CN107761541B - A construction method suitable for the foundation of long-span arch bridges - Google Patents
A construction method suitable for the foundation of long-span arch bridges Download PDFInfo
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- CN107761541B CN107761541B CN201711384883.0A CN201711384883A CN107761541B CN 107761541 B CN107761541 B CN 107761541B CN 201711384883 A CN201711384883 A CN 201711384883A CN 107761541 B CN107761541 B CN 107761541B
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- 238000010276 construction Methods 0.000 title claims abstract description 46
- 239000004567 concrete Substances 0.000 claims abstract description 16
- 238000005266 casting Methods 0.000 claims abstract description 10
- 238000009412 basement excavation Methods 0.000 claims abstract description 8
- 239000011248 coating agent Substances 0.000 claims abstract description 7
- 238000000576 coating method Methods 0.000 claims abstract description 7
- 239000002689 soil Substances 0.000 claims abstract description 7
- 239000010410 layer Substances 0.000 claims description 20
- 239000012790 adhesive layer Substances 0.000 claims description 17
- 230000000181 anti-adherent effect Effects 0.000 claims description 17
- 230000002787 reinforcement Effects 0.000 claims description 10
- 238000007569 slipcasting Methods 0.000 claims description 10
- 230000003014 reinforcing effect Effects 0.000 claims description 8
- 239000011150 reinforced concrete Substances 0.000 claims description 7
- 239000010426 asphalt Substances 0.000 claims description 5
- 229910000831 Steel Inorganic materials 0.000 claims description 3
- 239000010959 steel Substances 0.000 claims description 3
- 238000005520 cutting process Methods 0.000 abstract description 5
- 238000013461 design Methods 0.000 description 25
- 210000001364 upper extremity Anatomy 0.000 description 8
- 238000000034 method Methods 0.000 description 7
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- 238000006703 hydration reaction Methods 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 240000002853 Nelumbo nucifera Species 0.000 description 2
- 235000006508 Nelumbo nucifera Nutrition 0.000 description 2
- 235000006510 Nelumbo pentapetala Nutrition 0.000 description 2
- 238000012938 design process Methods 0.000 description 2
- 239000000203 mixture Substances 0.000 description 2
- 239000004570 mortar (masonry) Substances 0.000 description 2
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Classifications
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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
- E01D19/00—Structural or constructional details of 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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- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention belongs to technical field of bridge engineering, more particularly to a kind of construction method suitable for large span arch bridge basis, include the following steps: A, excavate groove: excavating groove on the corresponding ground of arch bridge base supporting element, the lower trench quartile is in supporting course；B, pour supporting element: the casting concrete in the groove that step A is excavated, be supported part after hardening；C, excavation pit: excavating the soil layer above supporting course, until supporting course；D, pour base plate: casting concrete obtains base plate in the foundation pit that step C is formed；E, it pours skewback: after the base plate hardening of step D, skewback is poured on base plate.On the one hand the construction method of the application is that can reduce cutting depth, the foundation structure of the application is made to can be adapted for the thicker geological condition of coating；On the other hand, the bearing capacity that can greatly improve basis enables the foundation structure of the application to be suitable for the basis of large span arch bridge.
Description
Technical field
The invention belongs to technical field of bridge engineering, and in particular to a kind of construction party suitable for large span arch bridge basis
Method.
Background technique
Bridge foundation is component part important in bridge structure, plays and is transferred to bridge structure self weight and load
The important function of ground.
For arch bridge, a big chunk self weight and load can be converted to internal pressure and answered by arch bridge superstructure
Power is compared to the bridge of other structures form due to this characteristic, and arch bridge passes to the load on basis except vertical load
Outside, there are also very big lateral loads.
Based on above-mentioned architectural characteristic, in current arch bridge design, base form is usually designed to open cut expansion
Basis or multi-column pier foundation, with going deep into for research, the inventors of the present application found that in the architectural design of arch bridge, above-mentioned this
There is more apparent defect in two kinds of base forms, specific as follows to state:
Open-cut Foundation: open-cut is carried out in base position, after being excavated to supporting course, basis is carried out on supporting course
Pour, the basis of such form has biggish rigid and horizontal, vertical bearing capacity, be in current arch bridge design the most often
Base form.
But Open-cut Foundation is high for the Property requirements of soil supporting layer, needs the higher lithosphere of bearing capacity
As its supporting course.Therefore, the geological condition thicker for coating, construction cost increased dramatically, in limited cost budgeting
In the case of, this base form significant discomfort is used.
Multi-column pier foundation: being arranged more foundation stakes in base position, be compared to for Open-cut Foundation, can be opposite subtract
Few construction cost, and then the condition of construction thicker for ground coating.
