CN206693055U - Super-length prestressed steel beam staggeredly anchors arrangement - Google Patents
Super-length prestressed steel beam staggeredly anchors arrangement Download PDFInfo
- Publication number
- CN206693055U CN206693055U CN201720359466.XU CN201720359466U CN206693055U CN 206693055 U CN206693055 U CN 206693055U CN 201720359466 U CN201720359466 U CN 201720359466U CN 206693055 U CN206693055 U CN 206693055U
- Authority
- CN
- China
- Prior art keywords
- prestressing force
- staggeredly
- arrangement
- super
- length
- 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.)
- Active
Links
Landscapes
- Rod-Shaped Construction Members (AREA)
Abstract
The utility model discloses a kind of super-length prestressed steel beam staggeredly to anchor arrangement, including the short beam of multiple prestressing force, the described short beam of multiple prestressing force is alternately distributed in the both sides of pier top central cross-section position, its one end is anchored at former cantilever end section, and the other end is anchored at the pier top section of the cantilever end offside；And the end sections that multiple short beams of prestressing force are located at pier top central cross-section opening position are overlapping, the staggeredly anchorage zone of overlapping anchoring is formed at pier top position.Due to having carried out reasonable Arrangement anchoring to prestressed strand, it is short beam suitably to change long beam, and the length of loss of prestress and prestressed strand is closely bound up, therefore greatly reduce the loss of prestress caused by steel strand wires and pipeline wall friction, relaxation of steel etc. of super-length prestressed steel beam.So as to reduce the mid-span deflection caused by loss of prestress is excessive.
Description
Technical field
A kind of arrangement for the super-length prestressed steel beam of long-span rigid frame bridge is the utility model is related to, particularly
It is related to a kind of super-length prestressed steel beam and staggeredly anchors arrangement.
Background technology
Prestressed concrete continuous rigid-framed bridge, there is big span ability, reasonable stress, driving smooth-going, easy for construction, maintenance
The advantages such as expense is low, steep to the high slope of Yushan Hill, the narrow mountain area area in construction site has very strong adaptability.China oneself build up
The main bridge type that is no less than 50, turns into China big or middle across footpath beam bridge of the continuous rigid frame bridge main span more than 200m.
At present, Major Diseases existing for domestic large-span pre-stressed concrete continuous rigid frame bridge are main span middle span deflexion mistakes
Greatly, box girder web produces crack.Middle span deflexion can be further exacerbated by box girder web cracking, and box girder body crack is increased makes structure
Rigidity reduces, and has been further exacerbated by middle span deflexion, both, which interacts, forms vicious circle.To find out its cause, it is primarily due to
Increasing with the span of bridge, prestressed strand is also increasingly longer, length of the prestress system action effect to beam body component
The influence of phase amount of deflection is also more and more crucial.Therefore the loss of prestress of super-length prestressed steel beam is excessive continuous firm as restricting
Structure bridge to more Long span develop an important factor for.
Long-span rigid frame bridge is typically symmetrically poured with Hanging Basket cantilever, and each stage prestressed strand of tensioning, until most
The mode of great cantilever is constructed.Therefore anchored for the arrangement of longitudinal prestressing steel beam, at present mainly using prestressing force
Steel beam, which is anchored in, symmetrically pours the cantilever end of section two, i.e., elongated arrangement anchoring is as shown in figure 1, still as cantilever pouring section is grown
The increase of degree, necessarily bring prestressed strand increasingly longer, and the length of loss of prestress and prestressed strand is closely bound up.It is right
In how to carry out the long beam reasonable Arrangement anchoring of prestressing force, it is short beam suitably to change the long beam of prestressing force, super-length prestressed so as to improve
Permanent prestressing force, reduction loss of prestress, solve method still without preferable at present in steel beam beam body body.
Utility model content
The purpose of this utility model is to overcome above-mentioned the deficiencies in the prior art, in the premise of existing complete Bridge Design
Under, it is short beam suitably to change long beam, so as to greatly reduce current super-length prestressed steel beam due to steel strand wires and pipeline wall friction, steel
Loss of prestress caused by muscle relaxation etc., improves internal permanent prestressing force.
