage beam；
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 conduit c that the pre-buried confession suspension rod is passed through in concrete arch rib；
Step 4: installing and stretch tie-bar
The two ends of 4 road tie-rods are each passed through in two skewback crossbeams mutual 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, carry out anchoring after tensioning according to a conventional method
On suspension rod anchorage beam and concrete arch rib, terminate construction.
Claims (2)
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 two ends
Constitute, 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 between bridge pier (9) top, the endosternum (3) of the width of double width continuous rigid frame bridge two；The quantity of the tie-rod (8) be 3~
10 roads, 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 two ends
Gu on two skewback crossbeams (2)；Have symmetrical, equal to centered in continuous rigid frame bridge (1) across center line along along 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 mutual corresponding conduit c and conduit b, and coagulation is anchored at after tensioning
On native arch rib and suspension rod anchorage beam (4)；
The skewback crossbeam is along bridge to length bGZ=0.3L0~0.6L0, direction across bridge width is equal to Db, height hGZIt is calculated as follows
Go out：
<mrow>
<msub>
<mi>h</mi>
<mrow>
<mi>G</mi>
<mi>Z</mi>
</mrow>
</msub>
<mo>=</mo>
<mi>r</mi>
<mi>o</mi>
<mi>u</mi>
<mi>n</mi>
<mi>d</mi>
<mi>u</mi>
<mi>p</mi>
<mo>&lsqb;</mo>
<mfrac>
<mrow>
<msubsup>
<mi>D</mi>
<mi>b</mi>
<mn>3</mn>
</msubsup>
<mrow>
<mo>(</mo>
<msub>
<mi>N</mi>
<mrow>
<mi>m</mi>
<mi>l</mi>
</mrow>
</msub>
<mo>+</mo>
<msub>
<mi>N</mi>
<mi>d</mi>
</msub>
<mo>+</mo>
<msub>
<mi>N</mi>
<mi>G</mi>
</msub>
<mo>)</mo>
</mrow>
<mo>&CenterDot;</mo>
<mi>c</mi>
<mi>o</mi>
<mi>s</mi>
<mo>&lsqb;</mo>
<mi>arctan</mi>
<mrow>
<mo>(</mo>
<mfrac>
<mrow>
<mn>4</mn>
<mi>f</mi>
</mrow>
<mi>L</mi>
</mfrac>
<mo>)</mo>
</mrow>
<mo>&rsqb;</mo>
</mrow>
<mrow>
<mn>4</mn>
<msub>
<mi>E</mi>
<mi>c</mi>
</msub>
<msubsup>
<mi>b</mi>
<mrow>
<mi>G</mi>
<mi>Z</mi>
</mrow>
<mn>3</mn>
</msubsup>
<mo>&lsqb;</mo>
<mi>&Delta;</mi>
<mo>&rsqb;</mo>
</mrow>
</mfrac>
<mo>,</mo>
<mn>1</mn>
<mo>&rsqb;</mo>
</mrow>
Wherein：
L0：No. zero block length of girder,
Roundup [number, Num_digits], number is need any real number being rounded up to, and Num_digits is rounded
Digital decimal digits afterwards,
Ec：The modulus of elasticity of skewback crossbeam concrete,
bGZ：Skewback crossbeam along bridge to length,
Db：The clear distance of two endosternums,
f：The rise of arch,
L：In across across footpath,
Nml：The maximum axial pressure that carload is produced at arch springing, can be calculated by setting up bridge structure FEM model
Go out,
Nd：The axial compressive force that tensioning suspension rod is produced at arch springing, can be calculated by setting up bridge structure FEM model,
NG：Main arch ring can be calculated from the axial compressive force for focusing on generation at arch springing by setting up bridge structure FEM model,
[Δ]：The permissible value of skewback crossbeam horizontal displacement, can be calculated by setting up bridge structure FEM model；
The radical n of steel strand wires, which is calculated as follows, in the per pass tie-rod draws：
<mrow>
<mi>n</mi>
<mo>=</mo>
<mi>r</mi>
<mi>o</mi>
<mi>u</mi>
<mi>n</mi>
<mi>d</mi>
<mi>u</mi>
<mi>p</mi>
<mo>&lsqb;</mo>
<mfrac>
<mrow>
<mn>1000</mn>
<mrow>
<mo>(</mo>
<msub>
<mi>N</mi>
<mrow>
<mi>m</mi>
<mi>l</mi>
</mrow>
</msub>
<mo>+</mo>
<msub>
<mi>N</mi>
<mi>d</mi>
</msub>
<mo>+</mo>
<msub>
<mi>N</mi>
<mi>G</mi>
</msub>
<mo>)</mo>
</mrow>
<mo>&CenterDot;</mo>
<mi>c</mi>
<mi>o</mi>
<mi>s</mi>
<mo>&lsqb;</mo>
<mi>arctan</mi>
<mrow>
<mo>(</mo>
<mfrac>
<mrow>
<mn>4</mn>
<mi>f</mi>
</mrow>
<mi>L</mi>
</mfrac>
<mo>)</mo>
</mrow>
<mo>&rsqb;</mo>
</mrow>
<mrow>
<msub>
<mi>&sigma;</mi>
<mrow>
<mi>c</mi>
<mi>o</mi>
<mi>n</mi>
</mrow>
</msub>
<msub>
<mi>A</mi>
<mrow>
<mi>P</mi>
<mn>1</mn>
</mrow>
</msub>
<msub>
<mi>N</mi>
<mrow>
<mi>P</mi>
<mi>S</mi>
</mrow>
</msub>
</mrow>
</mfrac>
<mo>,</mo>
<mn>0</mn>
<mo>&rsqb;</mo>
</mrow>
In formula：
Roundup [number, Num_digits], number is need any real number being rounded up to, and Num_digits is rounded
Digital decimal digits afterwards,
f：The rise of arch,
L：In across across footpath,
σcon：The control stress for prestressing of steel strand wires,
AP1：The area of section of single steel strand,
NPS：The road number of tie-rod,
Nml：The maximum axial pressure that carload is produced at arch springing, can be calculated by setting up bridge structure FEM model
Go out,
Nd：The axial compressive force that tensioning suspension rod is produced at arch springing, can be calculated by setting up bridge structure FEM model,
NG：Main arch ring can be calculated from the axial compressive force for focusing on generation at arch springing by setting up bridge structure FEM model.
2. the construction method of double width continuous rigid frame bridge tied arch ruggedized construction described in claim 1, it is characterised in that including following
Step：
Step 1: constructing skewback crossbeam
Brushwork epoxy resin after dabbing, bar planting is carried out to the endosternum surface of the double width being equipped with skewback crossbeam, then taken
If template, colligation skewback crossbeam reinforcing bar, casting concrete formation skewback crossbeam, while hole is opened up above skewback crossbeam,
By hole in each skewback crossbeam pre-buried steel skewback, and the conduit a that pre-buried confession tie-rod is passed through in skewback crossbeam；
Step 2: constructing suspension rod anchorage beam
Brushwork epoxy resin after dabbing, bar planting is carried out to the endosternum surface of the double width being equipped with suspension rod anchorage beam, so
After set up template, assembling reinforcement, casting concrete formation suspension rod anchorage beam, while opening up hole above suspension rod anchorage beam
Hole, through the hole conduit b that vertical pre-buried confession suspension rod is passed through inside suspension rod anchorage beam；
Step 3: constructing concrete arch rib
Template, assembling reinforcement, the concrete arch rib that connects with steel skewback of casting concrete formation are set up, while in concrete arch
The conduit c that the pre-buried confession suspension rod is passed through in rib；
Step 4: installing and stretch tie-bar
The two ends of tie-rod are each passed through in two skewback crossbeams mutual corresponding conduit a, anchored by after taken stretching force 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, carry out being anchored at after tensioning according to a conventional method hanging
On bar anchorage beam and concrete arch rib, terminate construction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710445588.5A CN107268458B (en) | 2017-06-14 | 2017-06-14 | Double-width continuous rigid frame bridge tie rod arch reinforcing structure and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710445588.5A CN107268458B (en) | 2017-06-14 | 2017-06-14 | Double-width continuous rigid frame bridge tie rod arch reinforcing structure and construction method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107268458A true CN107268458A (en) | 2017-10-20 |
| CN107268458B CN107268458B (en) | 2023-01-31 |
Family
ID=60066756