But multi-column pier foundation lateral bearing capacity is smaller, for small across footpath arch bridge, reach basis lateral load compared with
It is small, it is contemplated that use multi-column pier foundation.But for large span arch bridge, since the lateral load that it reaches basis is very big, such as:
It can reach 200000KN or more, so, if still using multi-column pier foundation, construction cost can also be sharply increased, in limited budget
In the case of, multi-column pier foundation is obviously also no longer applicable in.
So needing to design novel arch a kind of suitable for large span arch bridge, and that construction cost can be saved at present
Bridge Foundation structure.
Summary of the invention
It is an object of the invention to: exist for current arch bridge base structure type: being limited greatly, be constructed by geological conditions
This high deficiency provides novel arch bridge base structure that is a kind of suitable for large span arch bridge, and can saving construction cost.
In order to achieve the above-mentioned object of the invention, the present invention provides following technical schemes:
A kind of large span arch bridge basis, further includes supporting element, institute including skewback and the supporting course for being used to support the skewback
Supporting element setting is stated in the supporting course periphery, the supporting element is for horizontally supporting the supporting course.
The foundation structure of the application substantially mentions as a result, due to being provided with the supporting element for horizontally supporting supporting course
The bearing capacity on the application basis is risen, the size of supporting element is according in practice of construction, transverse load suffered by supporting course
Size is determined.Due to the setting of supporting element, the bearing capacity of foundation structure is improved, is thereby reduced to supporting course
The requirement of bearing capacity, so, it in practice of construction, can reduce the cutting depth of ground, reduce construction cost and shorten work
Phase, and more geological conditions can be suitable for；Essential bearing stratum bearing capacity is added in another aspect, being also due to
By force, so that using the application foundation structure, can be improved bigger enabling capabilities, and then Long span can be suitable for, even
The Construction of Arch Bridges of Ultra-Long Spans.
Preferably, the supporting element is vertically arranged.Supporting element is vertically arranged, and can effectively avoid supporting element from being subject to perpendicular
To load, in this way, being on the one hand: so that supporting element is solely subjected to the transverse load of horizontal process, avoid vertical load excessive and damage
Supporting element guarantees supporting piece structure safety；It on the other hand, is so that supporting element stress definitely, facilitates structure to design, subtracts
Uncertain factor in small design process, and then improve the reliance security of structure design.
Preferably, the supporting element is the hollow cylindrical configuration of both ends open, the inner wall of the supporting element and the holding force
The side wall of layer matches.Hollow tubular structure is set by supporting element, is on the one hand to make supporting element in a circumferential direction, it is each
It is mutually coordinated between position, play the role of hoop to internal supporting course, can significantly improve geological stratification bearing capacity,
Deformation modulus and anti-seismic performance, and then improve the transverse load bearing capacity of supporting element；On the other hand, when supporting course bearing capacity
When poor, slip casting can be carried out to supporting course, when carrying out mortar depositing construction, supporting element can also effectively avoid running pulp, save
Construction cost also improves grouting quality, guarantees the structural reliability of supporting course with while shortening the construction period.
Preferably, the horizontal cross sectional geometry of the supporting element is round, elliptical annular or square ring.
Preferably, the supporting element is continuous wall.Using continuous wall body structure, in practice of construction, first in diaphragm wall
Groove and pouring reinforcement concrete are excavated out on the corresponding ground of body, after continuous wall reaches design strength, then in wall
The soil body excavated, due to the support and closing of diaphragm wall, so digging process is not required to that internal support and water shutoff knot are arranged again
Structure has saved construction cost so also simplifying excavating sequences.
Preferably, base plate is additionally provided on the supporting course, the matching area of the base plate and the supporting course is big
In the floor space of the skewback, the skewback is arranged on the base plate.It is on the one hand to expand holding force by the way that base plate is arranged
The forced area of layer reduces suffered vertical stress, on the other hand but also supporting course is more uniformly stressed, and then further
Reduction supporting course bearing capacity requirement.
Preferably, the base plate is the concrete structure being cast on the supporting course.It is formed by way of pouring
Base plate, on the one hand it is to play one to supporting course that in casting process, part mixture, which is flowed into the gap between supporting course,
On the other hand fixed booster action also improves the reliability connected between base plate and supporting course, guarantee transverse load and erect
To the reliable delivery of load.
Preferably, the upper limb of the supporting element continues to upwardly extend after beyond the supporting course upper limb, and is covered in institute
It states on the side wall of base plate.In this way, make supporting element while the bearing capacity to supporting course is reinforced, it is also right
The bearing capacity of base plate is reinforced, also, since transverse load is shared in base plate part, also further subtracts
Transverse load suffered by small supporting course, in turn, the further requirement reduced to supporting course bearing capacity.
Preferably, several shear connectors is also connected between the base plate and the skewback.Pass through setting for shear connector
It sets, further ensures that the transmitting of transverse load between skewback and base plate, and then ensure the application foundation structure to transverse load
Reliable delivery.
Preferably, backfill is also filled in the excavation gap on the base plate.
Preferably, clump weight is additionally provided on the base plate, the clump weight is for adjusting answering for the supporting course
Power distribution.According to the stress distribution situation in actual design structure, clump weight is set and carries out stress adjusting, in this way, further
The application foundation structure is improved to the adaptability of different geological conditions, also easily supporting course stress can be carried out further
Optimization, and then further reduced the requirement to supporting course geology performance.
Preferably, everywhere in the weight, shape of the clump weight and position guarantee the supporting course in same level
Stress is consistent.In this way, making supporting course and base plate each position stress more unified, the biggish feelings of local stress are avoided the occurrence of
Condition guarantees that component can give full play to mechanical property, also reduces supporting course unbalance stress and leads to the risk of differential settlement.
Preferably, the side wall of the clump weight side wall and the skewback fits.The side wall of clump weight and the side wall of skewback
Between be bonded to each other so that clump weight rise counterweight effect while, additionally it is possible to transverse load suffered by skewback is transmitted, into one
The transverse load for reducing supporting course and being subject to of step, so further reduced the requirement to supporting course bearing capacity.
Preferably, several shear connectors are also connected between the clump weight and the base plate.Base plate is set to divide
Transverse load suffered by clump weight is carried on a shoulder pole, on the other hand also ensures that the position of clump weight is stablized, clump weight is avoided to shift.
Preferably, the shear connector is reinforcing bar segment.
Preferably, the upper limb of the supporting element continues to extend upwardly to ground after beyond the base plate upper limb.So
Setting, the lower end of supporting element is located in supporting course, extends to ground then up, be on the one hand further excavation to be facilitated to apply
Work, on the other hand so that supporting element with stratum is good contacts, there is biggish contact surface, transmitting cross that can be relatively reliable
To load, and then guarantees the stability of foundation structure and reduce the requirement to supporting course bearing capacity.
Preferably, liner is additionally provided with above the base plate on the corresponding supporting element inner wall, during the liner is
Empty tubular, the outer wall of the liner are matched with the inner wall of the supporting element.By the way that liner is arranged, increase the support of supporting element
Intensity improves the structural reliability of supporting element.
Preferably, the liner is reinforced concrete structure.
Preferably, the liner lower end is arranged on the base plate, between the liner lower end and the base plate
It is provided with the anti-adhesive layer for preventing the liner to be connected with base plate.
Preferably, the anti-adhesive layer is coated in the bitumen layer on the liner lower end and/or the base plate.
As it is another preferably, between the liner lower end and the base plate be clearance fit.
In the above scheme of the application, anti-adhesive layer is set between liner lower end and base plate, or will be under liner
It is set as clearance fit between end and base plate, in this manner, vertical constraint is not present between base plate and liner,
In the vertical load that base plate is bestowed by arch bridge, base plate will not pull liner, and then avoid vertical load to support
Part is pullled, in this way, avoiding the danger for causing supporting element to be pullled damage because vertical load is excessive, further ensures that supporting element
Structural stability and reliability；So set, the temperature after base plate can also being avoided to pour, caused by hydration heat of concrete
It spends under stress, when base plate generates contraction, is pullled by liner and generate crack；On the other hand, but also the application is basic
Internal structure stress is more apparent simple, and design difficulty can be greatly reduced, and also reduce in design work there may be
Uncertain factor, and then also improve the stability and reliability of design structure.
Disclosed herein as well is a kind of construction methods suitable for large span arch bridge basis, include the following steps:
A, it excavates groove: excavating groove on the corresponding ground of arch bridge base supporting element, the lower trench quartile is in holding
In power layer；
B, pour supporting element: the casting concrete in the groove that step A is excavated, be supported part after hardening；
C, excavation pit: excavating the soil layer above supporting course, until supporting course；
D, pour base plate: casting concrete obtains base plate in the foundation pit that step C is formed；
E, it pours skewback: after the base plate hardening of step D, skewback is poured on base plate.
The construction method of the application, by excavating groove, lower trench quartile is in supporting course, the supporting element that pours
It is embedded in supporting course, improves the bearing capacity of supporting course, in this way, can reduce identical holding strength to supporting course
Bearing capacity requirement, be on the one hand that can reduce cutting depth, make the foundation structure of the application can be adapted for coating compared with
Thick geological condition；On the other hand, it for identical supporting course, using the foundation structure of the application, can greatly improve
The bearing capacity on basis enables the foundation structure of the application to be suitable for the basis of large span arch bridge.
