CN105350442B - Arching method for stiff skeleton concrete arch bridge - Google Patents
Arching method for stiff skeleton concrete arch bridge Download PDFInfo
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- CN105350442B CN105350442B CN201510643470.4A CN201510643470A CN105350442B CN 105350442 B CN105350442 B CN 105350442B CN 201510643470 A CN201510643470 A CN 201510643470A CN 105350442 B CN105350442 B CN 105350442B
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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
- E01D4/00—Arch-type bridges
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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
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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
- 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 belongs to the technical field of bridge engineering, and particularly relates to an arching method for a stiff skeleton concrete arch bridge. The arching method sequentially includes the following steps that A, segments of an arch ring stiff skeleton are spliced till the segments are folded; B, concrete in steel pipes of the arch ring stiff skeleton is pressed and poured; C, secondary fastening cables are tensioned; D, outer wrapped concrete of the arch ring stiff skeleton is poured; and E, the secondary fastening cables are detached. According to the arching method, due to tensioning of the secondary fastening cables, in the outer wrapping pouring process, no other supporting components need to be arranged for supporting the arch ring stiff skeleton; firstly, the construction cost is reduced, and the construction difficulty is lowered; meanwhile, due to the fact that the fastening cables are used for tensioning the arch ring stiff skeleton, the occupied space is smaller than that of other supporting manners during connection of the fastening cables and an arch ring; and blocking in the following concrete pouring process is reduced, and following concrete pouring construction is further facilitated.
Description
Technical field
The invention belongs to technical field of bridge engineering, and in particular to a kind of more degrees skeleton concrete arched bridge arching method.
Background technology
It is with the fast development of China Express Railway, particularly in the construction of railways in Southwestern area, increasing to meet
To the high mountain gorge landform that need to be crossed over using long-span arch bridge.Reinforced concrete arch bridge has compared with other materials arch bridge
Rigidity is big, temperature deformation is little, good economy performance the advantages of, requirement of the high-speed railway to bridge structure can be better met.Based on upper
Reason is stated, during high speed railway construction, long-span arch bridge is if desired built, reinforced concrete arch bridge is the side of prioritizing selection
Case.
Also the above-mentioned advantage for existing just because of reinforced concrete arch bridge, so, in recent years, the bridge type is led in bridge construction
Development in domain is very fast.The reinforced concrete arch of 420 meters of the first in the world large span was built up just in China in 1997
Bridge Wanxian Yangtze river long span arch bridge, what the bridge was creative employ SRC arch bridge external wrapping concrete method arching.The bridge
Build up also so that stiff skeleton method arching technology has stepped up a new step, also so as to build scale of construction using the technology bigger
Long Span Railway concrete arch-type bridge be possibly realized.
But, inventors herein have recognized that, traditional arching method still has deficiency, due in external wrapping concrete
Lack the effective means to the adjustment in time of stiffness frame stress in casting process so that carrying out external wrapping concrete work progress
In, pressured state is in all the time in order to ensure stiff skeleton deforms uniform each position, and meets stiffness bone in casting process
Frame force request, so, in current external wrapping concrete construction, poured using little sections, the concrete of one-time-concreting
Side's amount is very limited, and current single casting concrete side amount is usually no more than 300 cubic metres, so so that whole outsourcing coagulation
Native casting process needs the longer duration, and needs more operation, has a strong impact on completion time of project and the building cost of bridge.
Simultaneously because poured using little sections, so that the uniform force of skeleton arch ring is kept, necessarily take Multi-working-surface loading to pour
Arch ring can be maintained to balance, not only further improve difficulty of construction, increase construction cost and duration, and Multi-working-surface and little
Sections is poured, and construction procedure is loaded down with trivial details, security risk is big and the duration is longer.
On the other hand, traditional stiff skeleton construction method lacks necessary to arch ring internal force in outsourcing construction stage of concrete
The means of adjustment, result in that local location stress in stiff skeleton is bigger than normal, and arch ring discontinuity also further have impact on mixed
The overall mechanical property of solidifying soil arch ring.
Exactly because above-mentioned these shortcomings, also limit the construction method in the bigger Long Span Railway concrete arch of the scale of construction
Further development on bridge.
So, need badly at present one kind can be applied to big scale of construction concrete arch-type bridge arching, and can the reduction of erection time, save
Building cost, improves the concrete arch-type bridge arching method of arch ring overall mechanical properties.
The content of the invention
It is an object of the invention to the above-mentioned deficiency in the presence of overcoming prior art, there is provided one kind can be applied to substantially
Amount concrete arch-type bridge arching, and can the reduction of erection time, save building cost, improve arch ring overall mechanical properties concrete arch
Bridge arching method.
In order to realize foregoing invention purpose, the invention provides technical scheme below：
A kind of more degrees skeleton concrete arched bridge arching method, it is characterised in that comprise the steps successively：
A：Assembled arch ring stiff skeleton sections is until close up：The arch ring stiff skeleton sections is steel pipe truss sections, sharp
With the border pier of arch ring both sides as button tower, knotted rope of tensioning arch ring while lifting arch ring stiff skeleton sections, from arch
Pin rises assembled paragraph by paragraph until closing up, and obtains arch ring stiff skeleton；
B：The pipe inner concrete of the steel pipe of pressure injection arch ring stiff skeleton：A knotted rope is removed, then pressure injection arch ring stiffness bone
The pipe inner concrete of the steel pipe of frame；
C:The secondary knotted rope of tensioning：In treating step B, after the pipe inner concrete of the steel pipe reaches design strength, in arch ring two
Side is by the use of border pier as button tower, the secondary knotted rope of symmetrical tensioning；
D：Pour the external wrapping concrete of arch ring stiff skeleton：During the external wrapping concrete for pouring arch ring stiff skeleton,
According to the stress needs of arch ring stiff skeleton, the stretching rope power of secondary knotted rope is adjusted, adjusted in arch ring stiff skeleton with reaching
Stress, it is ensured that in outsourcing concreting process, the deformation of each position of arch ring stiff skeleton is uniform；
E：Remove secondary knotted rope：After concrete to be outsourced reaches design strength, secondary knotted rope is removed, complete stiff skeleton and mix
Solidifying soil arch bridge arching construction.
