CN111335166A - Construction method using self-bearing structure as temporary support - Google Patents
Construction method using self-bearing structure as temporary support Download PDFInfo
- Publication number
- CN111335166A CN111335166A CN202010155443.3A CN202010155443A CN111335166A CN 111335166 A CN111335166 A CN 111335166A CN 202010155443 A CN202010155443 A CN 202010155443A CN 111335166 A CN111335166 A CN 111335166A
- Authority
- CN
- China
- Prior art keywords
- main beam
- girder
- side wall
- pouring
- self
- 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
Images
Classifications
-
- 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
- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The construction method using the self-bearing structure as the temporary support comprises the following steps: step A, determining the size of a main beam according to the height of the whole cross beam and the wall thickness of the cross beam; and B: building a pouring support of the side wall of the main beam, and pouring the side wall of the main beam; step C: applying prestress or temporary prestress in the pouring process of the side wall of the main beam; step D: after the side wall of the main beam is finished, removing the pouring support of the side wall of the main beam, and erecting horizontal concrete formworks which are positioned at the top and the bottom of the side wall of the main beam; compared with the prior art, through the pouring cross-sectional dimension who changes the girder, reduce the material quantity of pouring concrete placement support for the first time, on the other hand utilizes crossbeam self structure and forms the structure of stronger bearing capacity through stretch-draw prestressing force in order to satisfy follow-up concrete placement's problem, and the totality has reduced temporary support material quantity, reduces construction measure cost, reduces the construction degree of difficulty, and the structure atress is clear and definite, reduces the risk.
Description
Technical Field
The invention belongs to the technical field of bridges, and particularly relates to a construction method using a self-bearing structure as a temporary support.
Background
The construction of a main tower of a cable-stayed bridge (or a suspension bridge) is a key link of the construction of the whole cable-stayed bridge (or the suspension bridge), and in the construction process of the main tower of the cable-stayed bridge (or the suspension bridge), the construction of a cross beam is particularly important, and the construction of the whole cross beam influences the whole construction progress and quality of the main tower. In view of the fact that the cross section size of a main tower cross beam of a cable-stayed bridge (or a suspension bridge) is large, the concrete pouring construction volume is large, when the lower cross beam is constructed, a cast-in-place support of the cross beam is much larger than the bearing capacity of a conventional support, the cast-in-place support is mostly adopted for one-time or multiple-time pouring construction in the construction of the lower cross beam at present, the lower cross beam support is required to meet the requirements of strength, rigidity and stability through one-time pouring or multiple-time pouring construction, the material usage amount, the section size of section steel and the like of the lower cross beam support are directly increased, the expense cost is directly increased, the construction difficulty is indirectly increased, and the risk control and. The invention solves the bearing problem and the construction risk control problem of the cast-in-place support by optimizing the pouring section and forming the bearing structure by utilizing the section characteristics of the lower cross beam.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provides a construction method which can be recycled, has low cost and high work efficiency and utilizes a self bearing structure as a temporary support.
In order to achieve the above purposes, the technical scheme adopted by the invention is as follows: the construction method using the self-bearing structure as the temporary support comprises the following steps:
step A, determining the size of a main beam according to the height of the whole cross beam and the wall thickness of the cross beam;
and B: building a pouring support of the side wall of the main beam, and pouring the side wall of the main beam;
and C: applying prestress or temporary prestress in the pouring process of the side wall of the main beam;
step D: after the side wall of the main beam is finished, removing the pouring support of the side wall of the main beam, and erecting horizontal concrete formworks which are positioned at the top and the bottom of the side wall of the main beam;
step E: and performing concrete pouring on the horizontal concrete template to form a girder transverse surface, performing prestressed tensioning work on the girder transverse surface after the concrete pouring is finished, and dismantling the horizontal concrete template.
As a preferable scheme of the invention, the main beam is of a box-type structure, the side walls of the main beams on the two sides are oppositely arranged, and similarly, the cross surfaces of the main beams at the top and the bottom of the side walls of the main beams are oppositely arranged.
According to a preferable scheme of the invention, the side wall of the main beam is vertically arranged, the transverse surface of the main beam is horizontally arranged, and the transverse surface of the main beam and the side wall of the main beam are fixed through concrete pouring.
As a preferable scheme of the present invention, the side walls of the main beam in the step B are designed according to the wet weight of the beam body of the main beam.
