CN107558357A - The bridge superstructure and construction method of a kind of power consumption - Google Patents
The bridge superstructure and construction method of a kind of power consumption Download PDFInfo
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- CN107558357A CN107558357A CN201710796742.3A CN201710796742A CN107558357A CN 107558357 A CN107558357 A CN 107558357A CN 201710796742 A CN201710796742 A CN 201710796742A CN 107558357 A CN107558357 A CN 107558357A
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- girder
- abutment
- anchor block
- concrete anchor
- power consumption
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- 238000010276 construction Methods 0.000 title claims abstract description 19
- 229910000831 Steel Inorganic materials 0.000 claims description 17
- 239000010959 steel Substances 0.000 claims description 17
- 229910001285 shape-memory alloy Inorganic materials 0.000 claims description 10
- 230000001133 acceleration Effects 0.000 claims description 4
- XDDAORKBJWWYJS-UHFFFAOYSA-N glyphosate Chemical compound OC(=O)CNCP(O)(O)=O XDDAORKBJWWYJS-UHFFFAOYSA-N 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims 2
- 238000004873 anchoring Methods 0.000 claims 1
- 238000005266 casting Methods 0.000 claims 1
- 238000013016 damping Methods 0.000 abstract description 4
- 230000000694 effects Effects 0.000 description 10
- 230000015271 coagulation Effects 0.000 description 4
- 238000005345 coagulation Methods 0.000 description 4
- 238000000034 method Methods 0.000 description 4
- 230000008569 process Effects 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 229910045601 alloy Inorganic materials 0.000 description 1
- 239000000956 alloy Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 230000002708 enhancing effect Effects 0.000 description 1
- 230000006870 function Effects 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 239000000837 restrainer Substances 0.000 description 1
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Abstract
The invention discloses a kind of bridge superstructure of power consumption, including bearing, abutment and bent cap, bearing is located at the top of abutment and bent cap, bearing is provided with girder, abutment includes the first abutment and the second abutment, girder includes at least two sections of girders, rubber cushion blocks are provided between adjacent two sections of girders, the two sides of girder are respectively equipped with least two groups of fastening structures, each fastening structure all includes the deformed bar of two concrete anchor blocks of two concrete anchor blocks and a branch of connection, each concrete anchor block is all provided with the hole passed through for the deformed bar, deformed bar is anchored in concrete anchor block after passing through the hole of concrete anchor block and tensioning.It is of the invention economical, can damping, and construction method is quick.
Description
Technical field
The present invention relates to science of bridge building technology and technical field of construction, more particularly to a kind of bridge superstructure of power consumption
And its construction method.
Background technology
After multi-span girder bridge puts into effect, under geological process, in fact it could happen that girder collision, fall the harm such as beam.
For above-mentioned disease, bridge earthquake resistance specification and correlative theses document, patent propose some measures solved, such as beam
Increase rubber cushion blocks, or increase bent cap size restrainer etc. between body.But above-mentioned measure has the following disadvantages：
(1) when earthquake occurs, rubber cushion blocks between girder fail because girder gap is excessive between girder rubber cushion blocks
It is brought into close contact, it is difficult to effectively play energy-absorbing function；
(2) it is passive girder falling mode to increase bent cap size, without damping effect.
In order to overcome drawbacks described above, the positive innovation research of those skilled in the art, to create a kind of new power consumption
Bridge superstructure and construction method.
The content of the invention
The problem of existing for prior art, the present invention provide a kind of economy, quick construction, the bridge superstructure of power consumption
And its construction method.
In order to solve the above technical problems, one aspect of the present invention is：A kind of bridge top of power consumption is provided
Structure, including bearing, abutment and bent cap, the bearing are located at the top of the abutment and the bent cap, and the bearing is provided with
Girder, the abutment include the first abutment and the second abutment, and the girder includes at least two sections of girders, between adjacent two sections of girders
Provided with rubber cushion blocks, the two sides of girder are respectively equipped with least two groups of fastening structures, and it is mixed that each fastening structure all includes two
The deformed bar of the two concrete anchor blocks of native anchor block and a branch of connection is coagulated, each concrete anchor block is all provided with
The hole passed through for the deformed bar, the deformed bar pass through anchor after the hole of the concrete anchor block and tensioning
It is fixed in the concrete anchor block.