In bridge construction field, due to the restriction of geographic factor, arch ring stiff skeleton is carried out propping up using supporting structure
The difficulty of support greatly, and does not possess the condition for setting up support in some construction environments completely, so in the technology of the application
In scheme, in step C, the secondary knotted rope of tensioning, secondary knotted rope are in tensioning state, then carry out the outsourcing of arch ring stiff skeleton again and mix
Solidifying native pours, due to the tensioning for having secondary knotted rope so that in outsourcing casting process, it is not necessary to arrange other supporting members
Arch ring stiff skeleton is supported, is to have saved construction cost first, is reduced difficulty of construction, it is using button to be additionally, since
Rope carries out tensioning to arch ring stiff skeleton, and the space which is taken when being connected between arch ring stiff skeleton will compared with other supporting way
It is little, reduce to stopping in follow-up concreting process, further facilitate the pouring construction of follow-up concrete；
What is more important, in the technical scheme of the application, because of the tensioning of secondary knotted rope so that mixed in outsourcing
In solidifying soil casting process, single casting concrete amount is far longer than in conventional construction method, by arch ring stiff skeleton self-strength
The single concreting amount of support, thus, greatly shortening the duration, facilitates construction, is additionally, since single concrete and pours
Being significantly increased for the amount of building, also greatly improves overall performance and the mechanical property of arch ring；
Another further aspect, in the technical scheme of the application, secondary knotted rope adopts handing-over pier as button tower, in practice of construction
In, when a knotted rope is removed, the knotted rope of part one time can be adjusted, make secondary knotted rope, thus, further
Construction procedure is simplified, construction cost and difficulty of construction is reduced, shortens the construction period；
Further, traditional external wrapping concrete pouring plan does not coordinate secondary button in outsourcing concreting process
Rope adjusts arch ring stiff skeleton internal force, therefore uniform for guaranteeing the deformation of arch ring stiff skeleton in outsourcing concreting process,
The concrete square amount of one-time-concreting can not be too big（Typically not greater than 300 cubic metres of single maximum concreting side amount）, construction
Speed is extremely slow, simultaneously because lacking the stress of the local locations such as the adjustment means to arch ring stiff skeleton internal stress, arch springing
It is higher by much compared with other positions, arch ring stiff skeleton discontinuity, in order to meet the stress of the local locations such as arch springing in design
Require, and have to increase arch ring stiff skeleton section and improve pipe inner concrete label, so that significantly increase applying
Work cost and difficulty of construction；And in this application, due to being provided with secondary knotted rope, in outsourcing concreting, using secondary
Cable adjustment arch ring stiff skeleton internal stress so that, in that context it may be convenient to ensure that the deformation of each position of arch ring stiff skeleton is uniform,
So, using the technical scheme of the application, the cross sectional dimensions of arch ring stiff skeleton can also be reduced, and reduce coagulation in pipe
Native label, thus, further reducing construction cost, has saved the duration.
As the preferred version of the application, in step C, before secondary knotted rope tensioning is carried out, first to arch ring stiffness bone
Frame carries out influence-line loading, determines that the position most sensitive to controlling sections STRESS VARIATION, as load(ing) point, then adds at this again
The secondary knotted rope of tensioning at loading point.
In bridge construction technical field, arch ring construction, being in arch springing position controlling sections, in the above-mentioned side of the application more
In case, by first influence-line loading being carried out to arch ring stiff skeleton, determine the position most sensitive to controlling sections STRESS VARIATION
As load(ing) point, enabling can reach the adjustment to arch ring stiff skeleton stress using minimum knotted rope quantity, thus, side
The installation of secondary knotted rope, adjustment and dismounting operation, further reduce difficulty of construction, saved construction cost, shorten
Duration.
As the preferred version of the application, in step C, before outsourcing concreting, the secondary knotted rope of tensioning, makes arch
Circle stiff skeleton deforms to the rightabout that subsequent load should deform.
In traditional arching construction, the stressing conditions after arch ring stiff skeleton arching, the load of external wrapping concrete are complete
There is arch ring to undertake, and in the such scheme of the application, before carrying out external wrapping concrete and pouring, first passing through secondary knotted rope makes arch
Circle produces reciprocal elastic deformation, after outsourcing concreting is finished, removes secondary knotted rope, should be by arch ring stiffness bone
The load that frame undertakes, shares by arch ring stiff skeleton and external wrapping concrete shared, directly reduces arch ring stiff skeleton
The peak stress of steel pipe and pipe inner concrete, thus, using the scheme of the application, can further reduce arch ring stiff skeleton
Sectional dimension and concrete grade, further reduce construction cost and difficulty of construction；As arch ring external wrapping concrete cuts
Face area is much bigger with respect to the steel pipe area of arch ring stiff skeleton（It is complete that the steel tube section area of arch ring stiff skeleton only accounts for arch ring
9% of area of section or so）, so while the steel pipe and pipe inner concrete stress for being substantially reduced arch ring stiff skeleton, outsourcing
The stress of concrete section does not but significantly increase, thus, further cause, using the arch ring strength of the application arrangement and method for construction
Property skeleton size, can significantly be reduced, greatly reduced construction cost, also reduced difficulty of construction, shorten
Duration.
As the preferred version of the application, in step D, pour under arch ring stiff skeleton external wrapping concrete includes successively
State step：
D1：To arch ring stiff skeleton point ring：Along the section of arch ring stiff skeleton be divided into side bottom plate, raising middle flask base plate, under
Web, epiplastron, side roof box and middle roof box；
D2：Ring is divided to pour external wrapping concrete：Point ring according to step D1 is divided and carries out pouring for external wrapping concrete, is poured suitable
Sequence is：While bottom plate, bottom web, epiplastron, while roof box, raising middle flask base plate and middle roof box.
In the such scheme of the application, a point ring is carried out to arch ring stiff skeleton, arch ring stiff skeleton is entered according to a point ring
Row substep is poured, and be reduction of external wrapping concrete first pours difficulty, meanwhile, in outsourcing concreting, it is using first
Bottom is poured, middle part is then poured again, top is then poured again, the order that both sides pour centre again is first poured so that pouring
During, the uniform force of arch ring stiff skeleton, it is ensured that engineering construction quality.
