CN108103953B - Suitable for high-block bridge degree steel truss girder bridge double-slider push construction method - Google Patents
Suitable for high-block bridge degree steel truss girder bridge double-slider push construction method Download PDFInfo
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- CN108103953B CN108103953B CN201711391072.3A CN201711391072A CN108103953B CN 108103953 B CN108103953 B CN 108103953B CN 201711391072 A CN201711391072 A CN 201711391072A CN 108103953 B CN108103953 B CN 108103953B
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- 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
- E01D21/06—Methods or apparatus specially adapted for erecting or assembling bridges by translational movement of the bridge or bridge sections
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Abstract
A kind of high-block bridge degree steel truss girder bridge double-slider push construction method, utilize Integral Panel Points of Steel Truss Girder eccentric force performance, before being arranged under adjacent node between same node, rear slider, before, middle part, vertical jack afterwards, by an internode apart from substep pushing tow, different vertical supporting modes is used according to pushing tow step, reduce slipway beam and pier shaft moment of flexure, pier shaft stress is set to meet design requirement, to prepare pushing tow state, front-slider is supported on steel truss girder connection bias allowable offset position, rear slider is supported on immediately below steel truss girder connection, adjacent node has support at this time, single reaction of supports is smaller, slipway beam moment of flexure and pier shaft eccentric bending moment are smaller, along pushing tow direction pushing tow forward, by preceding, afterwards, the top lifting of middle vertical portion jack is fallen after rise, to preceding, rear slider is switched, when double-slider supports, reduce single reaction of supports；When single sliding block supports, reduce maximum point counter-force position at a distance from pier center, to reduce slipway beam moment of flexure and pier shaft eccentric bending moment.
Description
Technical field:
The present invention relates to bridge construction field, in particular to a kind of high-block bridge degree steel truss girder bridge double-slider pushing tow is applied
Work method.
Background technique:
Longspan steel truss girder bridge incremental launching construction generallys use horizontal continuity jack with single sliding block hauling construction, incremental launching construction
The reaction of supports is big in the process, and support force is big by pier.For high-block bridge degree steel truss girder bridge, support height height by pier is landed, just
Degree control difficulty is big, and installation difficulty is big, at high cost, security risk is high；Pier-side bracket is not landed as used, then pier-side bracket stress
Greatly, pier shaft eccentric bending moment is big, and security risk is high.
Summary of the invention:
In view of this, it is necessary to provide a kind of high-block bridge degree steel truss girder bridge double-slider push construction method.Of the invention
Construction method eliminates landing pier collateral branch frame and effectively reduces slipway beam moment of flexure using double-slider scheme and pier shaft bias is curved
Square improves structure safety stock.
One kind being suitable for high-block bridge degree steel truss girder bridge double-slider push construction method, and equipment used in this method includes sliding
Road beam, front-slider, rear slider, preceding vertical jack, the vertical jack in middle part, rear vertical jack, level jack and anchoring part,
This method utilize Integral Panel Points of Steel Truss Girder eccentric force performance, under same steel truss girder adjacent node arrange front-slider, rear slider,
Preceding vertical jack, the vertical jack in middle part and rear vertical jack, by an internode range segment separating substep pushing tow, according to pushing tow
Step uses different vertical supporting modes, reduces slipway beam and pier shaft moment of flexure, pier shaft stress is made to meet design requirement, to prepare
Pushing tow state, front-slider are supported on steel truss girder connection bias allowable offset position, and rear slider is supported on immediately below steel truss girder connection,
Adjacent node has support at this time, and single reaction of supports is smaller, and slipway beam moment of flexure and pier shaft eccentric bending moment are smaller, along pushing tow direction to
Preceding pushing tow is fallen after rise by the top lifting of preceding vertical jack, rear vertical jack and middle vertical portion jack, to front-slider, rear sliding
Two sliding block of block is switched, and when double-slider supports, reduces single reaction of supports；When single sliding block supports, reduce maximum point counter-force position
At a distance from pier center, to reduce slipway beam moment of flexure and pier shaft eccentric bending moment.
Preferably, high-block bridge degree steel truss girder bridge double-slider push construction method, including with preferable construction procedure:
Step 3, preceding vertical jack, rear vertical jack synchronize top lifting steel truss girder, and front-slider removes one layer of pad block,
It is offloaded to rear slider stress, removes the vertical jack in middle part, carries out pushing tow preparation；
Steel truss girder is in the case where adjacent node has support, the eccentric stress of integral node, in steel truss girder two adjacent sections
Point setting sliding block and vertical jack.When adjacent two nodes is identical away from pier top centre distance, two sliding block of front and back is supported respectively
Corresponding node, pier shaft two sides moment of flexure balance, moment of flexure or eccentric bending moment are minimum without acceptance of persons for pier shaft.When sliding block is away from pier top center line distance
When less than half internode girder steel length, by vertical jack top lifting, falls after rise, release front-slider stress, prop up rear slider individually
Steel truss girder is supportted, rear slider is closer away from pier center at this time, and eccentric distance is small, reduces pier shaft eccentric bending moment.It is double by setting front and back
Sliding block effectively reduces eccentric bending moment suffered by bridge pier during pushing tow.
Eccentric distance farther out when, supported by two sliding blocks, reduce the vertical counter-force of single fulcrum, it is curved to reduce slipway beam
Square；When being converted to single sliding block support, eccentric distance reduces, and reduces slipway beam moment of flexure.
By the way that double-slider is arranged in adjacent node, the vertical counter-force of single fulcrum is reduced, steel truss girder connection is reduced and locally answers
Power, enhancing structure safety stock.
By the intermediate vertical jack of setting, being dismounted for multiple times sliding block during pushing tow is avoided, is improved work efficiency.
It is provided by the invention to be suitable for high-block bridge degree steel truss girder bridge double-slider push construction method, eliminate traditional landing
Sliding block and vertical thousand is arranged in steel truss girder adjacent two nodes using the eccentric force performance of Integral Panel Points of Steel Truss Girder in pier collateral branch frame
Jin top.When adjacent two nodes is identical away from pier top centre distance, two sliding block of front and back supports respective corresponding node, two lateral bending of pier shaft
Square balance, moment of flexure or eccentric bending moment are minimum without acceptance of persons for pier shaft.When less than half away from pier top center line distance internode girder steel of sliding block is long
When spending, by vertical jack top lifting, falls after rise, release front-slider stress, so that rear slider is individually supported steel truss girder, at this time rear slider
Closer away from pier center, eccentric distance is small, reduces pier shaft eccentric bending moment.By setting front and back double-slider, top is effectively reduced
Push through eccentric bending moment suffered by bridge pier in journey.
Obviously, various changes and modifications can be made to the invention without departing from essence of the invention by those skilled in the art
Mind and range.In this way, if these modifications and changes of the present invention belongs to the range of the claims in the present invention and its equivalent technologies
Within, then the present invention is also intended to include these modifications and variations.
The content being not described in detail in this specification belongs to the prior art well known to professional and technical personnel in the field.
Detailed description of the invention:
Fig. 1 is the one status architecture schematic diagram of construction of high-block bridge degree steel truss girder bridge double-slider push construction method.
The status architecture of the step of Fig. 2 is the Specific construction of high-block bridge degree steel truss girder bridge double-slider push construction method one
Schematic diagram.
The status architecture of the step of Fig. 3 is the Specific construction of high-block bridge degree steel truss girder bridge double-slider push construction method two
Schematic diagram.
The status architecture of the step of Fig. 4 is the Specific construction of high-block bridge degree steel truss girder bridge double-slider push construction method three
Schematic diagram.
The status architecture of the step of Fig. 5 is the Specific construction of high-block bridge degree steel truss girder bridge double-slider push construction method four
Schematic diagram.
The status architecture of the step of Fig. 6 is the Specific construction of high-block bridge degree steel truss girder bridge double-slider push construction method five
Schematic diagram.
The status architecture of the step of Fig. 7 is the Specific construction of high-block bridge degree steel truss girder bridge double-slider push construction method six
Schematic diagram.
The status architecture of the step of Fig. 8 is the Specific construction of high-block bridge degree steel truss girder bridge double-slider push construction method seven
Schematic diagram.
The status architecture of the step of Fig. 9 is the Specific construction of high-block bridge degree steel truss girder bridge double-slider push construction method eight
Schematic diagram.
The state knot of the step of Figure 10 is the Specific construction of high-block bridge degree steel truss girder bridge double-slider push construction method nine
Structure schematic diagram.
The state knot of the step of Figure 11 is the Specific construction of high-block bridge degree steel truss girder bridge double-slider push construction method ten
Structure schematic diagram.
The state of the step of Figure 12 is the Specific construction of high-block bridge degree steel truss girder bridge double-slider push construction method 11
Structural schematic diagram.
In figure: front nodal point N, posterior nodal point N-1, node N-2, front-slider 1, rear slider 2, steel truss girder 3, level jack 4, preceding
Vertical jack 5, the vertical jack 6 in middle part, rear vertical jack 7, slipway beam 8, pier shaft 9, pushing tow direction 10, eccentric position
11, anchoring part 12.
Specific embodiment:
Referring to Fig. 1, the present invention is using Integral Panel Points of Steel Truss Girder eccentric force performance, in same steel truss girder adjacent node
Lower arrangement sliding block and vertical jack, by an internode range segment separating substep pushing tow, according to pushing tow step using different vertical
Supporting way reduces slipway beam and pier shaft moment of flexure, pier shaft stress is made to meet design requirement.For prepare pushing tow state, front-slider 1
Support is in 3 node bias allowable offset position 11 of steel truss girder, and rear slider 2 is supported on immediately below 3 node of steel truss girder, at this time adjacent node
There is support, single reaction of supports is smaller, and 8 moment of flexure of slipway beam and 9 eccentric bending moment of pier shaft are smaller.Along the pushing tow forward of pushing tow direction 10,
It is fallen after rise by the top lifting of preceding vertical jack 5, rear vertical jack 7 and middle part jack 6, to 2 liang of front-slider 1, rear slider cunnings
Block is switched, and when double-slider supports, reduces single reaction of supports；When single sliding block supports, reduce in maximum point counter-force position and pier
The distance of the heart, to reduce 9 eccentric bending moment of 8 moment of flexure of slipway beam and pier shaft.
Please refer to Fig. 2, Fig. 3, Fig. 4, Fig. 5, Fig. 6, Fig. 7, Fig. 8, Fig. 9, Figure 10, Figure 11 and Figure 12, high-block bridge degree
Steel truss girder bridge double-slider push construction method, including following construction procedure:
Step 3, preceding vertical jack 5, rear vertical jack 7 synchronize top lifting steel truss girder 3, and front-slider 1 removes one layer of pad
Block is offloaded to 2 stress of rear slider, removes the vertical jack 6 in middle part, carries out pushing tow preparation.
It is provided by the invention to be suitable for high-block bridge degree steel truss girder bridge double-slider push construction method, eliminate traditional landing
Sliding block and vertical thousand is arranged in steel truss girder adjacent two nodes using the eccentric force performance of Integral Panel Points of Steel Truss Girder in pier collateral branch frame
Jin top.When adjacent two nodes is identical away from pier top centre distance, two sliding block of front and back supports respective corresponding node, two lateral bending of pier shaft
Square balance, moment of flexure or eccentric bending moment are minimum without acceptance of persons for pier shaft.When less than half away from pier top center line distance internode girder steel of sliding block is long
When spending, by vertical jack top lifting, falls after rise, release front-slider stress, so that rear slider is individually supported steel truss girder, at this time rear slider
Closer away from pier center, eccentric distance is small, reduces pier shaft eccentric bending moment.By setting front and back double-slider, top is effectively reduced
Push through eccentric bending moment suffered by bridge pier in journey.
Obviously, various changes and modifications can be made to the invention without departing from essence of the invention by those skilled in the art
Mind and range.In this way, if these modifications and changes of the present invention belongs to the range of the claims in the present invention and its equivalent technologies
Within, then the present invention is also intended to include these modifications and variations.The content being not described in detail in this specification belongs to this
The prior art well known to skilled artisan.
Claims (2)
1. a kind of high-block bridge degree steel truss girder bridge double-slider push construction method, it is characterised in that: high-block bridge degree steel truss girder bridge
Equipment used in double-slider push construction method includes slipway beam, front-slider, rear slider, preceding vertical jack, middle part vertical thousand
Jin top, rear vertical jack, level jack and anchoring part, this method utilizes Integral Panel Points of Steel Truss Girder eccentric force performance, same
Front-slider, rear slider, preceding vertical jack, the vertical jack in middle part and rear vertical very heavy are arranged under one steel truss girder adjacent node
One internode range segment separating substep pushing tow is used different vertical supporting modes according to pushing tow step by top, reduce slipway beam and
Pier shaft moment of flexure makes pier shaft stress meet design requirement, and to prepare pushing tow state, front-slider is supported on the permission of steel truss girder connection bias
Eccentric position, rear slider are supported on immediately below steel truss girder connection, and adjacent node has support at this time, and single reaction of supports is smaller, sliding
Road beam moment of flexure and pier shaft eccentric bending moment are smaller, along pushing tow direction pushing tow forward, by preceding vertical jack, rear vertical jack and
The top lifting of middle vertical portion jack is fallen after rise, is switched to front-slider, two sliding block of rear slider, when double-slider supports, reduces single branch
Point counter-force；When single sliding block supports, reduce maximum point counter-force position at a distance from pier center, to reduce slipway beam moment of flexure and pier shaft
Eccentric bending moment.