To achieve the above object, the utility model discloses a kind of super-length prestressed steel beam staggeredly to anchor arrangement, bag
The short beam of multiple prestressing force is included, the described short beam of multiple prestressing force is alternately distributed in the both sides of pier top central cross-section position, its one end
It is anchored at former cantilever end section, the other end is anchored at the pier top section of the cantilever end offside；And multiple short beams of prestressing force
End sections positioned at pier top central cross-section opening position are overlapping, and the staggeredly anchorage zone of overlapping anchoring is formed at pier top position.
This kind of arrangement greatly reduces super-length prestressed steel beam because steel strand wires and pipeline wall friction, relaxation of steel etc. are drawn
The loss of prestress risen.So as to reduce the mid-span deflection caused by loss of prestress is excessive.
Further, the length of the short beam of the prestressing force is more than the half of former elongated prestressed strand, is primarily due to
In the case that steel beam entire length is constant, it is overlapping to be located at the end sections of pier top central cross-section opening position due to the short beam of prestressing force,
Therefore, the length of the short beam of prestressing force is more than the half of former elongated prestressed strand.
Further, the short beam of multiple prestressing force consistency from top to bottom in layered arrangement, primarily to uniform force.
Further, the short beam of multiple prestressing force is parallel arrangement in staggeredly anchorage zone, primarily to uniform force.
Further, the short beam of the prestressing force includes two kinds, and one kind is the short beam of box beam top plate prestressing force, and another kind is web
The short beam of prestressing force, is classified according to different installation sites.
The beneficial effects of the utility model are：
Prestressed strand after staggeredly anchoring has following spy compared with the prestressed strand of elongated rope arrangement
Point：
（1）Due to having carried out reasonable Arrangement anchoring to prestressed strand, it is short beam suitably to change long beam, and loss of prestress
It is closely bound up with the length of prestressed strand, thus greatly reduce super-length prestressed steel beam due to steel strand wires and pipeline wall friction,
Loss of prestress caused by relaxation of steel etc..So as to reduce the mid-span deflection caused by loss of prestress is excessive.
（2）Steel beam dosage and elongated rope arrangement dosage are essentially identical, and the only pier top anchorage zone that interlocks is increased slightly, from throwing
Enter the angle analysis of cost, there is no and put into too big cost.
（3）Compared with elongated rope arrangement, because Strands Layout integral linear is constant, therefore do not influence structure integrally by
Power.And No. zero block interlocks, stress deposit more elongated rope arrangement in anchorage zone has larger increase, is advantageous to overcome box beam in length
During phase use, because of temperature effect, the stress loss caused by factor such as creep.
With the development of large-span continuous steel bridge from now on, its across footpath will be increasing, then super-length prestressed steel beam
Using will be increasingly wider, dosage also can be increasing, and super-length prestressed steel beam interlock the advantage of anchorage technology also will therewith
More obvious embodies.
Brief description of the drawings
, below will be to embodiment in order to illustrate more clearly of the utility model embodiment or technical scheme of the prior art
Or the required accompanying drawing used is briefly described in description of the prior art, it should be apparent that, drawings in the following description are these
Some embodiments of utility model, for those of ordinary skill in the art, on the premise of not paying creative work, also
Other accompanying drawings can be obtained according to these accompanying drawings.
The long Shu Tongchang arrangements schematic diagram of Fig. 1 prestressing force
Fig. 2 steel beam staggeredly anchors arrangement schematic diagram
The super-length prestressed steel Shu Pinghang of Fig. 3 staggeredly anchor arrangement schematic diagram；
Fig. 4 pier top Section A-A steel beam anchors layout drawing
In figure：The long beam of 1 top plate, the long beam of 1 ' web, the short beam of 2 top plates, the short beam of 2 ' webs, 3 cantilever section anchored ends, 4 pier tops
Section anchored end, 5 No. zero blocks.
Embodiment
It is noted that described further below is all exemplary, it is intended to provides further instruction to the application.It is unless another
Indicate, all technologies used herein and scientific terminology are with usual with the application person of an ordinary skill in the technical field
The identical meanings of understanding.
