CN208869926U - Get higher the Long span Wavelike steel webplate composite beam bridge of back boxing concrete - Google Patents
Get higher the Long span Wavelike steel webplate composite beam bridge of back boxing concrete Download PDFInfo
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- CN208869926U CN208869926U CN201820953447.4U CN201820953447U CN208869926U CN 208869926 U CN208869926 U CN 208869926U CN 201820953447 U CN201820953447 U CN 201820953447U CN 208869926 U CN208869926 U CN 208869926U
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Abstract
The utility model discloses a kind of Long span Wavelike steel webplate composite beam bridges for getting higher back boxing concrete, using overall height concrete back boxing section and get higher concrete back boxing section in rigid frame bridge fulcrum negative moment area.The design uses the back boxing concrete got higher to constrain the bending deformation of Wavelike steel webplate, to substitute the back boxing concrete of overall height, reduces the total weight of back boxing concrete, has from heavy and light, convenient and energy operative constraint Wavelike steel webplate bending deformation of constructing.Accordingly, inventor has also set up corresponding construction method, and proposes the Buckling calculation method of setting unit back boxing concrete Wavelike steel webplate.
Description
Technical field
The utility model belongs to communications and transportation bridge engineeting technical field more particularly to a kind of gets higher the big of back boxing concrete
Across footpath Wavelike steel webplate composite beam bridge and its construction method.
Background technique
With the increase of bridge span, nearby section steel web height is also increasing for the fulcrum of Wavelike steel webplate, is easy
Buckling unstable failure occurs.The Wavelike steel webplate of segment near fulcrum is constrained in common engineering using back boxing concrete, to prevent
Only segment buckling." Guangdong Province's specification " (DB44/T1393-2014 7.2.2 item) is pointed out, the free height of Wavelike steel webplate is suggested small
In 5m, to prevent the buckling unstability of web.But with the increase of span of bridge, support rise-span ratio 1/15~1/17 condition about
Under beam, when across footpath reaches 180m or more, the free height of Wavelike steel webplate has reached 9~10m at fulcrum, and beam bottom is according to 1.6 times
Buckling unstable failure easily occurs for the variation of parabola line style, Wavelike steel webplate.Therefore, it is adopted in the negative moment area of Long span rigid frame bridge
The buckling of Wavelike steel webplate is constrained with back boxing concrete, overall height back boxing concrete greatly increases dead load, for setting
Meter has an adverse effect.
Utility model content
The technical problems to be solved in the utility model is to propose a kind of Long span Wavelike steel webplate for getting higher back boxing concrete
Composite beam bridge and its construction method, it is convenient from heavy and light, construction which has the characteristics that, and can operative constraint waveform steel
Buckling of Web deformation.
In order to solve the above technical problems, the utility model uses following technical scheme
The Long span Wavelike steel webplate composite beam bridge for getting higher back boxing concrete, in rigid frame bridge fulcrum negative moment area using complete
High concrete back boxing section and get higher concrete back boxing section.
The angle, θ for getting higher the upper surface line of concrete back boxing and the outer vertical line of overall height concrete back boxing is not less than 90 degree, on
The intersection point of surface line and outer vertical line should be greater than the 1/2 of outer vertical line height to overall height back boxing lower edge height.
Get higher the floor projection length L of concrete back boxing sectionbLess than calculating the 1/10 of across footpath, greater than the 1/ of calculating across footpath
15；Overall height concrete back boxing segment length is to calculate the 1/10~1/15 of across footpath, and be no more than 20m.
Getting higher encryption setting WELDING STUDS, WELDING STUDS density of setting on the inside of the steel web of concrete back boxing section should be greater than overall height
1.5 times or more of concrete back boxing section WELDING STUDS density of setting.
Get higher 1.5 times or more that the reinforcing bar density in concrete back boxing section is overall height concrete back boxing section.