Further say, two concrete anchor blocks of same fastening structure, which include the first of a side for being formed at abutment, to be mixed
Coagulate native anchor block and one be formed at girder side the second concrete anchor block, and the second concrete anchor block is formed at distance
That section of farthest girder of first concrete anchor block.
Further say, a branch of deformed bar is made up of n root steel strand wires, and the quantity n of steel strand wires presses following public affairs
Formula calculates：
Wherein：N is the radical of a branch of prestress wire,
Any real number that roundup [number, Num_digits], number are rounded up to for needs, Num_digits
For the digital decimal digits after rounding-off,
fpdFor the tension design strength of steel strand wires, units MPa,
AP1For the area of section of single steel strand, unit mm2,
mLFor the gross mass of all sections of girder, units/kg,
A be power consumption bridge superstructure residing for place basic seismic design acceleration, unit m/s2, inquiry can be passed through
《Seismic design provision in building code》Table 3.2.2 in (GB 50011-2010) is obtained.
Further say, the length direction for taking bridge is left and right directions, positioned at the left surface of the girder of high order end and first
At least one both are provided with marmem between abutment and between the right flank and the second abutment of the girder of low order end
Spring.
Further say, two groups of fastening structures positioned at the same side of the girder, respectively left fastening structure and the right side
Fastening structure, and the first concrete anchor block of left fastening structure is located at the first abutment, the first coagulation of the right fastening structure
Native anchor block is located at the second abutment.
Further say, the rubber cushion blocks are 5-10cm in the thickness of the length direction of the girder.
Present invention also offers a kind of a kind of construction method of the bridge superstructure of described power consumption, as steps described below
Carry out：
S1. coagulation is poured respectively in two sides of the first abutment, the second abutment, the girder of high order end and low order end girder
Soil, formed with the concrete anchor block for wearing the hole for sending deformed bar；
S2. rubber cushion blocks are set between adjacent girder；
S3., deformed bar is passed through to the first concrete anchor block of same fastening structure and the hole of the second concrete,
Tensioning is carried out to deformed bar, is anchored in after the completion of tensioning on the concrete anchor block, you can completes construction；
S4. the right flank and second of the girder between the left surface of the girder of high order end and the first abutment and positioned at low order end
Shape memory alloy spring is installed between abutment.
Further say, described in step S3 to deformed bar carry out tensioning, the tension stress size used for
0.5fpd。
The beneficial effects of the invention are as follows：
1st, it may be such that girder is brought into close contact with rubber cushion blocks due to the effect of deformed bar in the present invention, work as spot
During shake, it is to indulge bridge under conditions of in seismic wave, energy can be effectively absorbed by rubber cushion blocks, forms cushioning effect；Exist simultaneously
Shape memory alloy spring is installed between the girder of high order end and the first abutment, the girder of low order end and the second abutment, one can be entered
Step enhancing damping effect；
2nd, a branch of deformed bar limited according to technical solution of the present invention is pressed with the radical n and deformed bar of steel strand wires
Tension stress size is 0.5fpdTensioning is carried out, can effectively ensure that when earthquake occurs, is to indulge bridge under conditions of in seismic wave,
Deformed bar tension stress can offset the seismic force of girder in active force caused by beam body just；
3rd, it is to indulge bridge under conditions of in seismic wave, deformed bar will produce one and seismic force when earthquake occurs
Opposite restoring force, because the restoring force of rubber cushion blocks, the cushioning effect of shape memory alloy spring and deformed bar acts on,
Geological process can effectively be offset；
4th, the present invention forms complete set, arrangement and method for construction effectively, unique, effectively can prevent multi-span girder bridge from throwing
After entering operation, under geological process, there is girder collision, fall the harm such as beam.