As the preferred version of the application, in step D, between step D1 and D2, step D11 is additionally provided with；
Step D11：Arch ring stiff skeleton is divided into into left across arch ring stiff skeleton and right across arch ring stiff skeleton：By arch ring strength
Property skeleton at the top of, perpendicular to the section of arch ring stiff skeleton tangential direction, arch ring stiff skeleton is divided into into left across arch ring stiffness
Skeleton and right across arch ring stiff skeleton；
In step d 2, when carrying out the external wrapping concrete of arch ring stiff skeleton and pouring, left across arch ring stiff skeleton and it is right across
Arch ring stiff skeleton simultaneously, and symmetrically carry out external wrapping concrete and pour.
In the such scheme of the application, arch ring stiff skeleton is divided into into left across arch ring stiff skeleton and right across arch ring stiffness
Skeleton, in external wrapping concrete casting process is carried out, left across arch ring stiff skeleton and right across arch ring stiff skeleton simultaneously, it is and right
Title is carried out, and is to improve speed of application first, shortens the construction time limit, meanwhile, also further ensure that external wrapping concrete is poured
During, arch ring stiff skeleton stress it is uniform, further ensure that engineering construction quality.
As the preferred version of the application, in step D, between step D11 and D2, step D12 is additionally provided with；
Step D12：Divide working face：Stiff skeleton across arch ring to a left side and right across arch ring stiff skeleton are operated face respectively
Division：A left side across arch ring stiff skeleton is in turn divided into the first working face, the second working face by the direction of arch springing to vault by edge
With the 3rd working face, the division of right across arch ring stiff skeleton working face is symmetrical across the division of arch ring working face with left；
In step d 2, when external wrapping concrete being poured according to a point ring order, first pour the 3rd working face correspondence ring, then
The first working face correspondence ring is poured again, then pours the second working face correspondence ring again, until the concrete of a wherein ring is all poured
After the completion of building, pouring for next ring concrete is carried out according still further to said sequence.
In the such scheme of the application, when carrying out external wrapping concrete to a certain ring and pouring, by dividing working face, first
Pour the 3rd working face positioned at vault so that in outsourcing concreting process, arch ring stiff skeleton is all in pressurized shape
State, it is ensured that construction safety and its construction quality, simultaneously because the completing of pouring of external wrapping concrete of the 3rd working face correspondence ring, encircles
Circle stiff skeleton stress is increased dramatically, particularly at arch springing, so the external wrapping concrete in the 3rd working face correspondence ring is poured
After the completion of, start to pour the corresponding ring of the first working face at arch springing, then pour the corresponding ring of the second working face again, such as
This, it is to avoid the local stress of arch ring stiff skeleton is increased dramatically, it is ensured that the construction safety of whole external wrapping concrete casting process,
Also the dependence in outsourcing concreting process to arch ring stiff skeleton support strength is further reduced simultaneously, reduces construction
Cost.
As the preferred version of the application, in step D, in step D, also set between step D12 and D2
It is equipped with step D13；
Step D13：Sections is divided to working face：Each working face is divided into into some sections from the bottom to top；
In step d 2, according to point ring order, and before working face order pours external wrapping concrete, according to arch springing position
Peak stress determine each working face each sections pour order so that in external wrapping concrete casting process is carried out, arch
The peak stress of placement of foot is minimum, and arch ring stiff skeleton is more uniformly stressed.
It is in the such scheme of the application, by dividing sections to working face, further to cause, using the application's
Scheme is carried out in external wrapping concrete casting process, and can more flexibly adjust external wrapping concrete pours order, according to arch springing
The peak stress of position determines pouring sequentially for each each sections of working face so that carrying out external wrapping concrete casting process
In, the peak stress of arch springing position is minimum, thus, further reducing in outsourcing concreting process to arch ring stiffness bone
The dependence of frame support strength, reduces construction cost.
As the preferred version of the application, in step D, between step D13 and D2, step D14 is additionally provided with；
Step D14：Adjust secondary knotted rope：In step d 2, according to point ring order, and working face order, and sections
Before order pours external wrapping concrete, secondary knotted rope position is adjusted according to the peak stress of arch springing position so that mix outsourcing is carried out
In solidifying soil casting process, the peak stress of arch springing position is minimum.
In the such scheme of the application, by a point ring, point working face is segmented so as to pour external wrapping concrete is carried out
During building, can be adjusted according to the peak stress of controlling sections and specifically pour order, especially, in the scheme of the application,
It is also provided with step D14 to be adjusted secondary knotted rope so that, by the adjustment of secondary knotted rope and pour the combination of order,
In further guarantee external wrapping concrete casting process, the peak stress in arch springing position control section is minimum, so so that, can
With the amount of pouring for further increasing concrete single, the further reduction of erection time, construction cost is reduced, improve engineering construction matter
Amount.
As the preferred version of the application, in step D13, each working face is divided into three sections from the bottom to top
Section, makes left across arch ring stiff skeleton and right across arch ring stiff skeleton include 9 sections respectively, and successively each is saved from the bottom to top
Duan Jinhang serial numbers, the sections that the first working face includes are 1,2 and 3, and the sections that the second working face includes is the 4,5 and 6, the 3rd
The sections that working face includes is 7,8 and 9, in step d 2, when carrying out the external wrapping concrete of each ring and pouring, pour order for 7,1,
4, then 8,2,5, then 9,3,6.
As the preferred version of the application, in step D2, when each ring external wrapping concrete is poured, concrete ensures every
There is no final set before finishing in the concreting of one working face three sections of correspondence.
In the such scheme of the application, when each ring external wrapping concrete is poured, concrete ensures each working face pair
Answer the concreting of three sections that final set does not occur before finishing, the so further globality for ensureing arch ring, further
Improve the mechanical property of arch ring.
The little sections multiple spot casting method of traditional external wrapping concrete scheme is changed to big sections jump by the arching method of the application
Formula balances casting method.Traditional external wrapping concrete method is due to lacking effectively to stiffness bone in outsourcing concreting process
The means of frame stress adjustment in time, thus it is uniform for guaranteeing arch ring deformation in sub-contract management, and each position is in pressured state all the time,
Stiff skeleton force request during satisfaction, the concrete square amount of one-time-concreting are very limited（The single side of pouring amount does not typically surpass
Cross 300 cubic metres）, have a strong impact on the completion time of project of bridge.Simultaneously because poured using little sections, in order to keep the stress of arch ring
Uniformly, necessarily taking Multi-working-surface loading to pour could maintain arch ring to balance, and Multi-working-surface and little sections are poured and can be had a strong impact on
The overall performance of concrete arch ring.The scheme of the application is due to being furnished with secondary cable adjustment arch ring internal force, one-time-concreting concrete
Side amount can increase substantially, while can also according to the position in arch ring Stress Control section be adjusted flexibly external wrapping concrete pour it is suitable
Sequence, the method that loading is balanced using big sections great-jump-forward.External wrapping concrete pour order for 7,1,4 sections → 8,2,5 sections →
9th, 3,6 sections, the order had both considered the stress balance of arch ring in casting process, also reduced the peak stress of controlling sections,
Secondary Stayed-buckle Cable Forcess adjustment number of times is also minimum simultaneously, but also can pour sections simultaneously（7、1、4）, then while pouring section again
Section（8、2、5）, sections is finally poured again（9、3、6）, thus, one ring concrete of arch ring can be poured for three times using the method later
Complete, in construction, single pours maximum amount of concrete and reaches 1500 cubic metres, greatly shortens on the basis of traditional scheme
Construction period, time cost is saved, also improve the overall performance of arch ring.
Used as the preferred version of the application, step E is removed in secondary knotted rope, is finished when side roof box is poured, and
When reaching design strength, that is, remove secondary knotted rope.
In the such scheme of the application, after the completion of being poured due to side box top, arch ring stiff skeleton has been outsourced mixed
Solidifying soil parcel, the outer concrete for having poured have been able to play a supporting role, also, due to the outsourcing coagulation for having poured
Soil reaches design strength, also no longer obvious by adjustment of the tensioning of secondary knotted rope to arch ring stiff skeleton internal force, so at this
In the such scheme of application, on side, roof box is poured and is finished, and after reaching design strength, that is, removes secondary knotted rope, secondary knotted rope
Remove and can pour while carry out with raising middle flask base plate and middle roof box outer concrete, shorten the duration, it is also possible in raising middle flask
Base plate and middle roof box external wrapping concrete just remove secondary knotted rope before pouring, and facilitate raising middle flask base plate and middle roof box external wrapping concrete
Pour work.
Compared with prior art, beneficial effects of the present invention：
1st, due to the tensioning for having secondary knotted rope so that in outsourcing casting process, it is not necessary to arrange other supporting members
Arch ring stiff skeleton is supported, is to have saved construction cost first, is reduced difficulty of construction；
2nd, due to carrying out tensioning using knotted rope to arch ring stiff skeleton, what which was taken when being connected between arch ring stiff skeleton
Space is little compared with other supporting way, reduces to stopping in follow-up concreting process, further facilitates follow-up mixed
Coagulate the pouring construction of soil；
3rd, in outsourcing concreting process, arch ring stiff skeleton stress and deformation are carried out because of secondary knotted rope
Adjustment so that the load of the single load that arch ring stiff skeleton can bear, single casting concrete amount are far longer than tradition and apply
In work method, by the single concreting amount that arch ring stiff skeleton self-strength is supported, thus, the duration is greatly shortened,
Construction is facilitated, being significantly increased for single concreting amount is additionally, since, the seam of external wrapping concrete is decreased, greatly
The globality and mechanical property that improve arch ring；
4th, secondary knotted rope adopts handing-over pier as button tower, in practice of construction, when a knotted rope is removed, can be to part
Knotted rope is adjusted, and makes secondary knotted rope, thus, further simplifying construction procedure, reduces construction cost and construction
Difficulty, shortens the construction period；
5th, due to being provided with secondary knotted rope, in outsourcing concreting, using secondary cable adjustment arch ring internal stress, make
, in that context it may be convenient to ensureing that the deformation of each position of arch ring is uniform, so, using the technical scheme of the application, can also reduce
The sectional dimension of arch ring SRC arch bridge and reduction pipe inner concrete label, thus, further reduce construction
Cost, has saved the duration.
Description of the drawings：
Fig. 1 is the FB(flow block) of arching method of the present invention；
Fig. 2 is the structural representation of the application arch ring stiff skeleton and a knotted rope；
Structural representations of the Fig. 3 for the application arch ring stiff skeleton section；
Fig. 4 is the structural representation of the application arch ring stiff skeleton and secondary knotted rope；
Fig. 5 is the step of the application arch ring stiff skeleton point ring is poured schematic diagram；
Fig. 6 divides working face and segmented arrangement schematic diagram for the application,
Mark in figure：1- border piers, knotted rope of 2-, 3- steel pipes, bis- knotted ropes of 4-, 5- sides bottom plate, 6- raising middle flask base plates,
7- bottom webs, 8- epiplastrons, 9- sides roof box, roof box in 10-, left across the arch ring stiff skeletons of 11-, right across the arch ring stiffnesses of 12-
Skeleton.
Specific embodiment
With reference to test example and specific embodiment, the present invention is described in further detail.But this should not be understood
Scope for above-mentioned theme of the invention is only limitted to below example, and all technologies realized based on present invention belong to this
The scope of invention.
Embodiment 1, as shown in the figure：
A kind of more degrees skeleton concrete arched bridge arching method, it is characterised in that comprise the steps successively：
A：Assembled arch ring stiff skeleton sections is until close up：The arch ring stiff skeleton sections is 3 truss sections of steel pipe, sharp
With the border pier 1 of arch ring both sides as button tower, knotted rope 2 of tensioning arch ring while lifting arch ring stiff skeleton sections, from
Arch springing rises assembled paragraph by paragraph until closing up, and obtains arch ring stiff skeleton；
B：The pipe inner concrete of the steel pipe 3 of pressure injection arch ring stiff skeleton：A knotted rope 2 is removed, then pressure injection arch ring stiffness
The pipe inner concrete of the steel pipe 3 of skeleton；
C:The secondary knotted rope of tensioning 4：In treating step B, after the pipe inner concrete of the steel pipe 3 reaches design strength, in arch ring
Both sides by the use of border pier 1 as button tower, the secondary knotted rope of symmetrical tensioning 4；
D：Pour the external wrapping concrete of arch ring stiff skeleton：During the external wrapping concrete for pouring arch ring stiff skeleton,
According to the stress needs of arch ring stiff skeleton, the stretching rope power of secondary knotted rope 4 is adjusted, adjusted in arch ring stiff skeleton with reaching
Stress, it is ensured that in outsourcing concreting process, the deformation of each position of arch ring stiff skeleton is uniform；
E：Remove secondary knotted rope 4：After concrete to be outsourced reaches design strength, secondary knotted rope 4 is removed, stiff skeleton is completed
Concrete arch-type bridge arching is constructed.
In bridge construction field, due to the restriction of geographic factor, arch ring stiff skeleton is carried out propping up using supporting structure
The difficulty of support greatly, and does not possess the condition for setting up support in some construction environments completely, so in the skill of the present embodiment
In art scheme, in step C, the secondary knotted rope 4 of tensioning, secondary knotted rope 4 are in tensioning state, are then carried out again outside arch ring stiff skeleton
Bag concrete is poured, due to the tensioning for having secondary knotted rope 4 so that in outsourcing casting process, it is not necessary to arrange other
Support component is supported to arch ring stiff skeleton, is to have saved construction cost first, is reduced difficulty of construction, and being additionally, since is
Tensioning is carried out to arch ring stiff skeleton using knotted rope, the space which is taken when being connected between arch ring stiff skeleton is supported compared with other
Mode is little, reduces to stopping in follow-up concreting process, further facilitates the pouring construction of follow-up concrete；
What is more important, in the technical scheme of the present embodiment, because of the tensioning of secondary knotted rope 4 so that outside
In bag concreting process, single casting concrete amount is far longer than in conventional construction method, by arch ring stiff skeleton itself
The single concreting amount of strength support, thus, greatly shortening the duration, facilitates construction, is additionally, since single coagulation
Being significantly increased for the soil amount of pouring, also greatly improves overall performance and the mechanical property of arch ring；
Another further aspect, in the technical scheme of the present embodiment, secondary knotted rope 4, is actually being applied as button tower using handing-over pier
In work, when a knotted rope 2 is removed, the knotted rope 2 of part one time can be adjusted, make secondary knotted rope 4, thus, entering
One step simplifies construction procedure, reduces construction cost and difficulty of construction, shortens the construction period；
Further, traditional external wrapping concrete pouring plan does not coordinate secondary button in outsourcing concreting process
Rope 4 adjusts arch ring stiff skeleton internal force, therefore uniform for guaranteeing the deformation of arch ring stiff skeleton in outsourcing concreting process,
The concrete square amount of one-time-concreting can not be too big（Typically not greater than 300 cubic metres of single maximum concreting side amount）, construction
Speed is extremely slow, simultaneously because lacking the stress of the local locations such as the adjustment means to arch ring stiff skeleton internal stress, arch springing
It is higher by much compared with other positions, arch ring stiff skeleton discontinuity, in order to meet the stress of the local locations such as arch springing in design
Require, and have to increase arch ring stiff skeleton section and improve pipe inner concrete label, so that significantly increase applying
Work cost and difficulty of construction；And in the present embodiment, due to being provided with secondary knotted rope 4, in outsourcing concreting, adopt two
Secondary knotted rope 4 adjusts arch ring stiff skeleton internal stress so that, in that context it may be convenient to ensure that the deformation of each position of arch ring stiff skeleton is equal
It is even, so, using the technical scheme of the present embodiment, the cross sectional dimensions of arch ring stiff skeleton can also be reduced, and reduce pipe
Inner concrete label, thus, further reducing construction cost, has saved the duration.
Embodiment 2, as illustrated,
More degrees skeleton concrete arched bridge arching method, in step C, is carrying out secondary knotted rope 4 as described in Example 1
Before tensioning, influence-line loading is carried out to arch ring stiff skeleton first, determine that the position most sensitive to controlling sections STRESS VARIATION is made
For load(ing) point, the then secondary knotted rope of tensioning 4 at the load(ing) point again；
In step C, the secondary knotted rope 4 of tensioning before outsourcing concreting makes arch ring stiff skeleton to subsequent load
The rightabout deformation that should deform.
In bridge construction technical field, arch ring construction, being in arch springing position controlling sections, in the above-mentioned of the present embodiment more
In scheme, by first influence-line loading being carried out to arch ring stiff skeleton, determine the position most sensitive to controlling sections STRESS VARIATION
Put as load(ing) point, enabling the adjustment to arch ring stiff skeleton stress can reach using minimum knotted rope quantity, thus,
Installation, adjustment and the dismounting operation of secondary knotted rope 4 is facilitated, difficulty of construction is further reduced, has been saved construction cost, contract
The short duration.
In traditional arching construction, the stressing conditions after arch ring stiff skeleton arching, the load of external wrapping concrete are complete
There is arch ring to undertake, and in the such scheme of the present embodiment, before carrying out external wrapping concrete and pouring, first pass through secondary knotted rope 4
Make arch ring produce reciprocal elastic deformation, after outsourcing concreting is finished, remove secondary knotted rope 4, should be by arch ring
The load that stiff skeleton undertakes, shares by arch ring stiff skeleton and external wrapping concrete shared, directly reduces arch ring stiffness
The peak stress of the steel pipe 3 and pipe inner concrete of skeleton, thus, using the scheme of the present embodiment, can further reduce arch
The sectional dimension and concrete grade of circle stiff skeleton, further reduces construction cost and difficulty of construction；Outside due to arch ring
Bag concrete section area is much bigger with respect to 3 area of steel pipe of arch ring stiff skeleton（The 3 section face of steel pipe of arch ring stiff skeleton
Product only accounts for the 9% or so of arch ring total cross-section area）, so should in the steel pipe 3 and pipe inner concrete for being substantially reduced arch ring stiff skeleton
While power, the stress in external wrapping concrete section does not but significantly increase, thus, further cause, using the present embodiment
The arch ring stiff skeleton size of arrangement and method for construction, can significantly be reduced, greatly reduce construction cost, also reduce
Difficulty of construction, shortens the duration.
Embodiment 3, as illustrated,
More degrees skeleton concrete arched bridge arching method as described in Example 2,
In step D, pour arch ring stiff skeleton external wrapping concrete and comprise the steps successively：
D1：To arch ring stiff skeleton point ring：Along the section of arch ring stiff skeleton be divided into side bottom plate 5, raising middle flask base plate 6,
Bottom web 7, epiplastron 8, side roof box 9 and middle roof box 10；
D2：Ring is divided to pour external wrapping concrete：Point ring according to step D1 is divided and carries out pouring for external wrapping concrete, is poured suitable
Sequence is：While bottom plate 5, bottom web 7, epiplastron 8, while roof box 9, raising middle flask base plate 6 and middle roof box 10；
In step D, between step D1 and D2, step D11 is additionally provided with,
Step D11：Arch ring stiff skeleton is divided into into left across arch ring stiff skeleton 11 and right across arch ring stiff skeleton 12：By encircleing
At the top of circle stiff skeleton, perpendicular to the section of arch ring stiff skeleton tangential direction, arch ring stiff skeleton is divided into into a left side across arch ring
Stiff skeleton 11 and right across arch ring stiff skeleton 12；
In step d 2, when carrying out the external wrapping concrete of arch ring stiff skeleton and pouring, left across arch ring stiff skeleton 11 and the right side
Across arch ring stiff skeleton 12 simultaneously, and symmetrically carry out external wrapping concrete and pour；
In step D, between step D11 and D2, step D12 is additionally provided with；
Step D12：Divide working face：Stiff skeleton across arch ring to a left side 11 and right across arch ring stiff skeleton 12 carry out work respectively
Make the division in face：Along by arch springing to vault direction by a left side across arch ring stiff skeleton 11 be in turn divided into the first working face, second
Working face and the 3rd working face, the division of right across arch ring 12 working face of stiff skeleton are relative across the division of arch ring working face with a left side
Claim；
In step d 2, when external wrapping concrete being poured according to a point ring order, first pour the 3rd working face correspondence ring, then
The first working face correspondence ring is poured again, then pours the second working face correspondence ring again, until the concrete of a wherein ring is all poured
After the completion of building, pouring for next ring concrete is carried out according still further to said sequence.
In the such scheme of the present embodiment, a point ring is carried out to arch ring stiff skeleton, to arch ring stiff skeleton according to a point ring
Carry out substep to pour, be reduction of external wrapping concrete first pours difficulty, meanwhile, in outsourcing concreting, it is to adopt
Bottom is first poured, middle part is then poured again, top is then poured again, the order that both sides pour centre again is first poured so that pouring
During building, the uniform force of arch ring stiff skeleton, it is ensured that engineering construction quality；Arch ring stiff skeleton is divided into into left across arch ring strength
Property skeleton 11 and right across arch ring stiff skeleton 12, in external wrapping concrete casting process is carried out, left across arch ring 11 He of stiff skeleton
Right across arch ring stiff skeleton 12 simultaneously, and symmetrically carry out, be to improve speed of application first, shorten the construction time limit, meanwhile,
In further ensure that external wrapping concrete casting process, arch ring stiff skeleton stress it is uniform, further ensure that engineering
Construction quality；When external wrapping concrete being carried out to a certain ring and pouring, by dividing working face, first pour the 3rd work positioned at vault
Make face so that in outsourcing concreting process, arch ring stiff skeleton is all in pressured state, it is ensured that construction safety and its apply
Working medium amount, simultaneously because the completing of pouring of external wrapping concrete of the 3rd working face correspondence ring, arch ring stiff skeleton stress drastically increases
Greatly, particularly at arch springing, so after the completion of the external wrapping concrete of the 3rd working face correspondence ring is poured, starting to pour positioned at arch
The corresponding ring of the first working face at pin, then pours the corresponding ring of the second working face, so, it is to avoid arch ring stiff skeleton again
Local stress is increased dramatically, it is ensured that the construction safety of whole external wrapping concrete casting process, while also further reduce existing
Dependence in external wrapping concrete casting process to arch ring stiff skeleton support strength, reduces construction cost.
Embodiment 4, as illustrated,
More degrees skeleton concrete arched bridge arching method as described in Example 3,
In step D, in step D, between step D12 and D2, step D13 is additionally provided with；
Step D13：Sections is divided to working face：Each working face is divided into into some sections from the bottom to top；
In step d 2, according to point ring order, and before working face order pours external wrapping concrete, according to arch springing position
Peak stress determine each working face each sections pour order so that in external wrapping concrete casting process is carried out, arch
The peak stress of placement of foot is minimum, and arch ring stiff skeleton is more uniformly stressed；
In step D, between step D13 and D2, step D14 is additionally provided with；
Step D14：Adjust secondary knotted rope 4：In step d 2, according to point ring order, and working face order, and sections
Before order pours external wrapping concrete, secondary 4 position of knotted rope is adjusted according to the peak stress of arch springing position so that mix outsourcing is carried out
In solidifying soil casting process, the peak stress of arch springing position is minimum；
In step D13, each working face is divided into three sections from the bottom to top, makes left across arch ring stiff skeleton 11
Stiff skeleton across arch ring with the right side 12 includes 9 sections respectively, and carries out serial number from the bottom to top successively to each sections, first
The sections that working face includes is 1,2 and 3, and the sections that the second working face includes is 4,5 and 6, and the sections that the 3rd working face includes is
Then 9 7th, 8 and 9, in step d 2, when carrying out the external wrapping concrete of each ring and pouring, order is poured for 7,1,4, then 8,2,5,
3、6；
In step D2, when each ring external wrapping concrete is poured, concrete ensures each three section of working face correspondence
There is no final set before finishing in the concreting of section.
It is in the such scheme of the present embodiment, by dividing sections to working face, further to cause, using this enforcement
The scheme of example is carried out in external wrapping concrete casting process, and can more flexibly adjust external wrapping concrete pours order, according to
The peak stress of arch springing position determines pouring sequentially for each each sections of working face so that poured external wrapping concrete is carried out
Cheng Zhong, the peak stress of arch springing position are minimum, thus, further reducing in outsourcing concreting process to arch ring stiffness
The dependence of skeletal support intensity, reduces construction cost；By a point ring, point working face is segmented so as to carry out external wrapping concrete
In casting process, can be adjusted according to the peak stress of controlling sections and specifically pour order, especially, in the scheme of the present embodiment
In, it is also provided with step D14 and secondary knotted rope 4 is adjusted so that, by the adjustment of secondary knotted rope 4 and pour order
With reference to, in further guarantee external wrapping concrete casting process, the peak stress in arch springing position control section is minimum, thus, making
, can further increase the amount of pouring of concrete single, the further reduction of erection time, reduce construction cost, improve engineering
Construction quality；
When each ring external wrapping concrete is poured, concrete ensures the concreting of each working face three sections of correspondence
There is no final set before finishing, the so further globality for ensureing arch ring, the further mechanical property for improving arch ring.
The little sections multiple spot casting method of traditional external wrapping concrete scheme is changed to big sections and is jumped by the arching method of the present embodiment
Jump formula balances casting method.Traditional external wrapping concrete method is due to lacking effectively to stiffness in outsourcing concreting process
The means of frame stress adjustment in time, thus it is uniform for guaranteeing arch ring deformation in sub-contract management, and each position is in pressurized shape all the time
State, stiff skeleton force request during satisfaction, the concrete square amount of one-time-concreting are very limited（The single side of pouring amount is general not
More than 300 cubic metres）, have a strong impact on the completion time of project of bridge.Simultaneously because poured using little sections, in order to keep receiving for arch ring
Power is uniform, necessarily takes Multi-working-surface loading to pour and arch ring could be maintained to balance, and Multi-working-surface and little sections pour the serious shadow of meeting
Ring the overall performance of concrete arch ring.The scheme of the present embodiment is mixed due to being furnished with the adjustment arch ring internal force of secondary knotted rope 4, one-time-concreting
Solidifying earth volume can be increased substantially, while also external wrapping concrete can be adjusted flexibly according to the position in arch ring Stress Control section pouring
Sequentially, the method for loading being balanced using big sections great-jump-forward.External wrapping concrete pours order for 7,1,4 sections → 8,2,5 sections
→ 9,3,6 sections, the order had both considered the stress balance of arch ring in casting process, also reduced the stress peak of controlling sections
Value, while 4 cable force adjustment number of times of secondary knotted rope is also minimum, but also can pour sections simultaneously（7、1、4）, then while pouring again
Build sections（8、2、5）, sections is finally poured again（9、3、6）, thus, using one ring concrete of arch ring three times after the method
Pour and complete, single pours maximum amount of concrete and reaches 1500 cubic metres in construction, greatly contracts on the basis of traditional scheme
The short construction period, time cost is saved, the overall performance of arch ring is also improved.
Embodiment 5, as illustrated,
More degrees skeleton concrete arched bridge arching method as described in embodiment 3 or 4,
Step E is removed in secondary knotted rope 4, is finished when side roof box 9 is poured, and when reaching design strength, that is, is torn open
Except secondary knotted rope 4.
In the such scheme of the present embodiment, after the completion of being poured due to side box top, arch ring stiff skeleton has been outsourced
Concrete is wrapped up, and the outer concrete for having poured has been able to play a supporting role, also, as the outsourcing for having poured is mixed
Solidifying soil reaches design strength, also no longer obvious by adjustment of the tensioning of secondary knotted rope 4 to arch ring stiff skeleton internal force, so
In the such scheme of the present embodiment, on side, roof box 9 is poured and is finished, and after reaching design strength, that is, removes secondary knotted rope 4, secondary
Removing for knotted rope 4 can be poured while carry out with 10 outer concrete of raising middle flask base plate 6 and middle roof box, shorten the duration,
Secondary knotted rope 4 can just be removed before raising middle flask base plate 6 and 10 external wrapping concrete of middle roof box are poured, facilitate raising middle flask base plate 6 and in
Roof box 10 external wrapping concrete pours work.
Above example only not limits technical scheme described in the invention to illustrate the present invention, although this explanation
Book is with reference to each above-mentioned embodiment to present invention has been detailed description, but the present invention is not limited to above-mentioned being embodied as
Mode, therefore any the present invention is modified or equivalent；And all without departing from invention spirit and scope technical side
Case and its improvement, which all should be covered in the middle of scope of the presently claimed invention.
Claims (10)
1. more degrees skeleton concrete arched bridge arching method, it is characterised in that comprise the steps successively：
A：Assembled arch ring stiff skeleton sections is until close up：The arch ring stiff skeleton sections is steel pipe truss sections, using arch
, used as button tower, knotted rope of tensioning arch ring while lifting arch ring stiff skeleton sections, from arch springing for the border pier of circle both sides
It is assembled up to closing up paragraph by paragraph, obtain arch ring stiff skeleton；
B：The pipe inner concrete of the steel pipe of pressure injection arch ring stiff skeleton：Knotted rope is removed, then pressure injection arch ring stiff skeleton
The pipe inner concrete of steel pipe；
C:The secondary knotted rope of tensioning：In treating step B, after the pipe inner concrete of the steel pipe reaches design strength, in arch ring both sides profit
With border pier as button tower, the secondary knotted rope of symmetrical tensioning；
D：Pour the external wrapping concrete of arch ring stiff skeleton：During the external wrapping concrete for pouring arch ring stiff skeleton, according to
The stress of arch ring stiff skeleton needs, and adjusts the stretching rope power of secondary knotted rope, to reach the internal stress for adjusting arch ring stiff skeleton,
Ensure that, in outsourcing concreting process, the deformation of each position of arch ring stiff skeleton is uniform；
E：Remove secondary knotted rope：After concrete to be outsourced reaches design strength, secondary knotted rope is removed, stiff skeleton concrete is completed
Arch bridge arching is constructed.