It should be noted that term used herein above is merely to describe embodiment, and be not intended to restricted root
According to the illustrative embodiments of the application.As used herein, unless the context clearly indicates otherwise, otherwise singulative
It is also intended to include plural form, additionally, it should be understood that, when in this manual using term "comprising" and/or " bag
Include " when, it indicates existing characteristics, step, operation, device, component and/or combinations thereof.
As background technology is introduced, mainly it is anchored in using prestressed strand that symmetrical to pour section two outstanding at present
Arm end, i.e., elongated arrangement anchoring, but with the increase of cantilever pouring segmental length, necessarily bring prestressed strand increasingly
It is long, and the length of loss of prestress and prestressed strand is closely bound up.For how to carry out the long beam reasonable Arrangement anchoring of prestressing force,
It is short beam suitably to change the long beam of prestressing force, so as to improve permanent prestressing force in super-length prestressed steel beam beam body body, reduce prestressing force
Loss, solves method still without preferable at present, in order to solve technical problem as above, present applicant proposes a kind of overlength in advance should
Power steel beam staggeredly anchors arrangement and construction method.
In a kind of typical embodiment of the application, as shown in Figure 2, there is provided a kind of super-length prestressed steel beam interlocks anchor
Gu arrangement, the utility model replaces the former elongated super-length prestressed steel beam being arranged in box beam body with the short beam of prestressing force；Institute
The short beam of prestressing force is stated to arrange in both sides along pier top central cross-section positional symmetry；The length of the short beam of prestressing force is more than former elongated pre-
The half of stress steel beam, its one end are anchored at former cantilever end section, and the pier top that the other end is anchored in the cantilever end offside is cut
At face；The short beam of prestressing force forms the staggeredly anchorage zone of overlapping anchoring at pier top position.
The utility model is by the parallel arrangement that staggeredly anchors by the long beam of box beam top plate prestressing force of original elongated arrangement
It is divided into the short beam of corresponding prestressing force with the long beam of web prestressing force, and in the parallel staggeredly anchoring in pier top position.
In the serviceability limit state of prestressed concrete member calculates, cause loss of prestress by following factors：
（1）Friction between prestress wire and duct wall；（2）Anchor deformation, steel strand wires retraction and seam compression；（3）Prestressing force
The temperature difference between steel strand wires and pedestal；（4）The elastic compression of concrete；（5）The stress relaxation of prestress wire；（6）Coagulation
Soil contraction and creep.
According to《Highway reinforced concrete and prestressed concrete bridge contain design specification》（JTJ D62 -2004）, post stretching
During component tensioning, prestressing loss due to friction between prestress wire and duct wall, it is represented by：
In formula：It is the coefficient of friction of prestress wire and duct wall for the control stress for prestressing under prestressed strand anchor；
For from stretching end to calculate cross section curve pipe section tangent line angle sum, be influence of the every meter of partial deviations of pipeline to friction
Coefficient；For from stretching end to the duct length for calculating section.
By in formula, value and prestress wire and duct wall contact stress theory analysis, greatly across
In the prestressed concrete beam bridge structure of footpath, long beam loss of prestress mostlys come from rubbing between prestress wire and duct wall
Wipe；Lost for longitudinal prestressing muscle, the result of calculation of long beam is greater than short beam.In addition, long beam presstressed reinforcing steel appearance is not true
Qualitative effect factor is more, therefore reduces the arrangement of long beam presstressed reinforcing steel, and it is short beam to change long beam, it will it is pre- significantly to reduce longitudinal direction
Stress loss, improve the prestressing force deposit of bridge.
In fig. 2, pier top interlock anchorage zone need it is pre-buried it is parallel staggeredly anchoring prestress pipeline.By in Fig. 1 by former elongated cloth
The long beam 1 of box beam top plate prestressing force put is divided into two sections of short beams 2 of prestressing force in the parallel staggeredly anchoring of pier top；Former elongated arrangement
6 long beams 1 ' of box girder web prestressing force be respectively classified into two sections pier top it is parallel staggeredly anchoring the short beams 2 ' of prestressing force；
Positioned at left construction cantilever section anchored end 3, the other end is located at the pier top section on right side for left construction section anchored end one end
Anchored end 4.
Similarly, positioned at right construction cantilever section anchored end 3, the other end is located at the pier top in left side for right construction section anchored end one end
Section anchored end 4.