Described above is only the general introduction of technical solution of the present invention, in order to better understand the technological means of the present invention,
And can be practiced according to the content of specification, below with presently preferred embodiments of the present invention and coordinate accompanying drawing describe in detail as after.
Brief description of the drawings
Fig. 1 is the front view of the present invention (exemplified by provided with three sections of girders)；
Fig. 2 is the top view of the present invention (exemplified by provided with three sections of girders)；
Each several part mark is as follows in accompanying drawing：
1- girders, the girders of 1a- first, the girders of 1b- second, the girders of 1c- the 3rd, the abutments of 2a- first, the abutments of 2b- second, 3-
Shape memory alloy spring, 4- bearings, 5- rubber cushion blocks, 6- deformed bars, 71- the first concrete anchor blocks, 72 second is mixed
Coagulate native anchor block and 8 bent caps.
Embodiment
Illustrate the embodiment of the present invention below by way of particular specific embodiment, those skilled in the art can be by this
Content disclosed in specification understands advantages of the present invention and effect easily.The present invention can also other different modes give
Implement, i.e. without departing substantially under the scope of disclosed, different modification and change can be given.
As shown in Fig. 1 to 2, a kind of bridge superstructure of power consumption, including bearing 4, abutment and bent cap 8, the bearing 4
In the top of the abutment and the bent cap 8, the bearing is provided with girder, and the abutment includes the first abutment 2a and the second bridge
Platform 2b, the girder include at least two sections of girders, and rubber cushion blocks 5, the two sides difference of girder are provided between adjacent two sections of girders
Provided with least two groups of fastening structures, each fastening structure all includes two coagulations of two concrete anchor blocks and a branch of connection
The deformed bar of native anchor block, each concrete anchor block are all provided with the hole passed through for the deformed bar, institute
State deformed bar through the concrete anchor block hole and tensioning after be anchored in the concrete anchor block.
Two concrete anchor blocks of same fastening structure include the first concrete anchor block of a side for being formed at abutment
71 and one be formed at girder side the second concrete anchor block 72, and to be formed at distance first mixed for the second concrete anchor block
Coagulate that section of farthest girder of native anchor block.
A branch of deformed bar is made up of n root steel strand wires, and the quantity n of steel strand wires is calculated by following equation：
Wherein：N is the radical of a branch of prestress wire,
Any real number that roundup [number, Num_digits], number are rounded up to for needs, Num_digits
For the digital decimal digits after rounding-off,
fpdFor the tension design strength of steel strand wires, units MPa,
AP1For the area of section of single steel strand, unit mm2,
mLFor the gross mass of all sections of girder, units/kg,
A be power consumption bridge superstructure residing for place basic seismic design acceleration, unit m/s2, inquiry can be passed through
《Seismic design provision in building code》Table 3.2.2 in (GB 50011-2010) is obtained.
The length direction for taking bridge is left and right directions, between the left surface and the first abutment of the girder of high order end and position
At least one both are provided with shape memory alloy spring between the right flank and the second abutment of the girder of low order end.
Length direction of the shape memory alloy spring parallel to bridge.
Two groups of fastening structures positioned at the same side of the girder, respectively left fastening structure and right fastening structure, and
First concrete anchor block of left fastening structure is located at the first abutment, and the first concrete anchor block of the right fastening structure is located at
Second abutment.
The rubber cushion blocks are 5-10cm in the thickness of the length direction of the girder.
Present invention also offers a kind of a kind of construction method of the bridge superstructure of described power consumption, as steps described below
Carry out：
S1. coagulation is poured respectively in two sides of the first abutment, the second abutment, the girder of high order end and low order end girder
Soil, formed with the concrete anchor block for wearing the hole for sending deformed bar；
S2. rubber cushion blocks are set between adjacent girder；
S3., deformed bar is passed through to the first concrete anchor block of same fastening structure and the hole of the second concrete,
Tensioning is carried out to deformed bar, is anchored in after the completion of tensioning on the concrete anchor block, you can completes construction；
S4. the right flank and second of the girder between the left surface of the girder of high order end and the first abutment and positioned at low order end
Shape memory alloy spring is installed between abutment.
Further say, described construction method, tensioning, of use are carried out to deformed bar described in step S3
Tension size is 0.5fpd。
Embodiment：A kind of bridge superstructure of power consumption, as shown in Fig. 1 to 2, including it is arranged at the first of the top of bearing 4
Girder 1a, the second girder 1b, the 3rd girder 1c, the first girder 1a, the second girder 1b and the 3rd girder 1c gross mass mL=
265000kg, pass through inquiry《Seismic design provision in building code》Table 3.2.2 in (GB 50011-2010) can be obtained, field residing for the bridge
The basic seismic design acceleration a=1.962m/s on ground2。
Aseismatic Design is carried out to the bridge according to the present embodiment.
Marmem bullet is provided between the first girder 1a and the first abutment 2a, the 3rd girder 1c and the second abutment 2b
Spring 3；
Thick 8cm rubber cushion blocks 5 are provided between the first girder 1a, the second girder 1b and the 3rd girder 1c；
Band diameter is correspondingly provided with the first girder 1a and the second abutment 2b and the 3rd girder 1c and the first abutment 2a side
For the C50 concrete anchor blocks of 10cm hole；
Concrete is anchored in after being respectively equipped with two sides of girder 1 through the hole in concrete anchor block, tensioning
The deformed bar 6 of anchor block；
A branch of deformed bar 6 is made up of n root steel strand wires, the tension design strength fpd=1260MPa of steel strand wires, single
The area of section AP1=140mm of steel strand wires2, a branch of deformed bar 6 is calculated as follows with the radical n of steel strand wires：
。
The construction method of the bridge superstructure of the power consumption of the present embodiment, comprises the following steps：
Step 1：Poured respectively in the first abutment 2a, the second abutment 2b, the first girder 1a, the 3rd girder 1c two sides
C50 concrete is built, forms the concrete anchor block with hole；
Step 2：Rubber cushion blocks 5 are set between the first girder 1a, the second girder 1b, the 3rd girder 1c；
Step 3：Deformed bar 6 is passed through into the first girder 1a and the second abutment 2b, the 3rd girder 1c and the first abutment 2a
Between corresponding concrete anchor block hole after, according to tension stress size be 0.5fpd=630MPa to deformed bar 6
Tensioning is carried out, is anchored in after the completion of tensioning on the concrete anchor block；
Step 4：Shape note is installed between the first girder 1a and the first abutment 2a, the 3rd girder 1c and the second abutment 2b
Recall alloy spring 3, complete construction.
Due to the effect of deformed bar in the present invention, it may be such that girder is brought into close contact with rubber cushion blocks, when generation earthquake
When, it is to indulge bridge under conditions of in seismic wave, energy can be effectively absorbed by rubber cushion blocks, forms cushioning effect；Simultaneously most
Shape memory alloy spring is installed between the girder of left end and the first abutment, the girder of low order end and the second abutment, can be further
Strengthen damping effect.
Embodiments of the invention are the foregoing is only, not thereby the foregoing is only embodiments of the invention, and unprovoked
This limitation the present invention the scope of the claims, every equivalent structure made using description of the invention and accompanying drawing content, or directly or
Other related technical areas are used in indirectly, are similarly included in the scope of patent protection of the present invention.
Claims (8)
1. a kind of bridge superstructure of power consumption, including bearing, abutment and bent cap, the bearing is located at the abutment and the lid
The top of beam, the bearing are provided with girder, and the abutment includes the first abutment and the second abutment, it is characterised in that：The master
Beam includes at least two sections of girders, is provided with rubber cushion blocks between adjacent two sections of girders, the two sides of girder are respectively equipped with least two groups
Fastening structure, each fastening structure all include the pre- of the two concrete anchor blocks of two concrete anchor blocks and a branch of connection
Stress reinforcing bar, each concrete anchor block are all provided with the hole passed through for the deformed bar, the deformed bar
The concrete anchor block is anchored in after through the hole of the concrete anchor block and tensioning.