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710445588.5A Active CN107268458B (en) | 2017-06-14 | 2017-06-14 | Double-width continuous rigid frame bridge tie rod arch reinforcing structure and construction method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107268458B (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111218893A (en) * | 2020-01-20 | 2020-06-02 | 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 |
| CN113789712A (en) * | 2021-09-17 | 2021-12-14 | 上海建工一建集团有限公司 | Longitudinal beam and arch rib forming control method of steel arch bridge |
Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS60133104A (en) * | 1983-12-19 | 1985-07-16 | 松本 嘉司 | Continuous arch bridge |
| JPH08209631A (en) * | 1995-02-03 | 1996-08-13 | Kajima Corp | Construction method for multispan continuous bridge |
| CN203295957U (en) * | 2013-05-28 | 2013-11-20 | 中铁上海设计院集团有限公司 | Continuous beam and arch combination bridge |
| CN203603028U (en) * | 2013-11-26 | 2014-05-21 | 中铁第四勘察设计院集团有限公司 | Railway concrete filled steel tube rigid frame tied arch-steel box connecting beam composite bridge |
| CN104264594A (en) * | 2014-09-10 | 2015-01-07 | 北京工业大学 | Self-balancing tied arch system for improving bearing force of PSC continuous box girder bridge and reinforcing method by applying self-balancing tie bar arch system |
| CN104631348A (en) * | 2015-02-03 | 2015-05-20 | 东南大学 | Transversely-widening splicing structure of three-dimensional prestress concrete continuous box girder bridge |
| CN104631303A (en) * | 2015-02-10 | 2015-05-20 | 福建省交通规划设计院 | Single-rib-arch reinforced V-shaped supporting rigid-frame-continuous beam bridge and construction method thereof |
| CN104652242A (en) * | 2015-02-01 | 2015-05-27 | 北京工业大学 | Derrick connecting structure used for reinforcing PSC (Pre-stressed Concrete) continuous box girder bridge and construction method |
| CN104652293A (en) * | 2015-02-01 | 2015-05-27 | 北京工业大学 | Cable-stayed bridge structure used for reinforcing PSC (Pre-stressed Concrete) continuous box girder bridge and construction method |
| CN105821777A (en) * | 2016-05-13 | 2016-08-03 | 安徽省交通规划设计研究总院股份有限公司 | Prestressed concrete diaphragm for connection of old bridge and new bridge and construction method of prestressed concrete diaphragm |
-
2017
- 2017-06-14 CN CN201710445588.5A patent/CN107268458B/en active Active
Patent Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS60133104A (en) * | 1983-12-19 | 1985-07-16 | 松本 嘉司 | Continuous arch bridge |
| JPH08209631A (en) * | 1995-02-03 | 1996-08-13 | Kajima Corp | Construction method for multispan continuous bridge |
| CN203295957U (en) * | 2013-05-28 | 2013-11-20 | 中铁上海设计院集团有限公司 | Continuous beam and arch combination bridge |
| CN203603028U (en) * | 2013-11-26 | 2014-05-21 | 中铁第四勘察设计院集团有限公司 | Railway concrete filled steel tube rigid frame tied arch-steel box connecting beam composite bridge |
| CN104264594A (en) * | 2014-09-10 | 2015-01-07 | 北京工业大学 | Self-balancing tied arch system for improving bearing force of PSC continuous box girder bridge and reinforcing method by applying self-balancing tie bar arch system |
| CN104652242A (en) * | 2015-02-01 | 2015-05-27 | 北京工业大学 | Derrick connecting structure used for reinforcing PSC (Pre-stressed Concrete) continuous box girder bridge and construction method |
| CN104652293A (en) * | 2015-02-01 | 2015-05-27 | 北京工业大学 | Cable-stayed bridge structure used for reinforcing PSC (Pre-stressed Concrete) continuous box girder bridge and construction method |
| CN104631348A (en) * | 2015-02-03 | 2015-05-20 | 东南大学 | Transversely-widening splicing structure of three-dimensional prestress concrete continuous box girder bridge |
| CN104631303A (en) * | 2015-02-10 | 2015-05-20 | 福建省交通规划设计院 | Single-rib-arch reinforced V-shaped supporting rigid-frame-continuous beam bridge and construction method thereof |
| CN105821777A (en) * | 2016-05-13 | 2016-08-03 | 安徽省交通规划设计研究总院股份有限公司 | Prestressed concrete diaphragm for connection of old bridge and new bridge and construction method of prestressed concrete diaphragm |
Non-Patent Citations (1)
| Title |
|---|
| 丁国强: "风陵渡黄河公路大桥增设钢箱系杆拱加固施工关键技术", 《山西交通科技》 * |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111218893A (en) * | 2020-01-20 | 2020-06-02 | 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 |
| 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 |
| CN113789712A (en) * | 2021-09-17 | 2021-12-14 | 上海建工一建集团有限公司 | Longitudinal beam and arch rib forming control method of steel arch bridge |
| 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 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107268458B (en) | 2023-01-31 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106677049B (en) | Assembled steel-concrete combined structure bridge and construction method | |
| CN102877407B (en) | Concrete continuous box girder of corrugated steel web for curved bridge | |
| CN103074941A (en) | Assembly type recycled concrete node with steel bar truss girders at end parts and manufacturing method thereof | |
| CN105926440A (en) | Steel-concrete combined continuous beam bridge deck as well as manufacturing method and application thereof | |
| CN107268458A (en) | A kind of double width continuous rigid frame bridge tied arch ruggedized construction and its construction method | |
| CN206941424U (en) | A kind of double width continuous rigid frame bridge tied arch ruggedized construction | |
| CN108660908A (en) | A kind of prestressed concrete cable-stayed bridge of the beam prefabricated pin-connected panel of tower | |
| CN206800225U (en) | A kind of continuous rigid frame bridge tied arch ruggedized construction | |
| CN104631436A (en) | Method for improving integral type bridge abutment sustaining pile stress performance by H-shaped concrete pile | |
| CN107100094A (en) | A kind of continuous rigid frame bridge tied arch ruggedized construction and its construction method | |
| CN203795292U (en) | Bearing-free prestressed concrete continuous rigid frame bridge with double-wall piers | |
| CN106835955A (en) | Steel K supports hollow concrete columnar pier | |
| KR101251118B1 (en) | A manufacturing method of a composite steel box girder using prestressed concrete for a positive moment area of a bridge | |
| Bertagnoli et al. | Safety format for the nonlinear analysis of concrete structures | |
| CN107386133B (en) | A kind of the oblique pull ruggedized construction and its construction method of continuous rigid frame bridge | |
| CN202831388U (en) | Small beam high pre-stress pre-cast beam | |
| CN105178165B (en) | Tension face layer compound-reinforced reinforced concrete continuous rigid frame bridge and construction method thereof | |
| CN108316150A (en) | The construction system and construction method of Cable stayed Bridge Main Tower and steel anchor beam | |
| CN107245959B (en) | A kind of the oblique pull ruggedized construction and its construction method of double width continuous rigid frame bridge | |
| CA1234257A (en) | Support structure, particularly for a long span bridge | |
| KR101751724B1 (en) | Concrete structure constructed integral abutment bridge having shallow height psc i girder due to moment redistribution through control of member stiffness | |
| CN107100095A (en) | A kind of T-shaped rigid frame bridge oblique pull ruggedized construction and its construction method | |
| CN105714669B (en) | A kind of variable cross-section box girder bridge kingpost baseplate structure and its construction method | |
| CN210439720U (en) | Reinforced structure for increasing cross section of concrete beam side | |
| CN206539057U (en) | A kind of reinforced beam bracing means |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |