CN104652295A - Overall strengthening method for through concrete-filled steel tube arch bridge - Google Patents
Overall strengthening method for through concrete-filled steel tube arch bridge Download PDFInfo
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- CN104652295A CN104652295A CN201510057372.2A CN201510057372A CN104652295A CN 104652295 A CN104652295 A CN 104652295A CN 201510057372 A CN201510057372 A CN 201510057372A CN 104652295 A CN104652295 A CN 104652295A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 27
- 239000010959 steel Substances 0.000 title claims abstract description 27
- 239000004567 concrete Substances 0.000 title claims abstract description 24
- 238000005728 strengthening Methods 0.000 title abstract description 6
- 239000000725 suspensions Substances 0.000 claims description 32
- 230000003014 reinforcing Effects 0.000 claims description 11
- 230000002787 reinforcement Effects 0.000 claims description 10
- 230000000903 blocking Effects 0.000 claims description 2
- 238000007493 shaping process Methods 0.000 claims description 2
- 280000871617 Vault companies 0.000 claims 1
- 238000000034 method Methods 0.000 abstract description 5
- 210000000614 Ribs Anatomy 0.000 abstract 5
- PCHJSUWPFVWCPO-UHFFFAOYSA-N gold Chemical compound data:image/svg+xml;base64,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 data:image/svg+xml;base64,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 [Au] PCHJSUWPFVWCPO-UHFFFAOYSA-N 0.000 abstract 1
- 239000010931 gold Substances 0.000 abstract 1
- 229910052737 gold Inorganic materials 0.000 abstract 1
- 239000011230 binding agent Substances 0.000 description 6
- 238000010276 construction Methods 0.000 description 3
- 201000010099 disease Diseases 0.000 description 3
- 101700064026 EXT1 Proteins 0.000 description 2
- 101710002310 RNASE1 Proteins 0.000 description 2
- 101710022611 RNASE1B Proteins 0.000 description 2
- 238000004891 communication Methods 0.000 description 2
- 238000005260 corrosion Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 101700047696 EXT2 Proteins 0.000 description 1
- 208000008425 Protein Deficiency Diseases 0.000 description 1
- 210000002356 Skeleton Anatomy 0.000 description 1
- 230000002929 anti-fatigue Effects 0.000 description 1
- 230000002146 bilateral Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000001276 controlling effect Effects 0.000 description 1
- 230000000875 corresponding Effects 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 230000002950 deficient Effects 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 230000002250 progressing Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D4/00—Arch-type 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
- E01D2101/268—Composite concrete-metal
Abstract
The invention discloses an overall strengthening method for a through concrete-filled steel tube arch bridge. The method comprises the following steps: mounting a new arch rib on the upper side of an original arch rib on the basis of guaranteeing that the longitudinal positions of arch feet of an original arch bridge are unchanged; mounting new hanging rods on the two sides of old hanging rods of the original arch bridge after the new arch rib is formed; gradually transferring the original suspender force to the new hanging rods by using a step-by-step load application method; after replacement of all new and gold hanging rods is finished in sequence, cutting off an arch ring of the original arch ribs to form a statically determinate structure, and then symmetrically disassembling the arch ring from the arch top to the arch feet step by step to finish strengthening work of the entire arch bridge. Compared with the conventional strengthening method, the method has the advantages that a strengthening process is not required to be interrupted, the social benefit is good, the rise span ratio of the new arch rib is increased, the stress state of the integral arch bridge structure is optimized, the traffic capacity is obviously improved, the bearing capacity of the arch bridge is obviously improved, and the hanging rods are arranged on the two sides of the original arch bridge hanging rod in pairs so as to facilitate the replacement of the hanging rods in future and improve the fatigue resistance performance of the hanging rods.
Description
Technical field
The present invention relates to the bridge technology of highway and urban road, especially relate to a kind of integral reinforcing method of Through Concrete-filled Steel Tubular Arch Bridge.