A kind of 2. bridge superstructure of power consumption according to claim 1, it is characterised in that：The two of same fastening structure are mixed
Coagulate first concrete anchor block and one of the native anchor block including a side for being formed at abutment are formed at the side of girder second
Concrete anchor block, and the second concrete anchor block is formed at that section of farthest girder of the first concrete of distance anchor block.
A kind of 3. bridge superstructure of power consumption according to claim 1, it is characterised in that：A branch of deformed bar
It is made up of n root steel strand wires, and the quantity n of steel strand wires is calculated by following equation：
<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>
<msub>
<mi>m</mi>
<mi>L</mi>
</msub>
<mi>a</mi>
</mrow>
<mrow>
<msub>
<mi>f</mi>
<mrow>
<mi>p</mi>
<mi>d</mi>
</mrow>
</msub>
<msub>
<mi>A</mi>
<mrow>
<mi>p</mi>
<mn>1</mn>
</mrow>
</msub>
</mrow>
</mfrac>
<mo>,</mo>
<mn>0</mn>
<mo>&rsqb;</mo>
</mrow>
Wherein：N is the radical of a branch of prestress wire,
Roundup [number, Num_digits], number are any real number for needing to be rounded up to, and Num_digits is house
Digital decimal digits after entering,
fpdFor the tension design strength of steel strand wires, units MPa,
AP1For the area of section of single steel strand, unit mm2,
mLFor the gross mass of all sections of girder, units/kg,
A be power consumption bridge superstructure residing for place basic seismic design acceleration, unit m/s2, inquiry can be passed through《Building
Earthquake resistant design code》Table 3.2.2 in (GB 50011-2010) is obtained.
A kind of 4. bridge superstructure of power consumption according to claim 1, it is characterised in that：The length direction for taking bridge is
Left and right directions, the right flank and of the girder between the left surface and the first abutment of the girder of high order end and positioned at low order end
At least one both are provided with shape memory alloy spring between two abutments.
A kind of 5. bridge superstructure of power consumption according to claim 1, it is characterised in that：Positioned at the same of the girder
Two groups of fastening structures of side, respectively left fastening structure and right fastening structure, and the first concrete anchoring of left fastening structure
Block is located at the first abutment, and the first concrete anchor block of the right fastening structure is located at the second abutment.
A kind of 6. bridge superstructure of power consumption according to claim 1, it is characterised in that：The rubber cushion blocks are described
The thickness of the length direction of girder is 5-10cm.
A kind of a kind of 7. construction method of the bridge superstructure of power consumption according to claim 4, it is characterised in that：According to
Following step is carried out：
S1. casting concrete is distinguished in two sides of the first abutment, the second abutment, the girder of high order end and low order end girder,
Formed with the concrete anchor block for wearing the hole for sending deformed bar；
S2. rubber cushion blocks are set between adjacent girder；
S3. by deformed bar through the first concrete anchor block of same fastening structure and the hole of the second concrete, to pre-
Stress reinforcing bar carries out tensioning, is anchored in after the completion of tensioning on the concrete anchor block, you can completes construction；
S4. the right flank and the second abutment of the girder between the left surface of the girder of high order end and the first abutment and positioned at low order end
Between shape memory alloy spring is installed.
8. construction method according to claim 7, it is characterised in that：Being opened to deformed bar described in step S3
Draw, the tension stress size used is 0.5fpd。
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ID=60979239
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109356017A (en) * | 2018-10-30 | 2019-02-19 | 南昌大学 | It is a kind of to limit the Continuous Concrete Box Girders for reducing loss of prestress composite structure with self- recoverage |
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| CN109356017A (en) * | 2018-10-30 | 2019-02-19 | 南昌大学 | It is a kind of to limit the Continuous Concrete Box Girders for reducing loss of prestress composite structure with self- recoverage |
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Application publication date: 20180109 |