Left and right construction section prestressed strand forms parallel staggeredly anchorage zone at No. zero block of pier top；Due to prestressed strand
Reasonable Arrangement anchoring has been carried out, it is short beam suitably to change long beam, and the length of loss of prestress and prestressed strand is closely bound up,
Therefore the loss of prestress caused by steel strand wires and pipeline wall friction, relaxation of steel etc. of super-length prestressed steel beam is greatly reduced.
So as to reduce the mid-span deflection caused by loss of prestress is excessive.
Super-length prestressed steel beam is described in further detail to the utility model below in conjunction with drawings and Examples to interlock anchor
Gu construction procedure is as follows：
1. No. zero formwork erection of block 5, assembling reinforcement, arrangement and pre-buried prestress pipe are required according to staggeredly anchor Design.
2. symmetrical cantilever pouring or so is constructed behind corresponding section, this section prestressed strand is penetrated into reserving hole channel.
3. by this section prestressed strand, one end is anchored in construction cantilever segment section, and it is parallel that the other end is anchored in No. zero block
Staggeredly anchorage zone.As shown in Figure 2, Figure 3, Figure 4.
4. symmetrical this section of tensioning or so prestressed strand simultaneously, is anchored after reaching design requirement.
As can be seen from the above description, the application the above embodiments realize following technique effect：
（1）Due to having carried out reasonable Arrangement anchoring to prestressed strand, it is short beam suitably to change long beam, and loss of prestress
It is closely bound up with the length of prestressed strand, thus greatly reduce super-length prestressed steel beam due to steel strand wires and pipeline wall friction,
Loss of prestress caused by relaxation of steel etc..So as to reduce the mid-span deflection caused by loss of prestress is excessive.
（2）Steel beam dosage and elongated rope arrangement dosage are essentially identical, and the only pier top anchorage zone that interlocks is increased slightly.
（3）Compared with elongated rope arrangement, because Strands Layout integral linear is constant, therefore do not influence structure integrally by
Power.And No. zero block interlocks, stress deposit more elongated rope arrangement in anchorage zone has larger increase, is advantageous to overcome box beam in length
During phase use, because of temperature effect, the stress loss caused by factor such as creep.
With the development of large-span continuous steel bridge from now on, its across footpath will be increasing, then super-length prestressed steel beam
Using will be increasingly wider, dosage also can be increasing, and super-length prestressed steel beam interlock the advantage of anchorage technology also will therewith
More obvious embodies.
It is not new to this practicality although above-mentioned specific embodiment of the present utility model is described with reference to accompanying drawing
The limitation of type protection domain, one of ordinary skill in the art should be understood that on the basis of the technical solution of the utility model, ability
Field technique personnel need not pay the various modifications that creative work can make or deformation still in protection model of the present utility model
Within enclosing.
Claims (5)
1. a kind of super-length prestressed steel beam staggeredly anchors arrangement, it is characterised in that described including the short beam of multiple prestressing force
Multiple short beams of prestressing force are alternately distributed in the both sides of pier top central cross-section position, and its one end is anchored at former cantilever end section, separately
One end is anchored at the pier top section of the cantilever end offside；And multiple short beams of prestressing force are located at pier top central cross-section opening position
End sections are overlapping, and the staggeredly anchorage zone of overlapping anchoring is formed at pier top position.
2. super-length prestressed steel beam as claimed in claim 1 staggeredly anchors arrangement, it is characterised in that the prestressing force is short
The length of beam is more than the half of former elongated prestressed strand.
3. super-length prestressed steel beam as claimed in claim 1 staggeredly anchors arrangement, it is characterised in that multiple prestressing force are short
Beam consistency from top to bottom in layered arrangement.
4. super-length prestressed steel beam as claimed in claim 1 staggeredly anchors arrangement, it is characterised in that multiple prestressing force are short
Beam is parallel arrangement in staggeredly anchorage zone.
5. super-length prestressed steel beam as claimed in claim 1 staggeredly anchors arrangement, it is characterised in that the prestressing force is short
Beam includes two kinds, and one kind is the short beam of box beam top plate prestressing force, and another kind is the short beam of web prestressing force.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720359466.XU CN206693055U (en) | 2017-04-07 | 2017-04-07 | Super-length prestressed steel beam staggeredly anchors arrangement |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720359466.XU CN206693055U (en) | 2017-04-07 | 2017-04-07 | Super-length prestressed steel beam staggeredly anchors arrangement |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN206693055U true CN206693055U (en) | 2017-12-01 |
Family
ID=60440821
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201720359466.XU Active CN206693055U (en) | 2017-04-07 | 2017-04-07 | Super-length prestressed steel beam staggeredly anchors arrangement |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN206693055U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106988217A (en) * | 2017-04-07 | 2017-07-28 | 中交第二公路勘察设计研究院有限公司 | Super-length prestressed steel beam, which interlocks, anchors arrangement and construction method |
| CN108486971A (en) * | 2018-05-25 | 2018-09-04 | 中国建筑第五工程局有限公司 | A kind of straddle type monorail rail tracks, its production method and monorail system |
-
2017
- 2017-04-07 CN CN201720359466.XU patent/CN206693055U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106988217A (en) * | 2017-04-07 | 2017-07-28 | 中交第二公路勘察设计研究院有限公司 | Super-length prestressed steel beam, which interlocks, anchors arrangement and construction method |
| CN106988217B (en) * | 2017-04-07 | 2020-03-13 | 中交第二公路勘察设计研究院有限公司 | Staggered anchoring arrangement mode and construction method for ultra-long prestressed steel bundles |
| CN108486971A (en) * | 2018-05-25 | 2018-09-04 | 中国建筑第五工程局有限公司 | A kind of straddle type monorail rail tracks, its production method and monorail system |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105839510B (en) | A kind of steel and ultra-high performance concrete composite continuous bridge structure and its construction method | |
| CN108677685B (en) | Ultra-high-performance concrete-part steel beam combined bent cap and construction method thereof | |
| CN106638324B (en) | A kind of construction method of ultra-high performance concrete corrugated steel web plate composite box girder bridge | |
| CN103046463B (en) | Assembly type saddle-shell-shaped bottom plate continuous box girder bridge and construction method thereof | |
| CN203741730U (en) | T-shaped bridge reinforcing structure | |
| CN104264584B (en) | Combined cable-girder anchoring structure of pre-stressed concrete cable-stayed bridge top | |
| CN106758871A (en) | A kind of full cantilever construction prestressed concrete continuous rigid-framed bridge and its construction method | |
| CN203593939U (en) | Connecting structure of concrete beams differing in performance | |
| CN103556565A (en) | Connection construction for girders made of concrete with different performance | |
| CN209227359U (en) | A kind of precast beam and the wet seam connection structure using the precast beam | |
| CN206693055U (en) | Super-length prestressed steel beam staggeredly anchors arrangement | |
| CN108951399A (en) | A kind of Single-box multi-chamber box beam bridge and its construction method | |
| CN206289536U (en) | A kind of concrete box girder direction across bridge prestressed structure | |
| CN103882797B (en) | A kind of corrugated steel web plate composite box girder and construction technology thereof | |
| CN108179808A (en) | A kind of prefabricated beam column crimping joint strengthening stirrup construction and its construction method | |
| CN207714129U (en) | A kind of wet seam construction of floorings using T reinforcing bars | |
| CN105631190A (en) | Reinforcement method of concrete deep beam | |
| CN102808371A (en) | Simply-supported-to-continuous prefabricated integrally-cast superposed continuous bridge and construction method | |
| CN106988217A (en) | Super-length prestressed steel beam, which interlocks, anchors arrangement and construction method | |
| CN208362941U (en) | One kind reinforcing the old hollow slab bridge construction of single hole by real abdomen Bars In Poured Concrete Slab | |
| CN209114299U (en) | A kind of Single-box multi-chamber box beam bridge | |
| CN208088500U (en) | A kind of prefabricated beam column crimping joint strengthening stirrup construction | |
| CN205474785U (en) | Steel - ultra high performance concrete combination continuous bridge structure | |
| CN105648898A (en) | Prefabricated ultra-high-performance concrete half-through beam units, bridge beam structure and construction method | |
| CN108411801A (en) | One kind reinforcing the old hollow slab bridge construction of single hole and construction method by real abdomen Bars In Poured Concrete Slab |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |