CN110016865A - A kind of PK section prestressed concrete box girder construction method - Google Patents
A kind of PK section prestressed concrete box girder construction method Download PDFInfo
- Publication number
- CN110016865A CN110016865A CN201910277384.4A CN201910277384A CN110016865A CN 110016865 A CN110016865 A CN 110016865A CN 201910277384 A CN201910277384 A CN 201910277384A CN 110016865 A CN110016865 A CN 110016865A
- Authority
- CN
- China
- Prior art keywords
- prefabricated
- section
- construction method
- prestressed concrete
- box girder
- 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.)
- Pending
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
Abstract
The invention provides a kind of PK section prestressed concrete box girder construction method, first carries out in the prefabricated place in ground prefabricated；Then prefabricated beam section is promoted to slippage bracket；Prefabricated beam section is moved to design position on slippage bracket, realizes long-term storage；Splicing is completed after splicing period to be achieved.Short-line prefabrication is used when ground is prefabricated.Construction method principle provided by the invention is simple, operation is convenient, economical rationality, can be widely applied in all types of element precast concatenation constructions, can effectively save manually, and it is uncertain to have can avoid manual operation bring.
Description
Technical field
The invention belongs to technical field of bridge construction, applies more particularly, to a kind of PK section prestressed concrete box girder
Work method.
Background technique
Domestic and international project construction field is general to use using the prestressed concrete box-beam bridge beam negligible amounts of PK section
The construction of support cast-in-place method.But when being constructed due to this kind of ultra-wide, the beam type that overweight, direction across bridge torsional rigidity is weak using cast-in-place method always
It has the following deficiencies:
1. cast-in-place method is inconsistent to beam body all directions constraint rigidity, cause easily to generate a large amount of receive in course of hardening
Draw line, even crack；
2. needing the support system and template system of the big scale of construction, and do not have generally and repeatedly arrive the condition of using, economy is very poor；
3. the linear rigidity for fully relying on strutting system and template system of support cast-in-place method, and Practical Project middle or long line
Matter condition and supporting condition difference are very big, and the stiffness variation of entire bracket and template system is huge, according to cast-in-place both at home and abroad at present
The case of construction, alignment control are very poor；
4. there have above-mentioned 3rd article of Linear Error to lead to bridge entirety stress system to be inconsistent with designing, and has a large amount of crackles to split
The presence of seam then makes the Years Of Service of bridge have a greatly reduced quality, and operation stage in later period generates a large amount of reconditions.
Rare precast segment method construction exists also due to analysis and processing to critical issue are not in place in the prior art
Many deficiencies need to improve.
Summary of the invention
The invention will solve the problems, such as to be intended to overcome above-mentioned defect existing in the prior art, propose that a kind of PK is disconnected
Face prestressed concrete box girder construction method.
In order to solve the above technical problems, the technical solution of the invention is achieved in that
A kind of PK section prestressed concrete box girder construction method, steps are as follows:
S1 is carried out prefabricated in the prefabricated place in ground；
Prefabricated beam section is promoted to slippage bracket by S2；
Prefabricated beam section is moved to design position on slippage bracket by S3, realizes long-term storage；
S4 completes splicing after splicing period to be achieved.
Further, short-line prefabrication is used when ground is prefabricated.
Further, prefabricated place use rigid foundation, on the basis of arrangement precast pedestal area, matching beam section area and eventually
Area is starched in tension and compression.
Further, when matching the prefabricated beam section progress pose adjustment in beam section area, using 4 points of three point balance methods of adjustment.
Further, lifting process uses 4 points of three point balance methods of promotion.
Further, slipping uses three point balance method of four-point supporting.
Further, it is applied to hoisting hanger in lifting process and is equipped with displacement and pressure sensor.
The invention has the advantages and positive effects of:
The construction method that the invention provides effectively controls beams of concrete from the prefabricated cracking at bridge operation stage
Situation improves into bridge line style and designs the goodness of fit of line style, and very big limit, which weakens the construction of box beam internal cause, causes secondary stress to increase
The case where adding, improves work efficiency, and reduces difficulty of construction, shortens the duration, improves economic benefit.