The concrete for getting higher concrete back boxing section does not share section shear effect, and section stress meets following formula:
τd=Vd/ASteel web≤[τ]
[τ]=min { τCr, L, τCr, G, τCr, I, fvd}
In formula:
VdFor the shearing for acting on Wavelike steel webplate；
ASteel webFor Wavelike steel webplate area of section；
τdFor the shear stress of Wavelike steel webplate under ultimate limit states design load；
τCr, LFor local critical buckling stress；
τCr, GFor complete buckling limit stress；
τCr, IFor combined buckling limit stress；
fvdFor steel web plate section shear strength design value；
Wherein:
τCr, I=τCr, L{1/[1+(τCr, L/τCr, G)4]}1/4
In formula:
τyFor Wavelike steel webplate shear yield stress；
λsLFor shear buckling parameter,
For elastic local critical buckling stress,
K is shear buckling coefficient, k=4+5.34/ α2；
α is Wavelike steel webplate aspect ratio, α=a/h；
A is Wavelike steel webplate length of straigh line；
H is Wavelike steel webplate height；
E is the elasticity modulus of Wavelike steel webplate；
μ is the Poisson's ratio of Wavelike steel webplate；
γ is Wavelike steel webplate ratio of height to thickness, γ=h/t；
T is Wavelike steel webplate thickness；
λsGFor shear buckling parameter,
For elastic complete buckling limit stress,
β is that beam section supports degree of consolidation coefficient, takes 1.9；
IXFor the Wavelike steel webplate axial moment of inertia, IX=t3(δ2+1)/(6η)；
δ is Wavelike steel webplate wave height plate thickness ratio；
η is that length reduces coefficient；
IYFor Wavelike steel webplate relative altitude direction the moment of inertia, IY=t3/[12(1-μ2)]；
6 be Wavelike steel webplate wave height plate thickness ratio；
η is that length reduces coefficient；
IYFor Wavelike steel webplate relative altitude direction the moment of inertia, IY=t3/[12(1-μ2)]。
The construction method of the above-mentioned Long span Wavelike steel webplate composite beam bridge for getting higher back boxing concrete, operates according to the following steps
It carries out:
<1>factory process Wavelike steel webplate, while being combined in the setting corresponding steel of back boxing concrete section-overall height concrete
Face and steel-, which are got higher, is welded WELDING STUDS on concrete joint surface；
<2>Wavelike steel webplate is lifted in place；
<3>template needed for casting concrete is built, bottom plate, overall height back boxing concrete segment are bound or gets higher back boxing concrete
Reinforcing bar needed for section, top plate；
<4>casting concrete top plate and bottom plate, back boxing concrete, and carry out next segment Wavelike steel webplate lifting.
Existing Long span rigid frame bridge there are aiming at the problem that, inventor devises a kind of Long span for getting higher back boxing concrete
Wavelike steel webplate composite beam bridge using overall height concrete back boxing section and gets higher concrete back boxing in rigid frame bridge fulcrum negative moment area
Section.The design uses the back boxing concrete got higher to constrain the bending deformation of Wavelike steel webplate, to substitute the back boxing coagulation of overall height
Soil reduces the total weight of back boxing concrete, has from heavy and light, convenient and energy operative constraint Wavelike steel webplate bending deformation of constructing.
Accordingly, inventor has also set up corresponding construction method, and the buckling for proposing setting unit back boxing concrete Wavelike steel webplate is special
Property calculation method.
Detailed description of the invention
Fig. 1 is the elevational schematic view for the Long span Wavelike steel webplate composite beam bridge that the utility model gets higher back boxing concrete.
Fig. 2 is the Long span Wavelike steel webplate composite beam bridge detail drawing that the utility model gets higher back boxing concrete.
Fig. 3 is using Wavelike steel webplate lifting is in place when the utility model and sets up the schematic diagram that concrete blinding finishes.
Fig. 4 is the schematic diagram completed using first segment concreting when the utility model.
Fig. 5 is the schematic diagram finished of constructing using back boxing concrete section when the utility model.
Fig. 6 is certain rigid frame bridge bridge elevational schematic view using the utility model.
In figure: 1 overall height concrete back boxing, 2 get higher concrete back boxing, 3 Wavelike steel webplates, 4 top flange plates, 5 bottom wing listriums,
6 main piers, 7 central bearing point diaphragm plates, 8 central bearing point webs, 9 get higher the upper surface line of concrete back boxing, 10 overall height concrete back boxings
Outer vertical line, 11 get higher concrete back boxing section floor projection length Lb
Specific embodiment
One, the basic structure and principle of the Long span Wavelike steel webplate composite beam bridge of back boxing concrete are got higher
As shown in Figure 1, using the Long span Wavelike steel webplate composite beam bridge for getting higher back boxing concrete, it is negative in rigid frame bridge fulcrum
Moment of flexure section is using overall height concrete back boxing section and gets higher concrete back boxing section.Wherein, the upper surface line of concrete back boxing is got higher
Angle, θ with the outer vertical line of overall height concrete back boxing is not less than 90 degree, under the intersection point to overall height back boxing of upper surface line and outer vertical line
Edge height should be greater than 1/2 (Fig. 2) of outer vertical line height.
The steel web of concrete back boxing section is got higher when calculating shearing resistance flexion capabilities, steel web size by top flange, it is outer hang down
The range computation that line and upper surface line surround, boundary condition by upper and lower side be it is affixed, left and right is that freely-supported is calculated, and is got higher mixed
The concrete of solidifying soil back boxing section does not share section shear effect, and section stress meets following formula:
τd=Vd/ASteel web≤[τ]
[τ]=min { τCr, L, τCr, G, τCr, I, fvd}
In formula:
VdFor the shearing for acting on Wavelike steel webplate；
ASteel webFor Wavelike steel webplate area of section；
τdFor the shear stress of Wavelike steel webplate under ultimate limit states design load；
τCr, LFor local critical buckling stress；
τCr, GFor complete buckling limit stress；
τCr, IFor combined buckling limit stress；
fvdFor steel web plate section shear strength design value；
Wherein:
τCr, I=τCr, L{1/[1+(τCr, L/τCr, G)4]}1/4
In formula:
τyFor Wavelike steel webplate shear yield stress；
λsLFor shear buckling parameter,
For elastic local critical buckling stress,
K is shear buckling coefficient, k=4+5.34/ α2；
α is Wavelike steel webplate aspect ratio, α=a/h；
A is Wavelike steel webplate length of straigh line；
H is Wavelike steel webplate height；
E is the elasticity modulus of Wavelike steel webplate；
μ is the Poisson's ratio of Wavelike steel webplate；
γ is Wavelike steel webplate ratio of height to thickness, γ=h/t；
T is Wavelike steel webplate thickness；
λsGFor shear buckling parameter,
For elastic complete buckling limit stress,
β is that beam section supports degree of consolidation coefficient, takes 1.9；
IXFor the Wavelike steel webplate axial moment of inertia, IX=t3(δ2+1)/(6η)；
δ is Wavelike steel webplate wave height plate thickness ratio；
η is that length reduces coefficient, η=1600/1712.4=0.934；
IYFor Wavelike steel webplate relative altitude direction the moment of inertia, IY=t3/[12(1-μ2)]；
δ is Wavelike steel webplate wave height plate thickness ratio；
η is that length reduces coefficient；
IYFor Wavelike steel webplate relative altitude direction the moment of inertia, IY=t3/[12(1-μ2)]°
Get higher the floor projection length L of concrete back boxing sectionbLess than calculating the 1/10 of across footpath, greater than the 1/15 of calculating across footpath
(Fig. 2)；Overall height concrete back boxing segment length is to calculate the 1/10~1/15 of across footpath, and be no more than 20m.
Two, the construction method of the Long span Wavelike steel webplate composite beam bridge of back boxing concrete is got higher
<1>factory process Wavelike steel webplate, while being combined in the setting corresponding steel of back boxing concrete section-overall height concrete
Face and steel-, which are got higher, requires that WELDING STUDS is welded according to corresponding density on concrete joint surface；Get higher the steel abdomen of concrete back boxing section
Encryption setting WELDING STUDS, WELDING STUDS density of setting should be greater than overall height concrete back boxing section WELDING STUDS density of setting on the inside of plate
1.5 times or more.
