CN1114735C - Design and construction method of prestress steel arch bridge - Google Patents
Design and construction method of prestress steel arch bridge Download PDFInfo
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- CN1114735C CN1114735C CN 00124456 CN00124456A CN1114735C CN 1114735 C CN1114735 C CN 1114735C CN 00124456 CN00124456 CN 00124456 CN 00124456 A CN00124456 A CN 00124456A CN 1114735 C CN1114735 C CN 1114735C
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- arch
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- steel arch
- springing
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Abstract
The present invention relates to the design of prestressing steel arch bridges and a construction method thereof. In a design process, the pushing distance of arch feet to a span is calculated according to the calculation of the sum of the positive bending moment to a steel arch ring due to the loads of bridge surfaces and the positive bending moment due to the elastic contraction, namely the deformation of the axial pressure of the steel arch when the negative bending moment equivalent to the positive bending moment is generated for the arch top by the pushing of the arch feet above the bridge surfaces on both ends of a bridge to the span; the distance is used for determining the adjusting positions of the inner movement of the arch feet of the steel arch ring in the construction to the span.
Description
The invention belongs to the bridge design job practices, particularly steel arch bridge design and construction method on soft basis.
The stressed three major types that is divided into of steel arch bridge arch rib:
1, Gong axial stress;
2, vault positive bending moment and the arch springing hogging moment that produces by the deck system load;
3, the vault positive bending moment and the arch springing hogging moment that produce of the arch rib elastic shrinkage that causes owing to load.
Prior art is in design during steel arch bridge, designs the rolled steel dosage of arch rib according to the axial stress sum of the vault positive bending moment of 2,3 two aforementioned generations and arch springing hogging moment and arch.Wherein since the needed steel using amount of factor of moment of flexure about about 25% of total steel using amount of arch rib.
When prior art is constructed at steel arch bridge, or, piecemeal arch rib is connected into arch ring again from firm arch springing; Or be stabilized in arch springing on the batholith plinth mode of taking again behind the arch ring global formation to lift or on the pile foundation.
The objective of the invention is to propose a kind of design and construction method of prestress steel arch bridge, utilize prestressing technique, reduce the steel using amount of steel arch bridge arch rib.
Content of the present invention is:
At first when design, the positive bending moment that the elastic shrinkage-deformation that produces according to the positive bending moment that the steel arch ring is caused because of the bridge floor load and invar arch thrust causes, the calculating of this double positive bending moment sum, calculate by the above arch ring of bridge two ends bridge floor when span centre promotes, makes vault to produce hogging moment with above-mentioned positive bending moment equivalence, arch springing is to the distance that span centre promotes, and determines the adjustment position that arch springing moves in construction with this distance in span centre;
During construction, make whole steel arch ring earlier;
When the steel arch ring is installed, according to aforementioned result calculated with the two ends arch springing to span centre move, when arch springing arrives the adjustment position of determining, with the cable pull arch rib, make the steel arch ring produce hogging moment, vault also improves because of this hogging moment at this moment;
After whole loads put in place, positive hogging moment can be offset, and vault is positioned at design attitude.
When the present invention holds the design of arch steel arch bridge in making pile foundation, can be the prestressed girder of the side bar of both sides as the steel arch ring, and the stress of side bar and arch springing promoted to span centre the hogging moment that produces make a concerted effort together calculate the adjustment position of arch springing when determining to construct;
In when construction, the part drag-line in the lateral opening subtriangular regional drag-line in bridge two ends is connected to the side bar of arch bridge both sides with the method for prestress anchoraging, and the stretch-draw drag-line to make the side bar double as be prestressed girder; Again arch springing is passed the adjustment fixed-site on the pile foundation;
And then the steel arch ring fixedlyed connected with the side bar that passes therethrough.
After whole loads put in place, positive hogging moment can be offset, and vault is positioned at design attitude.
The present invention can with the whole manufacturing of the main arch steel arch ring moulding of steel arch bridge, make moulding with the subtriangular limit arch integral body at two ends simultaneously according to applying prestressed result of calculation when construction; When arch bridge was installed, the arch springing with limit, two ends arch was stabilized on the adjustment position of pile foundation earlier, the arch rib of main arch circle two ends with the arch springing part was docked again, and simultaneously the side bar of limit arch and the side bar of main arch circle was partly docked, and formed whole arch bridge.
Substantive distinguishing features that the present invention gives prominence to and obvious improvement are to adopt advanced prestressing technique to improve the traditional design thought of steel arch bridge, and the arch rib steel using amount of steel arch bridge is reduced significantly, have alleviated the weight of steel arch ring, save steel and have reduced cost simultaneously; Steel arch ring each several part forms stable whole under the prestressing force effect.
Embodiments of the invention are as shown in drawings:
Fig. 1 holds arch steel arch bridge organigram in the pile foundation;
Fig. 2 is the distortion schematic diagram of steel arch ring under load action: steel arch ring vault under stress produces downward deflection and arch springing is outwards passed, and arch ring deforms;
Fig. 3 is the malformation schematic diagram under the prestressing force effect: adopt the present invention, the steel arch ring makes vault produce under the prestressing force effect and makes progress, arch springing produces inside displacement, the deformation values that arch ring produces under the prestressing force effect should with the deformation values approximately equal that produces because of load among Fig. 2, but direction is opposite;
Fig. 4 is the generalized section of side bar, passes drag-line in the side bar of box.
Identifier among the figure is represented respectively:
1, the design arch ring of steel arch bridge; 2, vault; 2A, the crown displacement when producing positive bending moment; 2B, calculate the crown displacement with the corresponding hogging moment of 2A, the crown displacement when just applying prestressing force; 3, arch springing; 3A, the arch springing displacement that produces hogging moment; The design attitude of 3B, arch springing; The adjustment displacement of arch springing when 3C, pre-stress construction; 4, basis; 5, side bar/bridge floor drag-line; 6, limit arch.
Accompanying drawing is specified the present invention in conjunction with the embodiments:
Present embodiment is an example to hold the arch steel arch bridge in the pile foundation only, and technical solution of the present invention is illustrated.Also can understand last according to the explanation of this example and to hold arch and during through arch, and scar adopts design of the present invention and job practices when basic.
As shown in Figure 1: hold the arch steel arch bridge in employing the present invention design, wherein steel arch ring 1 comprises vault 2 and arch springing 3, arch springing 3 is placed on the pile foundation 4, be provided with the side bar 5A that stablizes arch ring at steel arch ring 1 middle part, drag-line 5 passes from the case chamber of side bar 5A, drag-line 5 and side bar 5A two ends with is connected at the limit of two sides arch 6, the outer side bar 5A of limit arch 6 and main arch circle, the arch rib that is positioned at the arch springing 3 of side bar 5A bottom constitute the subtriangular zone of lateral opening end.
As shown in Figure 2: do not have under the prestressed situation, after load put in place, the vault of steel arch ring produced the positive bending moment distortion; Wherein the vault 2 of arch ring 1 produces malformation under load action, form the vault 2A of downward deflection, arch springing 3 is then outwards passed from design arch springing position 3B owing to produce hogging moment, in order to overcome the moment of flexure of steel arch ring, the measure that prior art is taked is to strengthen rolled steel dosage, and the steel that are used for moment of flexure in total steel using amount account for 25%.
As shown in Figure 3: adopt the present invention, afterburning arch springing 3 is inwardly passed adjusted position 3C, makes arch ring 1 upward under the prestressing force effect, and vault 2 forms vault 2B to top offset.Under single prestressing force effect, vault can be higher than design attitude, and after load put in place, the stress of its generation and prestressing force were offset, and make arch ring return to design attitude.The present invention utilizes prestressing force to overcome the moment of flexure that vault produces under load, saves steel.
The compression face that arch springing causes because of moment of flexure on the scar basis can add steel plate and bear.
Holding the arch steel arch bridge in this example is placed on the pile foundation 4 of soft foundation.The bridge floor that holds arch steel arch bridge two ends and lateral opening delta-shaped region in pile foundation must have drag-line 5, and the general practice is that drag-line length is the total length of lateral opening end to lateral opening end.In the prior art, the side bar 5A of bridge floor both sides mainly is for arch bridge plays stabilization, also bear moment of flexure stress simultaneously, but moment of flexure stress is less.Therefore this side bar 5A also has sizable unnecessary supporting capacity bearing outside the moment of flexure.And the bridge floor drag-line of prior art design does not utilize this part supporting capacity of arch bridge side bar.
The present invention adopts prestressed anchor to be solidly connected with side bar 5A part drag-line 5, utilizes the unnecessary supporting capacity of side bar 5A to do the prestressed girder use.In each schematic diagram of this example, drag-line 5 is represented with the same line with side bar 5A.The section of side bar 5A as can be seen in Fig. 4, drag-line 5 passes in side bar 5A.Be connected with ground tackle with side bar 5A about part drag-line 5, belong to routine techniques, need not be illustrated again.In Fig. 3, limit arch 6 has constituted lateral opening subtriangular zone with the part arch rib of side bar 5A and arch springing 3.In this subtriangular zone,, can offset the hogging moment of arch springing 3 because the stretch-draw effect meeting of side bar makes the arch rib of arch springing 3 parts produce positive bending moment.
Present embodiment is the side bar 5A of both sides during as the prestressed girder of steel arch ring 1, with the stress of side bar and arch springing to span centre promote to make hogging moment that vault produces make a concerted effort together calculate the adjustment displacement of arch springing when determining construction;
The present invention adopts prior art when construction, numerous embodiments can be arranged: for example, when integral manufacturing steel arch ring, part drag-line in the lateral opening subtriangular regional drag-line in bridge two ends can be connected to the side bar of arch bridge both sides with the method for prestress anchoraging, and the stretch-draw drag-line to make the side bar double as be prestressed girder; The arch springing of steel arch ring is passed adjustment fixed-site on the pile foundation; Again the steel arch ring is fixedlyed connected with the side bar that passes therethrough.
Present embodiment can also be taked the job practices of another kind of split production steel arch ring:
Promptly when constructing, can with the limit arch of steel arch bridge and the whole manufacturing of the main arch steel arch ring moulding on its top, simultaneously the subtriangular limit at steel arch bridge two ends be encircleed the whole moulding of making according to applying prestressed result of calculation; When arch bridge is installed, earlier limit, the two ends subtriangular arch springing of arch is stabilized on the adjustment position of pile foundation, again the arch rib of main arch circle two ends with the arch springing part is docked, simultaneously the side bar of limit arch and the side bar of main arch circle are partly docked, form whole steel arch ring.After whole loads put in place, the positive hogging moment at each position can be offset.
The present invention creatively is applied to prestressing technique in the design and construction of steel arch bridge, can overcome the steel arch ring under the great deal of steel that produces moment of flexure under the load is saved with being used in the prior art, reduces the manufacturing and the construction cost of steel arch bridge.
Claims (5)
1, a kind of method for designing of prestress steel arch bridge, it is characterized in that: when the design steel arch bridge, the positive bending moment that the elastic shrinkage-deformation that produces according to the positive bending moment that the steel arch ring is caused because of the bridge floor load and invar arch thrust causes, the calculated value of these two positive bending moment sums, calculate by the above arch ring of bridge two ends bridge floor when span centre promotes, makes the hogging moment that vault produces with the aforementioned calculation value equates, the distance that promotes to span centre of arch springing, with the adjustment position of moving in the definite hogging angle span centre of constructing of this distance.
2, the method for designing of prestress steel arch bridge as claimed in claim 1, it is characterized in that: when in making pile foundation, holding the design of arch steel arch bridge, the prestressed girder of the side bar of both sides as the steel arch ring, and the stress of side bar and arch springing promoted to span centre the vault hogging moment that produces make a concerted effort together calculate the adjustment position of arch springing when determining construction.
3, the job practices of prestress steel arch bridge as claimed in claim 1, it is characterized in that: when arch ring is installed, according to the result of calculation of design with the two ends arch springing to span centre move, during when adjustment position that arch springing arrive to be determined, with the cable pull arch rib, make the steel arch ring produce hogging moment, vault also improves because of this hogging moment at this moment; After whole loads put in place, positive and negative two moments of flexure can be offset, and vault is positioned at design attitude.
4, the job practices of prestress steel arch bridge as claimed in claim 2, it is characterized in that: the part drag-line in the drag-line of lateral opening approximate triangular form zone is connected to the side bar of arch bridge both sides with the method for prestressed anchor with the bridge two ends in when construction, and the stretch-draw drag-line makes limit double as prestressed girder; The steel arch springing is passed adjustment fixed-site on the pile foundation; Again the steel arch ring is fixedlyed connected with the side bar that passes therethrough; After whole loads put in place, positive and negative two moments of flexure of vault can be offset, and vault is positioned at design attitude.
5, the job practices of prestress steel arch bridge as claimed in claim 4, it is characterized in that: when construction, can with the whole manufacturing of steel arch bridge main arch steel arch ring moulding, simultaneously the subtriangular limit arch integral body at two ends be made moulding according to applying preparation stress Calculation result; When arch bridge was installed, the arch springing with subtriangular limit, two ends arch was stabilized on the adjustment position of pile foundation earlier, main arch circle two ends is docked with arch springing part arch rib again, simultaneously the side bar of limit arch and the side bar of main arch circle is partly docked, and forms whole arch bridge.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 00124456 CN1114735C (en) | 2000-09-07 | 2000-09-07 | Design and construction method of prestress steel arch bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 00124456 CN1114735C (en) | 2000-09-07 | 2000-09-07 | Design and construction method of prestress steel arch bridge |
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| Publication Number | Publication Date |
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| CN1341790A CN1341790A (en) | 2002-03-27 |
| CN1114735C true CN1114735C (en) | 2003-07-16 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN 00124456 Expired - Fee Related CN1114735C (en) | 2000-09-07 | 2000-09-07 | Design and construction method of prestress steel arch bridge |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2013044505A1 (en) * | 2011-09-30 | 2013-04-04 | Li Yong | Method for modulation of bending moment along influence lines of pre-stressed steel-concrete composite bridge |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105274940B (en) * | 2015-10-15 | 2016-08-24 | 辽宁金建工业安装工程有限公司 | A kind of bridge arch rib integral installation method |
| CN111563341B (en) * | 2020-04-30 | 2022-03-25 | 中铁二院工程集团有限责任公司 | Evaluation method for anchorage depth of embedded foundation of arch abutment of deck arch bridge |
| CN113944095A (en) * | 2021-11-05 | 2022-01-18 | 上海市政工程设计研究总院（集团）有限公司 | Through tied arch bridge and construction method thereof |
-
2000
- 2000-09-07 CN CN 00124456 patent/CN1114735C/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2013044505A1 (en) * | 2011-09-30 | 2013-04-04 | Li Yong | Method for modulation of bending moment along influence lines of pre-stressed steel-concrete composite bridge |
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| Publication number | Publication date |
|---|---|
| CN1341790A (en) | 2002-03-27 |
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