2. arching method according to claim 1, it is characterised in that in step C, carrying out secondary knotted rope tensioning
Before, influence-line loading is carried out to arch ring stiff skeleton first, determine the position most sensitive to controlling sections STRESS VARIATION as plus
Loading point, the then secondary knotted rope of tensioning at the load(ing) point again.
3. arching method according to claim 2, it is characterised in that in step C, in outsourcing concreting toe-out
Secondary knotted rope is drawn, arch ring stiff skeleton is deformed to the rightabout that subsequent load should deform.
4. arching method according to claim 3, it is characterised in that in step D, pour arch ring stiff skeleton outsourcing
Concrete comprises the steps successively：
D1：To arch ring stiff skeleton point ring：Along the section of arch ring stiff skeleton be divided into side bottom plate, raising middle flask base plate, bottom web,
Epiplastron, side roof box and middle roof box；
D2：Ring is divided to pour external wrapping concrete：Point ring according to step D1 is divided and carries out pouring for external wrapping concrete, pours order
For：While bottom plate, bottom web, epiplastron, while roof box, raising middle flask base plate and middle roof box.
5. arching method according to claim 4, it is characterised in that in step D, between step D1 and D2 also
It is provided with step D11；
Step D11：Arch ring stiff skeleton is divided into into left across arch ring stiff skeleton and right across arch ring stiff skeleton：By arch ring stiffness bone
Arch ring stiff skeleton, perpendicular to the section of arch ring stiff skeleton tangential direction, is divided into left across arch ring stiff skeleton by top of the trellis
Stiff skeleton across arch ring with the right side；
In step d 2, when carrying out the external wrapping concrete of arch ring stiff skeleton and pouring, left across arch ring stiff skeleton and the right side are across arch ring
Stiff skeleton simultaneously, and symmetrically carry out external wrapping concrete and pour.
6. arching method according to claim 5, it is characterised in that in step D, between step D11 and D2
It is additionally provided with step D12；
Step D12：Divide working face：Stiff skeleton across arch ring to a left side and right across arch ring stiff skeleton are operated face and draw respectively
Point：A left side across arch ring stiff skeleton is in turn divided into into the first working face, the second working face and the along the direction by arch springing to vault
Three working faces, the division of right across arch ring stiff skeleton working face are symmetrical across the division of arch ring working face with a left side；
In step d 2, when external wrapping concrete being poured according to a point ring order, first pour the 3rd working face correspondence ring, then pour again
The first working face correspondence ring is built, the second working face correspondence ring is then poured again, until the concrete of a wherein ring has all been poured
Cheng Hou, carries out pouring for next ring concrete according still further to said sequence.
7. arching method according to claim 6, it is characterised in that in step D, between step D12 and D2
It is additionally provided with step D13；
Step D13：Sections is divided to working face：Each working face is divided into into some sections from the bottom to top；
In step d 2, according to point ring order, and before working face order pours external wrapping concrete, according to arch springing position should
Power peak value determines pouring sequentially for each each sections of working face so that in external wrapping concrete casting process is carried out, arch springing position
The peak stress put is minimum, and arch ring stiff skeleton is more uniformly stressed.
8. arching method according to claim 7, it is characterised in that in step D, between step D13 and D2
It is additionally provided with step D14；
Step D14：Adjust secondary knotted rope：In step d 2, according to point ring order, and working face order, and sections order
Before pouring external wrapping concrete, secondary knotted rope position is adjusted according to the peak stress of arch springing position so that carrying out external wrapping concrete
In casting process, the peak stress of arch springing position is minimum.
9. arching method according to claim 8, it is characterised in that in step D13, each working face by down to
On be divided into three sections, make left across arch ring stiff skeleton and right across arch ring stiff skeleton include 9 sections respectively, and by down to
On carry out serial number successively to each sections, the sections that the first working face includes is 1,2 and 3, the section that the second working face includes
Section is 4,5 and 6, and the sections that the 3rd working face includes is 7,8 and 9, and in step d 2, the external wrapping concrete for carrying out each ring is poured
When, order is poured for 7,1,4, then 8,2,5, then 9,3,6.
10. arching method according to claim 9, it is characterised in that in step D2, pour in each ring external wrapping concrete
When building, concrete ensures that the concreting of each working face three sections of correspondence does not occur final set before finishing.
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| CN105926444B (en) * | 2016-04-22 | 2018-03-23 | 中铁二院工程集团有限责任公司 | A kind of concrete arch-type bridge arching method |
| CN108252220A (en) * | 2018-01-02 | 2018-07-06 | 中铁广州工程局集团有限公司 | A kind of construction method of super-large span stiff skeleton |
| CN108589535B (en) * | 2018-04-09 | 2020-07-03 | 中交第二航务工程局有限公司 | Reinforced concrete box type arch bridge construction method |
| CN108625273A (en) * | 2018-06-27 | 2018-10-09 | 中铁二院工程集团有限责任公司 | It is constructed on a kind of large span Deck Arch Bridges arch |
| CN108797359A (en) * | 2018-06-27 | 2018-11-13 | 中铁二院工程集团有限责任公司 | A kind of large span arch bridge with Stiffness frame arch ring concrete strength grading optimization method |
| CN111893882A (en) * | 2020-06-24 | 2020-11-06 | 中铁十七局集团第三工程有限公司 | Concrete layered pouring type arch ring construction method |
| CN112560321B (en) * | 2020-12-29 | 2022-08-19 | 重庆交通大学 | Calculation method for ring-divided segmented pouring length of concrete wrapped outside arch ring of stiffened framework concrete arch bridge |
| CN113216009A (en) * | 2021-06-25 | 2021-08-06 | 四川省公路规划勘察设计研究院有限公司 | Temporary connection structure between truss type steel pipe framework sections and arch bridge |
| CN115992490B (en) * | 2023-03-23 | 2023-06-06 | 中铁十七局集团第五工程有限公司 | Pouring construction method for cable-stayed buckling hanging cantilever of large-span concrete arch bridge |
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| JP4542048B2 (en) * | 2006-02-06 | 2010-09-08 | 三井住友建設株式会社 | How to build an arch bridge |
| CN102493360B (en) * | 2011-12-29 | 2013-09-04 | 浙江大东吴集团建设有限公司 | Reinforced concrete arch bridge construction method |
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