<2>Wavelike steel webplate is lifted in place；
<3>template needed for casting concrete is built, bottom plate, overall height back boxing concrete segment are bound or gets higher back boxing concrete
Reinforcing bar needed for section, top plate gets higher 1.5 times or more that the reinforcing bar density in concrete back boxing section is overall height concrete back boxing section；(figure
3)
<4>casting concrete top plate and bottom plate, back boxing concrete, and carry out next segment Wavelike steel webplate lifting (Fig. 4-
5).Three, the application of the Long span Wavelike steel webplate composite beam bridge of back boxing concrete is got higher
It is (85+150+85) m that certain Wavelike steel webplate rigid frame bridge, which designs across footpath, the Wavelike steel webplate free height at central bearing point
For 8.00m.Referring to the structure and construction method of aforementioned the utility model, beam section is arranged in the overall height of 14.40m near middle support
Concrete segment is served as a contrast, 14.00m is arranged on the outside of overall height back boxing concrete segment gets higher back boxing concrete segment, i.e. back boxing concrete segment
Overall length is 28.40m.Wavelike steel webplate uses 1600 types, wave height 100mm, length of straigh line 0.43m, Q345D steel.(Fig. 6)
Section A-B Wavelike steel webplate is with a thickness of 22mm, and for B-C sections of Wavelike steel webplates with a thickness of 18mm, C-D sections of Wavelike steel webplates are thick
Degree is 16mm.
By shear stress checking computations and buckling checking computations, section stress should meet:
τd=Vd/ASteel web≤[τ]
[τ]=min { τCr, L, τCr, G, τCr, I, fvd}
τCr, I=τCr, L{1/[1+(τCr, L/τCr, G)4]}1/4
In formula:
τyWavelike steel webplate shear yield stress, takes 199.2MPa；
λsLShear buckling parameter,
Elastic local critical buckling stress,
K- shear buckling coefficient, k=4+5.34/ α2；
α-Wavelike steel webplate aspect ratio, α=a/h；
A- Wavelike steel webplate length of straigh line, takes 0.43m；
H- Wavelike steel webplate height；
The elasticity modulus of E- Wavelike steel webplate；
μ-Wavelike steel webplate Poisson's ratio, takes 0.3；
γ-Wavelike steel webplate ratio of height to thickness, γ=h/t；
T- Wavelike steel webplate thickness；
λsGShear buckling parameter,
Elastic complete buckling limit stress,
β-beam section supports degree of consolidation coefficient, takes 1.9；
IXThe Wavelike steel webplate axial moment of inertia, IX=t3(δ2+1)/(6η)；
δ-Wavelike steel webplate wave height plate thickness ratio；
η-length reduces coefficient, η=1600/1712.4=0.934；
IYWavelike steel webplate relative altitude direction the moment of inertia, IY=t3/[12(1-μ2)]°
When not set back boxing concrete, shear stress checking computations and buckling checking computations calculated result are shown in Table 1.
Wavelike steel webplate shearing result (not set back boxing concrete) under 1 Ultimate Loads of table
As shown in Table 1, the section C-C: fvd> τd> τCr, I, thus 14.00m is set at C-D sections and gets higher back boxing concrete
Section is for constraining Wavelike steel webplate bending deformation.
After back boxing concrete is arranged, shear stress checking computations and buckling checking computations calculated result are shown in Table 2.
Wavelike steel webplate shearing result (setting back boxing concrete) under 2 Ultimate Loads of table
As shown in Table 2, each section is all satisfied shear stress checking computations and buckling checking computations require.
Claims (6)
1. a kind of Long span Wavelike steel webplate composite beam bridge for getting higher back boxing concrete, it is characterised in that born in rigid frame bridge fulcrum curved
Square section is using overall height concrete back boxing section and gets higher concrete back boxing section.
2. the Long span Wavelike steel webplate composite beam bridge according to claim 1 for getting higher back boxing concrete, it is characterised in that:
The angle, θ of the outer vertical line of the upper surface line for getting higher concrete back boxing and overall height concrete back boxing is not less than 90 degree, upper surface
The intersection point of line and outer vertical line should be greater than the 1/2 of outer vertical line height to overall height back boxing lower edge height.
3. the Long span Wavelike steel webplate composite beam bridge according to claim 1 for getting higher back boxing concrete, it is characterised in that:
The floor projection length L for getting higher concrete back boxing sectionbLess than calculating the 1/10 of across footpath, greater than the 1/15 of calculating across footpath；Institute
Stating overall height concrete back boxing segment length is to calculate the 1/10~1/15 of across footpath, and be no more than 20m.
4. the Long span Wavelike steel webplate composite beam bridge according to claim 1 for getting higher back boxing concrete, it is characterised in that:
Encryption setting WELDING STUDS, WELDING STUDS density of setting should be greater than overall height coagulation on the inside of the steel web for getting higher concrete back boxing section
1.5 times or more of native back boxing section WELDING STUDS density of setting.
5. the Long span Wavelike steel webplate composite beam bridge according to claim 1 for getting higher back boxing concrete, it is characterised in that:
The reinforcing bar density got higher in concrete back boxing section is 1.5 times or more of overall height concrete back boxing section.
6. the Long span Wavelike steel webplate composite beam bridge according to claim 1 for getting higher back boxing concrete, it is characterised in that:
The concrete for getting higher concrete back boxing section does not share section shear effect, and section stress meets following formula:
τd=Vd/ASteel web≤[τ]
[τ]=min { τcr,L,τcr,G,τcr,I,fvd}
In formula:
VdFor the shearing for acting on Wavelike steel webplate；
ASteel webFor Wavelike steel webplate area of section；
τdFor the shear stress of Wavelike steel webplate under ultimate limit states design load；
τcr,LFor local critical buckling stress；
τcr,GFor complete buckling limit stress；
τcr,IFor combined buckling limit stress；
fvdFor steel web plate section shear strength design value；
Wherein:
τCr, I=τCr, L{1/[1+(τCr, L/τCr, G)4]}1/4
In formula:
τyFor Wavelike steel webplate shear yield stress；
λsLFor shear buckling parameter,
For elastic local critical buckling stress,
K is shear buckling coefficient, k=4+5.34/ α2；
α is Wavelike steel webplate aspect ratio, α=a/h；
A is Wavelike steel webplate length of straigh line；
H is Wavelike steel webplate height；
E is the elasticity modulus of Wavelike steel webplate；
μ is the Poisson's ratio of Wavelike steel webplate；
γ is Wavelike steel webplate ratio of height to thickness, γ=h/t；
T is Wavelike steel webplate thickness；
λsGFor shear buckling parameter,
For elastic complete buckling limit stress,
β is that beam section supports degree of consolidation coefficient, takes 1.9；
IXFor the Wavelike steel webplate axial moment of inertia, IX=t3(δ2+1)/(6η)；
δ is Wavelike steel webplate wave height plate thickness ratio；
η is that length reduces coefficient；
IYFor Wavelike steel webplate relative altitude direction the moment of inertia, IY=t3/[12(1-μ2)]。
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109024233A (en) * | 2018-06-20 | 2018-12-18 | 广西交通科学研究院有限公司 | Get higher the construction method of the Long span Wavelike steel webplate composite beam bridge of back boxing concrete |
| CN116227266A (en) * | 2022-12-21 | 2023-06-06 | 广西北投公路建设投资集团有限公司 | Determination method of buckling mode of corrugated steel web and calculation method of buckling stress |
-
2018
- 2018-06-20 CN CN201820953447.4U patent/CN208869926U/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109024233A (en) * | 2018-06-20 | 2018-12-18 | 广西交通科学研究院有限公司 | Get higher the construction method of the Long span Wavelike steel webplate composite beam bridge of back boxing concrete |
| CN116227266A (en) * | 2022-12-21 | 2023-06-06 | 广西北投公路建设投资集团有限公司 | Determination method of buckling mode of corrugated steel web and calculation method of buckling stress |
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Granted publication date: 20190517 Termination date: 20200620 |