Background technology
Data shows, and the Major Diseases form of the concrete-filled steel tubes arch bridge that highway and urban road are commonly used comprises arch rib steel pipe and node cracking, the corrosion of suspension rod and tie-rod, fatigue failure, the damage etc. of bridge deck component.A series of safety problems such as above-mentioned disease brings concrete-filled steel tubes arch bridge total bearing capacity and Stiffness, and Local Members is damaged.
Under normal circumstances, for the above-mentioned disease that concrete-filled steel tubes arch bridge occurs, the following traditional reinforcement means of many employings solves:
1) when main arch compressive strength, rigidity, stable deficiency, adopt outside steel pipe fill concrete, reinforced concrete enveloped or set up the Enlargement of Sections such as cover arch and reinforce, shortcoming is when utilizing the method to reinforce arch rib, can increase arch rib deadweight, affect the landscape effect of structure;
2), when binder tensile strength is not enough, adopts and paste fibrous composite reinforcing, although the method can limit crack progressing and to defective strengthening of welded seam, be only limitted to local stiffening or reinforcement;
3), during suspension system Lack of support, reinforce by changing suspension rod, the method can solve corrosion and the problem of fatigue damage of suspension rod, but in the process changing suspension rod, needs to suspend traffic, bring adverse effect to the normal use of road.
Meanwhile, above-mentioned traditional reinforcement means all can only improve the bearing capacity of component, solves the damaging problem of component, not obvious to the raising effect of arch bridge total bearing capacity and rigidity.And along with socioeconomic fast development, China's communication occurred heavy duty, at a high speed, the transport structure feature of large discharge, built concrete-filled steel tubes arch bridge total bearing capacity and the problem of insufficient rigidity bring huge problem will to the development of city and highway communication.
Summary of the invention
A kind of integral reinforcing method provided for Through Concrete-filled Steel Tubular Arch Bridge total bearing capacity and insufficient rigidity problem is provided.
For achieving the above object, the present invention can take following technical proposals:
The integral reinforcing method of Through Concrete-filled Steel Tubular Arch Bridge of the present invention, carry out according to following step: ensure that former arch bridge arch springing lengthwise position is constant, above former arch rib, new arch rib is installed, after new arch rib is shaping, in the old suspension rod both sides of former arch bridge, new suspension rod is installed, adopt the method for load application step by step, original suspender force is progressively transferred on new suspension rod; After completing all new and old suspension rod replacements successively, the arch ring blocking former arch rib makes it to become statically determinate structrue, then removes arch ring by vault to arch springing is progressively symmetrical, completes the reinforcement of overall arch bridge.
Described new arch rib is steel pipe concrete arch rib, steel box arch rib or steel concrete arch rib.
Reinforcement means of the present invention is compared with traditional reinforcement means, and its advantage is mainly reflected in following several aspect:
1) in reinforcing process, bridge way is without the need to line-break, and social benefit is good;
2) compared with old arch rib, new arch rib ratio of rise to span increases, and the axle power of each controlling sections of arch rib and moment of flexure reduce, and optimize the stress of overall arch bridge structure, bus capacity is significantly improved;
3) ratio of rise to span owing to reinforcing rear arch bridge increases, and under dead load, former binder axle pulling force reduces, and under vehicular load, the Fatigue Stress Amplitude of binder reduces, and the degree of safety of binder significantly improves, and the supporting capacity of arch bridge entirety significantly improves;
4) two suspension rod is arranged to after reinforcing in the suspension rod both sides of former arch bridge, be convenient to change suspension rod from now on, can be undertaken by root under uninterrupted traffic or of short duration close traffic, without the need to extra temporary measure, less to bridge influence on system operation, and two suspension rod system add for improving suspension rod anti-fatigue performance advantageously;
5) compared to traditional arch rib external wrapping concrete reinforcement means, reinforcement means of the present invention meets the needs of Bridge Landscape.
Accompanying drawing explanation
Fig. 1, Fig. 2, Fig. 4, Fig. 5, Fig. 6 are the construction schematic diagrames of the inventive method.
Fig. 3 is the sectional view of Fig. 2 hogging 1/4th across place.
Detailed description of the invention
Below in conjunction with accompanying drawing, reinforcement means of the present invention is further described in detail.
The first step, first according to actual requirement of engineering, select the construction method of satisfactory rib structure (steel pipe concrete arch rib, steel box arch rib or steel concrete arch rib) and correspondence thereof, as erection with cableway (being comparatively suitable for steel pipe concrete arch rib and steel box arch rib), cast-in-place cantilever method (being comparatively suitable for steel concrete arch rib), construction by swing (being suitable for all arch rib forms), stiff skeleton method (being comparatively suitable for steel concrete arch rib), the erection work of new arch rib 2 is completed, as shown in Figure 1 above former arch rib 1;
Second step, first the Suo Li of old suspension rod 3 and floor elevation are tested or measured, then install a pair new suspension rod 4 in the bilateral symmetry of old suspension rod 3, the bridge floor anchor system 5 of the new suspension rod 4 of same section should be symmetrical with binder 6 in former bridge, as shown in Figure 2 and Figure 3; Adopt the method for multistage loadings (release), Suo Li on old suspension rod 3 is progressively transferred on new suspension rod 4: for guaranteeing that therefore bridge floor can not occur large STRESS VARIATION, Suo Li design load is divided into multistage, be applied on new suspension rod 4 step by step, hocket by batch cutting of the stretch-draw and old suspension rod of cutting off the new suspension rod of old suspension rod 3(accordingly), as shown in Figure 4; In the overall process of Suo Li conversion, tracking and monitoring Suo Li should be noted and change the elevation situation of change at suspension rod place place and the STRESS VARIATION situation at crucial cross section (referring generally to eight branches, quartile and span centre point) place, observing bridge floor has free from flaw to produce, also should carry out the measurement of point of proximity floor elevation, to judge whether to need to adjust Suo Li simultaneously; Carry out the replacement of other suspension rods of arch rib more successively according to the replacement order designed in advance, form structure as shown in Figure 5;
3rd step, after old suspension rod 3 is replaced completely by new suspension rod 4, take safety measures at the vault of former arch rib 1, control the inner force and displacement of arch ring truncation surface, upper and lower, the left and right changing of the relative positions is produced instantaneously in order to avoid open at vault, or produce and collapse out suddenly or phenomenon even at the cost of one's life again, as by adjustment jack shore power, force value in the theory of crown section is made to be zero or close to zero, then the disposable full arch circle that blocks makes it to become statically determinate structrue, and then remove arch ring by vault to arch springing is progressively symmetrical, complete the replacement work of arch rib, the arch bridge after reinforcing is as shown in Figure 6.
Reinforce not becoming across footpath of rear arch bridge, rise increases, and ratio of rise to span increases, and for three hinged arch, supposes that arch rib across footpath is
, rise is
, arch rib bears evenly distributed load
, its impost horizontal thrust that is easy to get is
.1/6 is changed to from 1/5, the change of concrete analysis impost horizontal thrust: establish for major arch rib ratio of rise to span
=10KN/m,
=100m, works as ratio of rise to span
when being 1/6, its horizontal thrust
for 2250KN, work as ratio of rise to span
when being 1/5, its horizontal thrust
for 1875KN, the change procedure that impost horizontal thrust increases with ratio of rise to span sees the following form:
。
As can be seen from the table, when across footpath one timing, the horizontal thrust of arch springing increases along with ratio of rise to span and reduces, and corresponding, its axle pulling force of the binder of tied arch also significantly reduces thereupon.
Claims (2)
1. the integral reinforcing method of a Through Concrete-filled Steel Tubular Arch Bridge, it is characterized in that carrying out according to following step: ensure that former arch bridge arch springing lengthwise position is constant, above former arch rib, new arch rib is installed, after new arch rib is shaping, in the old suspension rod both sides of former arch bridge, new suspension rod is installed, adopt the method for load application step by step, original suspender force is progressively transferred on new suspension rod; After completing all new and old suspension rod replacements successively, the arch ring blocking former arch rib makes it to become statically determinate structrue, then removes arch ring by vault to arch springing is progressively symmetrical, completes the reinforcement of overall arch bridge.
2. the integral reinforcing method of Through Concrete-filled Steel Tubular Arch Bridge according to claim 1, is characterized in that: described new arch rib is steel pipe concrete arch rib, steel box arch rib or steel concrete arch rib.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510057372.2A CN104652295B (en) | 2015-02-04 | 2015-02-04 | The integral reinforcing method of Through Concrete-filled Steel Tubular Arch Bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510057372.2A CN104652295B (en) | 2015-02-04 | 2015-02-04 | The integral reinforcing method of Through Concrete-filled Steel Tubular Arch Bridge |
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| Publication Number | Publication Date |
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| CN104652295A true CN104652295A (en) | 2015-05-27 |
| CN104652295B CN104652295B (en) | 2017-01-04 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106638334A (en) * | 2016-12-30 | 2017-05-10 | 河南省交通规划设计研究院股份有限公司 | Novel external prestressing strengthening device and construction method thereof |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006090026A (en) * | 2004-09-24 | 2006-04-06 | Ekoo Kensetsu Consultant:Kk | Repairing/reinforcing structure of existing steel member arch bridge |
| KR20090011362A (en) * | 2007-07-26 | 2009-02-02 | 한국건설기술연구원 | Form system for casting slab concrete of concrete-filled steel tube girder bridge |
| CN203129026U (en) * | 2013-01-23 | 2013-08-14 | 陈增顺 | Reinforced concrete arch bridge reinforced structure |
| CN203270457U (en) * | 2013-05-16 | 2013-11-06 | 湖州交通规划设计院 | Suspension bar anchoring structure capable of initiatively reinforcing concrete tied-arch bridge |
| CN103614974A (en) * | 2013-10-25 | 2014-03-05 | 宇杰集团股份有限公司 | Prestress sectional steel reinforcing system of reinforced concrete arch shell bridge body |
-
2015
- 2015-02-04 CN CN201510057372.2A patent/CN104652295B/en active IP Right Grant
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006090026A (en) * | 2004-09-24 | 2006-04-06 | Ekoo Kensetsu Consultant:Kk | Repairing/reinforcing structure of existing steel member arch bridge |
| KR20090011362A (en) * | 2007-07-26 | 2009-02-02 | 한국건설기술연구원 | Form system for casting slab concrete of concrete-filled steel tube girder bridge |
| CN203129026U (en) * | 2013-01-23 | 2013-08-14 | 陈增顺 | Reinforced concrete arch bridge reinforced structure |
| CN203270457U (en) * | 2013-05-16 | 2013-11-06 | 湖州交通规划设计院 | Suspension bar anchoring structure capable of initiatively reinforcing concrete tied-arch bridge |
| CN103614974A (en) * | 2013-10-25 | 2014-03-05 | 宇杰集团股份有限公司 | Prestress sectional steel reinforcing system of reinforced concrete arch shell bridge body |
Non-Patent Citations (1)
| Title |
|---|
| 孙一新: "梅州梅江桥加固维修技术研究", 《建筑监督检测与造价》, vol. 5, no. 2, 30 April 2012 (2012-04-30), pages 27 - 29 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106638334A (en) * | 2016-12-30 | 2017-05-10 | 河南省交通规划设计研究院股份有限公司 | Novel external prestressing strengthening device and construction method thereof |
| CN106638334B (en) * | 2016-12-30 | 2018-07-24 | 河南省交通规划设计研究院股份有限公司 | A kind of external prestressing strengthening device and its construction method |
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| CN104652295B (en) | 2017-01-04 |
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