Detailed description of the invention
Fig. 1 is the structural representation of the single prefabricated beam section of PK section prestressed concrete box girder in the invention embodiment
Figure；
Fig. 2 is the schematic diagram for the construction method that the invention provides；
Fig. 3 is schematic diagram when the invention ground is prefabricated；
Schematic diagram when Fig. 4 is 4 points of adjustment in the invention；
Fig. 5 is the schematic diagram of slide device applied in the invention；
Fig. 6 is the schematic diagram of support system applied in the invention embodiment.
In figure: the prefabricated beam section of 1-；The ground 2- predefined region；3- lifting means；4- slippage bracket；5- slides beam section；6- is long-term
Store beam section；7- splicing beam section；The fixed steel form of the big rigidity of 8-；9- pours beam section；10- matches beam section；11- beam to be hoisted
Section；12- end template；13- vertical supporting piston shoes；14- horizontally tracting system.
Specific embodiment
It should be noted that the feature in embodiment and embodiment in the case where not colliding, in the invention
It can be combined with each other.
Detailed description of specific embodiments of the invention is provided below.
A kind of PK section prestressed concrete box girder construction method, as shown in Figures 1 to 6, steps are as follows:
S1 carries out the prefabricated of beam section in ground predefined region 2；
Prefabricated beam section 1 is promoted to slippage bracket 4 by S2；Slippage bracket generally uses pier beam type steel construction, has each position
Vertical rigidity difference is big, the big feature of amount of deflection；
Sliding beam section 5 (i.e. previous prefabricated beam section) is moved to design position on slippage bracket, after movement in place by S3
Guarantee that beam body is static using mechanical damping not shake, long-term storage beam section 6 to be assembled is stored in this region；
S4 completes splicing after splicing period to be achieved, form splicing beam section 7, until place is at bridge.
It is dropped down on slippage bracket after prefabricated beam section is promoted using lifting means 3, it in an alternative embodiment, can be
Hydraulic support system is arranged in top of support, falls beam mode using actively connecing beam mode and substituting conventional rigid, reaches good support and subtracts
Shake effect.It can be with reference to a kind of hanging method of big cross section prefabricated components disclosed in 108147283 A of CN, it is of course also possible to be
Other hanging methods.
For generally including the vertical branch for being used to support beam section in the slide device of the mobile prefabricated beam section in slippage bracket top
The horizontally tracting system 14 that support piston shoes 13 and traction piston shoes slide on sliding rail 15.
Short-line prefabrication is used when ground is prefabricated.Prefabricated place use rigid foundation, on the basis of arrangement precast pedestal area,
Beam section area and whole tensioning mud jacking area are matched, it is corresponding to pour beam section 9, matching beam section 10, beam section to be hoisted 11.Generally adopt
With intensive clump of piles rigid foundation.Template system when prefabricated can be torn open certainly by the fixed steel form 8 of the big rigidity in end, side hydraulic
Unload removable 12 system of the end template composition that can be fallen of steel form, drive and leveling facility.
It will appear the process moved horizontally during becoming matching beam due to beam section, during being somebody's turn to do under normal circumstances
Beam body concrete strength and elasticity modulus and not up to design strength；Beam body pre-stressed state is not also stretched to bridge completion state；
And beam body temporary support state at bridge design point, there are larger differences；However under common four-point supporting mode, wherein one
A fulcrum is minimum relative to the permission deflection of other formed planes of three fulcrums；So moving horizontally process often in beam section
Cracked or crack.
For problem not in place to the safeguard measure of beam body during above-mentioned matching in the prior art beam processed, in matching beam
When prefabricated beam section in section area carries out pose adjustment, using 4 points of three point balance methods of adjustment.In addition, lifting process is mentioned using 4 points
Rise three point balance methods；Slipping uses three point balance method of four-point supporting.
Above-mentioned 4 points of three point balance methods of adjustment, 4 points of three point balance methods of promotion, 4 points of three point balance methods of sliding constructions are real
Border is same principle, by taking 4 points of three point balance methods of adjustment as an example, as shown in figure 4, prefabricated beam section to be adjusted be all made of a, b,
C, d four-point supporting, wherein the c point and d point of side beam bottom support when using hydraulic pressure support structure characteristic, by the liquid of point-to-point transmission
Pressure oil road is in parallel, forms theoretical point e support (in general, e point is fallen between c point and d point)；It is then to pass through machine when promotion
C point, d point are connected by a pin shaft or other structures part, form theoretic e point by tool principle.
It is not in place to the Linear Control understanding of prefabrication of beam segment, also stop the prefabricated required precision base of traditional beams of concrete
On plinth；And then cause next precast beam linear very since the beam body fulcrum after movement is displaced according to above content
Be difficult to guarantee it is accurate, the deviation accumulation of the prefabricated generation of multi-segmental can be embodied in whole empty beam it is assembled it is linear on；This is resulted in assembled mistake
In order to linearly add gasket in matching face at bridge, add the appearance of the measures such as wet seam after the splicing of part beam section in journey；First is that
At the bad of bridge Linear Control, second is that Mosaic face is since the presence of gasket causes beam body stress that greatly variation occurs, third is that
Wet seam becomes a stress and Crack Control weak part due to concrete shrinkage and creep etc..
Since the beam body of this type, to having the characteristics that torsional rigidity weakness, is balanced along bridge due to being difficult to solve to lift
Property and problem of Cracking, therefore it is also to carry out equal beam highly processed in top of support and slide that the type bridge subsection few in number is prefabricated
Construction, but since the support of prefab-form is in elastic support system, leading to beam process processed is in high altitude operation, and elastic support
The prefabricated beam body of system cannot reach grade control at all.Beam section generally has relatively long distance at design bridge location from prefabricated
Sliding, it is few then tens meters, more then several hundred upper kms；Longer horizontal or light grade movement is enterprising in the elastic support of variation rigidity
Row, therefore, the safety of beam body is generally all difficult to be guaranteed, the sustainable development at this stage in crackle crack.
Usual prefabricated beam section needs to stand before being assembled into bridge several months, to complete exhausted big portion before assembly to beam section
Divide contraction distortion, within this period that top of support is stood, beam body generates differential settlement as long duration load, bracket basis,
It is passing to be adjusted one by one after personal monitoring during a large amount of beam sections are stood, or bracket sedimentation and deformation of leaving passes through elasticity
The compatibility of deformation of bracket itself come yield to beam section fulcrum displacement and counter-force, cause many beam sections to generate in this process largely
Crackle crack, is even destroyed.
It is applied to hoisting hanger in lifting process and is equipped with displacement and pressure sensor, sensor is connect with control host,
Once promoting suspension centre can adjust automatically more than warning value.Equipment used by being promoted can be hoist engine, be arranged on hoist engine
Rope stretching quantity sensor, wirerope can control list suspension centre adjustment of displacement value in demand precision, generally exist after high power pulley blocks
In 1mm.
In the invention, prefabricated beam section when slippage bracket top is stored for a long time, can by dedicated storage equipment,
A kind of prefabricated components splicing special equipment as disclosed in using 207004057 U of our company's patent CN, using with pressure and position
The hydraulic device of displacement sensor is as fulcrum support structure；Sensor has wireless signal transmitting and ability to accept, in middle control electricity
After brain receives signal, according to the transmittable digital model of the warning value of setting, by hydraulic device automatically adjust each fulcrum of beam body by
Power and displacement guarantee the beam section safety under long-term storage, and complete wholly computer controlled, save artificial.
Splice special equipment using above-mentioned prefabricated components, is not used between beam section matching face during splicing any type of
Gasket and wet seam；In addition, the support construction with electrodeless adjustment mode can guarantee splicing beam section not to preceding after the completion of splicing
Sequence beam section causes the reaction of supports and change in displacement, to guarantee zero degree stress splicing Cheng Qiao.
Construction method principle provided by the invention is simple, operation is convenient, economical rationality, can be widely applied to all types of components
It in precast spliced construction, can effectively save manually, and it is uncertain to have can avoid manual operation bring.Prefabricated beam section is in glue
During spelling, do not use any type of wet seam that can reach high-precision linear requirements；Largely reduce biography
Because of not eliminable additional secondary stress, integrated stress state and local stress in construction bring beam body in splicing construction method of uniting
State is consistent with design theory state height.
It is obvious to a person skilled in the art that the invention is not limited to the details of above-mentioned exemplary embodiment, and
And without departing substantially from the spirit or essential attributes of the invention, wound that the present invention can be realized in other specific forms
It makes.
Therefore, in all respects, the present embodiments are to be considered as illustrative and not restrictive, this
The range of innovation and creation is indicated by the appended claims rather than the foregoing description, it is intended that equally wanting for claim will be fallen in
All changes in the meaning and scope of part are included in the invention.Any appended drawing reference in claim should not be regarded
To limit the claims involved.
In addition, it should be understood that although this specification is described in terms of embodiments, but not each embodiment is only wrapped
Containing an independent technical solution, this description of the specification is merely for the sake of clarity, and those skilled in the art should
It considers the specification as a whole, the technical solutions in the various embodiments may also be suitably combined, forms those skilled in the art
The other embodiments being understood that.
Claims (7)
1. a kind of PK section prestressed concrete box girder construction method, which is characterized in that steps are as follows:
S1 is carried out prefabricated in the prefabricated place in ground；
Prefabricated beam section is promoted to slippage bracket by S2；
Prefabricated beam section is moved to design position on slippage bracket by S3, realizes long-term storage；
S4 completes splicing after splicing period to be achieved.
2. a kind of PK section prestressed concrete box girder construction method according to claim 1, it is characterised in that: ground is pre-
Short-line prefabrication is used when processed.
3. a kind of PK section prestressed concrete box girder construction method according to claim 2, it is characterised in that: precasting yard
Ground uses rigid foundation, on the basis of arrangement precast pedestal area, matching beam section area and whole tensioning mud jacking area.
4. a kind of PK section prestressed concrete box girder construction method according to claim 2, it is characterised in that: matching
When prefabricated beam section in beam section area carries out pose adjustment, using 4 points of three point balance methods of adjustment.
5. a kind of PK section prestressed concrete box girder construction method according to claim 1, it is characterised in that: promoted
4 points of Cheng Caiyong three point balance methods of promotion.
6. a kind of PK section prestressed concrete box girder construction method according to claim 1, it is characterised in that: slid
Three point balance method of Cheng Caiyong four-point supporting.
7. a kind of PK section prestressed concrete box girder construction method according to claim 1, it is characterised in that: promoted
It is applied to hoisting hanger in journey and is equipped with displacement and pressure sensor.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910277384.4A CN110016865A (en) | 2019-04-08 | 2019-04-08 | A kind of PK section prestressed concrete box girder construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910277384.4A CN110016865A (en) | 2019-04-08 | 2019-04-08 | A kind of PK section prestressed concrete box girder construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN110016865A true CN110016865A (en) | 2019-07-16 |
Family
ID=67190768
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910277384.4A Pending CN110016865A (en) | 2019-04-08 | 2019-04-08 | A kind of PK section prestressed concrete box girder construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110016865A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112726407A (en) * | 2020-12-27 | 2021-04-30 | 安徽省交通控股集团有限公司 | Prefabricated linear control method and storage medium for matching prefabricated bridge deck |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN203755169U (en) * | 2014-02-17 | 2014-08-06 | 中铁重工有限公司 | Adjustable steel box girder storage jig frame with four-fulcrum supporting and three-fulcrum balancing function |
| CN204368856U (en) * | 2014-12-24 | 2015-06-03 | 中铁十六局集团第三工程有限公司 | Balanced support mechanism during a kind of U-shaped beam transport |
| CN107090773A (en) * | 2017-05-22 | 2017-08-25 | 中国铁建大桥工程局集团有限公司 | A kind of concrete prefabricated beam section crack resistence sliding system of kiloton |
| CN108098979A (en) * | 2017-12-13 | 2018-06-01 | 中国铁建大桥工程局集团有限公司 | A kind of PK sections concrete box girder precast segment template |
| CN108762059A (en) * | 2018-08-12 | 2018-11-06 | 广州瀚阳工程咨询有限公司 | A kind of automatic control system applied to short-line prefabrication bridge subsection |
-
2019
- 2019-04-08 CN CN201910277384.4A patent/CN110016865A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN203755169U (en) * | 2014-02-17 | 2014-08-06 | 中铁重工有限公司 | Adjustable steel box girder storage jig frame with four-fulcrum supporting and three-fulcrum balancing function |
| CN204368856U (en) * | 2014-12-24 | 2015-06-03 | 中铁十六局集团第三工程有限公司 | Balanced support mechanism during a kind of U-shaped beam transport |
| CN107090773A (en) * | 2017-05-22 | 2017-08-25 | 中国铁建大桥工程局集团有限公司 | A kind of concrete prefabricated beam section crack resistence sliding system of kiloton |
| CN108098979A (en) * | 2017-12-13 | 2018-06-01 | 中国铁建大桥工程局集团有限公司 | A kind of PK sections concrete box girder precast segment template |
| CN108762059A (en) * | 2018-08-12 | 2018-11-06 | 广州瀚阳工程咨询有限公司 | A kind of automatic control system applied to short-line prefabrication bridge subsection |
Non-Patent Citations (2)
| Title |
|---|
| 吴红强: "合武客运专线大吨位箱梁提运架施工方法", 《铁道建筑》 * |
| 赵健等: "石首长江公路大桥北边跨主梁施工关键技术", 《桥梁建设》 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112726407A (en) * | 2020-12-27 | 2021-04-30 | 安徽省交通控股集团有限公司 | Prefabricated linear control method and storage medium for matching prefabricated bridge deck |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN204589787U (en) | The prefabricated bent cap of the T-shaped pier of Bridges on Urban Rail Transit | |
| CN104746437B (en) | A kind of self-anchored suspension bridge installation method | |
| CN208702197U (en) | A kind of big displacement integral jacking Compact Mounts | |
| CN103410094B (en) | Installation construction method for bridge rigid hinge | |
| CN104790301B (en) | A kind of cable-styled bridge system transform hoist cable tensioning one-time-reach-place construction method | |
| CN107060105A (en) | A kind of lifting construction method of multiple steel vestibules between high building | |
| CN108103949A (en) | A kind of Cable stayed Bridge Main Tower composite steel anchor beam integral assembling process | |
| CN110629675A (en) | Cast-in-place pier top rotating and cantilever pouring combined construction method for continuous beam support | |
| CN110644381A (en) | Bridge jacking method | |
| CN110016865A (en) | A kind of PK section prestressed concrete box girder construction method | |
| CN113106872A (en) | Mid-span closure method for steel box girder of cable-stayed bridge | |
| CN208932821U (en) | A kind of erecting beam construction height leg gantry crane | |
| CN105088961A (en) | Side-span closure section and cast-in-place section combining construction method | |
| CN107524093A (en) | A kind of bridge jacking method | |
| CN102493363B (en) | Quick construction method for segment No.0 of continuous beam | |
| CN110886184A (en) | Device and method for reducing accurate matching additional stress of wide steel box girder of cable-stayed bridge | |
| CN111188283A (en) | Method for integrally and synchronously jacking and falling steel bridge | |
| CN105274940B (en) | A kind of bridge arch rib integral installation method | |
| CN106869319A (en) | Large span steel truss installation method | |
| CN103147402A (en) | Support device for constructing continuous box girder bridge and elevation adjusting method | |
| CN111877186A (en) | Balanced cast-in-place construction method for beam section bracket of side pier of continuous beam | |
| CN211172120U (en) | Concrete pile bending test device | |
| CN110593085B (en) | Method for mounting steel pipes of lattice pier of bridge steel pipe | |
| CN204530506U (en) | End bay closing device | |
| CN201843083U (en) | V-shaped support frame |
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 | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20190716 |
|
| RJ01 | Rejection of invention patent application after publication |