As a preferable aspect of the present invention, the prestress to be applied or the temporary prestress in step C is calculated according to the concrete weight of the side wall of the girder and the temporary construction load.
And C, pre-burying prestressed steel bundles in the side wall of the main beam in the step C, and tensioning the prestressed steel bundles.
In a preferred embodiment of the present invention, the top surface of the girder transverse plane of the top of the girder is flush with the top of the side wall of the girder, and the top surface of the girder transverse plane is horizontal to the ground.
As a preferable scheme of the invention, two sides of the girder transverse surface at the top of the girder are connected with the side wall of the girder.
As a preferred scheme of the present invention, the lower surface of the cross surface of the bottom of the main beam is flush with the bottom of the side wall of the main beam, and two sides of the cross surface of the bottom of the main beam are connected to the side wall of the main beam.
And D, as a preferable scheme of the invention, pre-embedding a prestressed steel beam in the cross section of the main beam in the step E, and tensioning the prestressed steel beam.
Compared with the prior art, the invention has the beneficial effects that: through the cross-sectional dimension of pouring that changes the girder, reduce the material quantity of pouring concrete placement support for the first time, on the other hand utilizes crossbeam self structure and forms the problem of stronger bearing capacity in order to satisfy follow-up concrete placement through stretch-draw prestressing force, the totality has reduced the temporary support material quantity, reduce construction measure cost, reduce the construction degree of difficulty, the structure atress is clear and definite, reduce the risk, the technical problem that direct excision decking produces adverse effect to other members of structure has been solved simultaneously, on the other hand the device can carry out the decking replacement operation of different positions department simultaneously, the work efficiency is improved. And the device can be recycled, so that the cost is reduced.
Drawings
FIG. 1 is a cross-sectional view of the present invention;
reference numbers in the figures: girder lateral wall 1, girder transverse plane 2.
Detailed Description
The following describes embodiments of the present invention in detail with reference to the accompanying drawings.
As shown in fig. 1, a construction method using a self-supporting structure as a temporary support includes the following steps:
a, constructing and designing a main tower of the cable-stayed bridge according to the size of the cable-stayed bridge which is actually required to be built, designing a beam of the main tower of the cable-stayed bridge according to the design size of the main tower of the cable-stayed bridge, determining the section size of the main beams on two sides through a beam design drawing, and generally determining the section size of the main beam side walls 1 on two sides according to the height of the whole beam and the wall thickness of the beam.
And B: the method comprises the steps of building a pouring support of the girder side wall 1, pouring the girder side wall 1 by using concrete, and maintaining the girder side wall 1 after pouring construction is completed.
And C: prestress or temporary prestress is applied in the pouring process of the side wall of the main beam, and the applied prestress is designed according to the actual condition.
Step D: and (3) after the girder side wall 1 is finished, removing the pouring support of the girder side wall 1, and erecting horizontal concrete formworks which are positioned at the top and the bottom of the girder side wall 1.
Step E: and C, performing concrete pouring on the horizontal concrete template to form a girder transverse surface 2, performing prestress tensioning work on the girder transverse surface 2 after the concrete pouring is finished, and dismantling the horizontal concrete template built in the step D.
The girder is hollow box structure, and the girder lateral wall 1 of both sides sets up relatively, and the same and parallel arrangement of girder lateral wall 1 size of both sides, and the girder transverse plane 2 of the same reason girder lateral wall 1 top and bottom sets up relatively, and the same and parallel arrangement of girder transverse plane 2 size of girder lateral wall 1 top and bottom, and the size of girder lateral wall 1 and girder transverse plane 2 calculates according to the design drawing of crossbeam.
The girder side wall 1 is vertically arranged, the girder transverse surface 2 is horizontally arranged, the girder transverse surface 2 and the girder side wall 1 are fixedly poured by concrete, the girder transverse surface 2 and the girder side wall 1 enclose a hollow box-shaped structure, the girder side wall 1 can be used as a construction platform for erecting a horizontal concrete template after construction is completed, and the girder transverse surface 2 can be used as a bearing platform for continuous pouring of subsequent concrete.
And B, designing the side wall 1 of the main beam in the step B according to the wet weight of the beam body of the main beam, measuring the apparent density of all required raw materials, calculating the using amount of all the materials according to a mixing ratio design volume method in the design rule of common concrete mixing ratio, performing trial assembly, using the volume-lift test for the volume weight of newly-mixed concrete according to the performance test method standard of common concrete mixtures, and correcting the calculated value by using the test value to obtain the correct concrete mixing ratio, so that the wet weight of the beam body of the main beam meets the requirements of the strength and the size of the cable-stayed bridge.
C, calculating the applied prestress or temporary prestress according to the concrete weight of the side wall 1 of the main beam and the temporary construction load, pre-burying a prestressed steel beam in the side wall 1 of the main beam, tensioning the prestressed steel beam, prestress steel beams are arranged in the side wall 1 of the main beam to apply prestress or temporary prestress to the side wall 1 of the main beam, the number of the prestress steel beams is designed according to the size of the side wall 1 of the main beam, meanwhile, the prestressed steel beams are designed along the length direction of the side wall 1 of the main beam, the plurality of prestressed steel beams are arranged on the side wall 1 of the main beam in parallel at different heights, the prestressed steel beams participate in the stress of the main body structure in the side wall 1 of the main beam, the side wall 1 of the main beam forms a structure capable of bearing under the action of prestress or temporary prestress, the characteristic that the structure can continuously bear the load is utilized to meet the problem of continuous pouring of subsequent concrete, and if the construction platform is formed for the concrete pouring of the transverse surface 2 of the subsequent main beam.
The upper surface of the transverse girder surface 2 at the top of the girder is flush with the top of the side girder wall 1, the upper surface of the transverse girder surface 2 is kept horizontal with the ground, the height of the side girder wall 1 is the height of the required girder, and the width of the girder is the sum of the width of the transverse girder surface 2 and the thickness of the side girder walls 1 at the two sides of the transverse girder surface 2.
In the work progress, pour the construction through the girder lateral wall 1 to relative setting in advance, can more accurate definite girder's height, and the width of girder horizontal plane 2 is the interval between the girder lateral wall 1 of relative setting, after the construction of girder lateral wall 1 is accomplished, accessible adjustment girder lateral wall 1's position makes the width of girder more accurate, the construction platform of girder horizontal plane 2 can be regarded as at the top of girder lateral wall 1 simultaneously, after the construction of girder horizontal plane 2 is accomplished, it is fixed through the concrete between girder lateral wall 1 and the both sides of girder horizontal plane 2.
The two sides of the girder transverse surface 2 at the top of the girder are connected with the girder side wall 1, the lower surface of the girder transverse surface 2 at the bottom of the girder is flush with the bottom of the girder side wall 1, and the two sides of the girder transverse surface 2 at the bottom of the girder are connected with the girder side wall 1.
E, pre-burying prestressed steel beams in the transverse face 2 of the main beam, tensioning the prestressed steel beams, applying prestress or temporary prestress to the transverse face 2 of the main beam by arranging the prestressed steel beams in the transverse face 2 of the main beam, designing the number of the prestressed steel beams according to the size of the transverse face 2 of the main beam, designing the prestressed steel beams along the length direction of the transverse face 2 of the main beam, arranging a plurality of prestressed steel beams on different horizontal positions of the transverse face 2 of the main beam in parallel, enabling the prestressed steel beams in the transverse face 2 of the main beam to participate in stress of the main body structure, forming a structure capable of bearing under the action of the prestress or the temporary prestress, and meeting the problem of continuous casting of subsequent concrete by utilizing the characteristic that the structure can continuously bear the load, for example, forming a construction platform for the subsequent required concrete.
The previous description of the disclosed embodiments is provided to enable any person skilled in the art to make or use the present invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the invention; thus, the present invention is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Although the reference numerals in the figures are used more here: girder side walls 1, girder cross-sections 2, etc., without excluding the possibility of using other terms; these terms are used merely to more conveniently describe and explain the nature of the present invention; they are to be construed as being without limitation to any additional limitations that may be imposed by the spirit of the present invention.
Claims (10)
1. A construction method using a self-bearing structure as a temporary support is characterized by comprising the following steps:
step A, determining the size of a main beam according to the height of the whole cross beam and the wall thickness of the cross beam;
and B: building a pouring support of the side wall (1) of the girder, and pouring the side wall (1) of the girder;
and C: applying prestress or temporary prestress in the pouring process of the side wall (1) of the main beam;
step D: after the girder side wall (1) is finished, removing the pouring support of the girder side wall (1), and erecting horizontal concrete formworks which are positioned at the top and the bottom of the girder side wall (1);
step E: and (3) performing concrete pouring on the horizontal concrete template to form a girder transverse surface (2), performing prestressed tensioning work on the girder transverse surface (2) after the concrete pouring is finished, and dismantling the horizontal concrete template.
2. The construction method for using the self-bearing structure as the temporary support according to claim 1, wherein the main beam is a box-type structure, the side walls (1) of the main beam at two sides are oppositely arranged, and the transverse surfaces (2) of the main beam at the top and the bottom of the side walls (1) of the main beam are oppositely arranged.
3. The construction method for using the self-bearing structure as the temporary support according to claim 1 is characterized in that the main beam side walls (1) are vertically arranged, the main beam transverse surface (2) is horizontally arranged, and the main beam transverse surface (2) and the main beam side walls (1) are fixed through concrete pouring.
4. A construction method using a self-supporting structure as a temporary support according to claim 1, wherein the side walls (1) of the main beam in the step B are designed according to the wet weight of the beam body of the main beam.
5. A construction method using self-supporting load-bearing structure as a temporary support according to claim 1, wherein the prestress or temporary prestress applied in step C is calculated according to the concrete weight of the side wall (1) of the main beam and the temporary construction load.
6. The construction method using the self-supporting structure as the temporary support according to claim 5, wherein prestressed steel bundles are pre-embedded in the side walls (1) of the main beam in the step C, and the prestressed steel bundles are tensioned.
7. A construction method using a self-bearing structure as a temporary support according to claim 1, characterized in that the upper surface of the girder transverse surface (2) of the girder top is flush with the top of the girder side wall (1), and the upper surface of the girder transverse surface (2) is horizontal with the ground.
8. A construction method using a self-bearing structure as a temporary support according to claim 7, characterized in that the two sides of the girder transverse surface (2) at the top of the girder are connected with the girder side walls (1).
9. The construction method for using the self-bearing structure as the temporary support according to claim 8, wherein the lower surface of the transverse plane (2) of the bottom of the main beam is flush with the bottom of the side wall (1) of the main beam, and two sides of the transverse plane (2) of the bottom of the main beam are connected with the side wall (1) of the main beam.
10. The construction method using the self-supporting structure as the temporary support according to claim 1, wherein prestressed steel bundles are pre-embedded in the transverse plane (2) of the main beam in the step E, and the prestressed steel bundles are tensioned.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010155443.3A CN111335166A (en) | 2020-03-09 | 2020-03-09 | Construction method using self-bearing structure as temporary support |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010155443.3A CN111335166A (en) | 2020-03-09 | 2020-03-09 | Construction method using self-bearing structure as temporary support |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN111335166A true CN111335166A (en) | 2020-06-26 |
Family
ID=71179804
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010155443.3A Pending CN111335166A (en) | 2020-03-09 | 2020-03-09 | Construction method using self-bearing structure as temporary support |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111335166A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112706269A (en) * | 2020-12-24 | 2021-04-27 | 中交第四航务工程局有限公司 | Construction method for top plate of sealed space at top of immersed tube |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101205761B1 (en) * | 2010-08-02 | 2012-11-28 | (주)삼현피에프 | Upper structure of composite girder bridge having low-weighed and high resistance capability and construction method thereof |
| CN103074854A (en) * | 2013-01-23 | 2013-05-01 | 中交四航局第一工程有限公司 | Rear supporting point triangular bracket hanging basket and bridge construction method using same |
| CN103321153A (en) * | 2013-06-19 | 2013-09-25 | 江苏科技大学 | Construction method for medium and small span trough girder bridge |
| CN106400668A (en) * | 2016-12-02 | 2017-02-15 | 中铁十四局集团第二工程有限公司 | Combined shear connector for corrugated steel web and corrugated steel base plate and construction method |
| CN106906748A (en) * | 2017-03-09 | 2017-06-30 | 河南省交通规划设计研究院股份有限公司 | Based on the construction method for mixing prestressed assembled corrugated steel web plate composite box girder |
| CN107401121A (en) * | 2017-07-24 | 2017-11-28 | 中交第二航务工程局有限公司 | A kind of beam prefabricated cast-in-place design and construction methods of U |
| CN109914244A (en) * | 2019-04-26 | 2019-06-21 | 四川路桥华东建设有限责任公司 | A kind of weak support system and its operating method poured suitable for high tower steel reinforced concrete combination crossbeam Steel Structure Installation and bottom, concrete roof |
| CN110409308A (en) * | 2019-07-31 | 2019-11-05 | 佛山科学技术学院 | A kind of secondary construction method for pouring cored slab |
-
2020
- 2020-03-09 CN CN202010155443.3A patent/CN111335166A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101205761B1 (en) * | 2010-08-02 | 2012-11-28 | (주)삼현피에프 | Upper structure of composite girder bridge having low-weighed and high resistance capability and construction method thereof |
| CN103074854A (en) * | 2013-01-23 | 2013-05-01 | 中交四航局第一工程有限公司 | Rear supporting point triangular bracket hanging basket and bridge construction method using same |
| CN103321153A (en) * | 2013-06-19 | 2013-09-25 | 江苏科技大学 | Construction method for medium and small span trough girder bridge |
| CN106400668A (en) * | 2016-12-02 | 2017-02-15 | 中铁十四局集团第二工程有限公司 | Combined shear connector for corrugated steel web and corrugated steel base plate and construction method |
| CN106906748A (en) * | 2017-03-09 | 2017-06-30 | 河南省交通规划设计研究院股份有限公司 | Based on the construction method for mixing prestressed assembled corrugated steel web plate composite box girder |
| CN107401121A (en) * | 2017-07-24 | 2017-11-28 | 中交第二航务工程局有限公司 | A kind of beam prefabricated cast-in-place design and construction methods of U |
| CN109914244A (en) * | 2019-04-26 | 2019-06-21 | 四川路桥华东建设有限责任公司 | A kind of weak support system and its operating method poured suitable for high tower steel reinforced concrete combination crossbeam Steel Structure Installation and bottom, concrete roof |
| CN110409308A (en) * | 2019-07-31 | 2019-11-05 | 佛山科学技术学院 | A kind of secondary construction method for pouring cored slab |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112706269A (en) * | 2020-12-24 | 2021-04-27 | 中交第四航务工程局有限公司 | Construction method for top plate of sealed space at top of immersed tube |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106906758A (en) | A kind of culvert fluid pressure type entire combination moving die plate | |
| CN109440625B (en) | Steel-concrete combined continuous rigid frame steel truss bridge | |
| KR101175525B1 (en) | Rib slab system | |
| CN101424072A (en) | Counter weight control construction method for large span un-symmetric segment stayed-cable bridge | |
| CN113605246A (en) | Prestressed UHPC shell-concrete inner core combined bent cap structure and construction method thereof | |
| US2916795A (en) | Apparatus for molding reinforced concrete building slabs, columns and girders | |
| CN114474360A (en) | Pre-tensioning method precast beam self-anchored tensioning pedestal | |
| CN110700113B (en) | Construction method of prestress applying device of non-prestressed beam bridge | |
| KR101127130B1 (en) | A precast type pre-stress box girder bridge excution method | |
| CN111335166A (en) | Construction method using self-bearing structure as temporary support | |
| KR100946716B1 (en) | Long Span PSC Girder Type Rahmen Bridge and its Construction Method Using Moment Re-distribution | |
| CN101839063B (en) | Movable steel base for constructing prefabricated beam and standard joint thereof | |
| CN108221636A (en) | In across the steel reinforced concrete composite beam bridge constructed using no mount approach and into bridge method | |
| CN201671063U (en) | Movable steel base for construction precast beams and standard knot thereof | |
| CN115541856A (en) | Test device for simulating concrete disturbance of joint of spliced wide bridge | |
| CN113338533B (en) | Deformation control method for plate type bidirectional bearing keel frame | |
| KR101367919B1 (en) | Longitudinal and transverse pre-moment girder and its manufacturing method | |
| CN110598250B (en) | Method and system for optimizing bending moment distribution of continuous rigid frame bridge | |
| CN113073541A (en) | Combined capping beam suitable for continuous bridge deck construction, bridge and construction process | |
| CN210451571U (en) | Novel steel box girder bridge floor mould | |
| JP3701078B2 (en) | Road slab construction method | |
| CN112726517A (en) | Construction method of aqueduct above bridge | |
| KR100555253B1 (en) | The bridge construction method of having used composition double girder and this which connected and manufactured i beam by the upper and lower sides | |
| KR100310301B1 (en) | Leaf-restrest box girder composite bridge | |
| CN219080082U (en) | Supporting bracket structure for casting concrete of side span cast-in-situ section of continuous rigid frame bridge |
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 |