2. high-block bridge degree steel truss girder bridge double-slider push construction method as described in claim 1, it is characterised in that: high pier is big
Span steel truss girder bridge double-slider push construction method, including following construction procedure:
Step 1, pushing tow prepare, and two nodes are node N and node N-1, node N and node N-1 away from pier top center before and after steel truss girder
Linear distance is identical, and front-slider is located at steel truss girder front nodal point N eccentric part, and rear slider is located at immediately below steel truss girder posterior nodal point N-1；It is preceding perpendicular
It is located at level jack anchoring part rear to jack, rear vertical jack is located at rear slider rear；In slideway front end close to middle part
Position is packed into the vertical jack in middle part；Vertical top is come to nothing at this time, and steel strand wires are anchored on front and back ends sliding block simultaneously, forward and backward sliding block
Common support steel truss girder；
Step 2, along the pushing tow direction distance that pushing process requires forward, rear vertical jack moves forward to steel truss girder posterior nodal point N-1
At the allowable offset position of rear；In preceding vertical jack, rear vertical jack top pad, steel truss girder top lifting preparation is carried out；
Step 3, preceding vertical jack, rear vertical jack synchronize top lifting steel truss girder, and front-slider removes one layer of pad block, unloading
To rear slider stress, the vertical jack in middle part is removed, carries out pushing tow preparation；
Step 4 continues along pushing tow direction pushing tow forward, pushing tow distance be steel truss girder panel length subtract 2 times of allowable offset away from
From the vertical jack in middle part is re-installed on rear side of node N-1 at allowable offset position by pushing tow afterwards in place, rear vertical very heavy
Immediately below node N-2；At middle part, vertical jack and rear vertical jack top surface pad, carry out vertical top lifting and prepare；
Step 5 is synchronized top lifting steel truss girder to rear slider and is come to nothing by the vertical jack in middle part, rear vertical jack；
Step 6 makes after its pad that vertically very heavy heights of roofs is identical with middle part in front-slider top surface pad；Individually unloading middle part is perpendicular
To jack, make front-slider and the common stress of rear vertical jack；
Step 7 removes the vertical jack in middle part, and rear slider is moved back to allowable offset position on front side of steel truss girder connection N-2；
Step 8 reinstalls the vertical jack in middle part on rear side of the steel truss girder posterior nodal point N-1 at allowable offset position, and rear vertical
Jack synchronize top lifting steel truss girder, remove front-slider top surface pad, and by front-slider move back to steel truss girder posterior nodal point N-1 just under
Side；
Step 9, the vertical jack in middle part and rear vertical jack synchronize be offloaded to the common stress of front-slider, rear slider；
Step 10, along pushing tow direction, pushing tow certain distance, this distance are steel truss girder nodal support allowable offset value forward for continuation；
Step 11, preceding vertical jack, rear vertical jack synchronize top lifting steel truss girder, and front-slider, rear slider, which synchronize, moves back one
Set a distance, this distance are steel truss girder nodal support allowable offset value；
Preceding vertical jack, rear vertical jack synchronize unloading, and steel truss girder support force is converted to front-slider, rear slider；At this time
Pushing tow operating condition reverts to step 1, and an internode pushing tow step is completed, and is ready for next internode incremental launching construction.
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| CN108708294B (en) * | 2018-07-11 | 2023-12-12 | 中铁大桥局集团第六工程有限公司 | Short slideway beam for pushing construction of unequal-section truss beam and pushing method |
| CN112832134B (en) * | 2021-01-06 | 2022-05-06 | 中铁大桥局集团有限公司 | Construction method for dragging pier through steel truss girder |
| CN113846563B (en) * | 2021-09-18 | 2023-04-07 | 中铁大桥局集团有限公司 | Construction method for side span and auxiliary span steel truss girder erection of large-span cable-stayed bridge |
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