Preferably, it is additionally provided with step F after the step E,
Step F, clump weight is set: pouring clump weight on the base plate, makes the base plate to the supporting course
Uniform force application.In the structure design for carrying out basis, that is, determine that the size and location parameter of clump weight make to hold by clump weight
Power layer is more uniform by the pressure from base plate, keeps the stability and reliability of foundation structure.
Preferably, the clump weight of the skewback of the step E and step F are poured simultaneously.It pours simultaneously, being on the one hand can
To save working procedure, construction cost is reduced, on the other hand, connection between skewback and clump weight can also be made more closely,
Guarantee the stability of load transmission between skewback and clump weight.
Preferably, it is additionally provided with step A1 between step A and B,
Step A1, reinforcing bar is set: arranging reinforcing bar or steel reinforcement cage in the groove that step A is excavated, step B is made to pour to obtain
Supporting element be reinforced concrete structure.Reinforced concrete structure is set by supporting element, the further knot for improving supporting element
Structure intensity, and then supporting element is further increased to the booster action of basic bearing capacity.
It preferably, further include having step C1 in the step C,
Step C1, liner is set: pouring liner on the supporting element inner wall above the base plate.
By the setting of liner, the structural strength of further reinforcement supporting member further increases the stabilization of foundation structure
Property and reliability.
Preferably, in the step C1, the liner is poured using reverse construction.
Preferably, also vertical in skewback and the corresponding position of clump weight when progress base plate pours in the step D
It is provided with several shear connectors, the lower half portion of the shear connector is located in the base plate, the top half of the shear connector
The base plate is stretched out, when carrying out step E and F, in corresponding shear connector is coated on by the skewback and clump weight.It is logical
The setting of shear connector is crossed, further ensures the stability and reliability of foundation structure inner transverse load transmission, in the application
In, it can be using shear reinforcement as shear connector.
Preferably, after the step C1, it is additionally provided with step C2,
Step C2, it coats anti-adhesive layer: after the liner hardening of the step C1, coating anti-adhesive layer in liner lower end.
Preferably, the anti-adhesive layer is bitumen layer.
By the way that anti-adhesive layer is arranged, in this manner, vertical constraint is not present between base plate and liner, in base
When the vertical load that plinth plate is bestowed by arch bridge, base plate will not pull liner, and then avoid vertical load to supporting element
It pulls, in this way, avoiding the danger for causing supporting element to be pullled damage because vertical load is excessive, further ensures that the knot of supporting element
Structure stability and reliability；So set, the temperature caused by hydration heat of concrete is answered after base plate can also being avoided to pour
Under power effect, when base plate generates contraction, is pullled by liner and generate crack；On the other hand, but also the application basic internal
Structure stress is more apparent simple, and design difficulty can be greatly reduced, and also reduce in design work it is that may be present not
It determines factor, and then also improves the stability and reliability of design structure.
Preferably, it in the step C, is also set between the step C1 and step C2, or after the step C2
It is equipped with step C3,
Step C3, slip casting slip casting: is carried out to supporting course.
In the actual design work, it can be considered whether according to actual arch bridge structure and actual geological condition to holding
Power layer carries out slip casting, the bearing capacity of supporting course is successively further improved, in the scheme of the application, due to depositing for supporting element
, when supporting element use annular tubular structure when, the periphery of supporting course be supported part surround, can be avoided running pulp problem go out
It is existing.
Preferably, after the step F, it is additionally provided with step G,
Step G, foundation pit backfills: after the hardening of the clump weight of the skewback of step E and step F, backfilling to foundation pit.Pass through
Backfill fills the remaining space in foundation pit, is on the one hand the Land leveling at the basis made, facilitates subsequent construction；It is another
Aspect, the filling of backfill are coordinated each structural member of basic internal and are integral, during actual support, each component
It is loaded that basic institute can be shared, for arch bridge structure, each component of basic internal, bearing capacity
It is all supported part substantially to reinforce, in this way, further reducing the requirement to supporting course bearing capacity.
Compared with prior art, beneficial effects of the present invention:
The construction method of the application, by excavating groove, lower trench quartile is in supporting course, the supporting element that pours
It is embedded in supporting course, improves the bearing capacity of supporting course, in this way, can reduce identical holding strength to supporting course
Bearing capacity requirement, be on the one hand that can reduce cutting depth, make the foundation structure of the application can be adapted for coating compared with
Thick geological condition；On the other hand, it for identical supporting course, using the foundation structure of the application, can greatly improve
The bearing capacity on basis enables the foundation structure of the application to be suitable for the basis of large span arch bridge.
Detailed description of the invention:
Fig. 1 is the structural schematic diagram of the application basis section view；
Fig. 2 is supporting element horizontal cross-section when being round, and the schematic top plan view after clump weight is arranged on base plate,
It is indicated in figure: 1- skewback, 2- supporting course, 3- supporting element, 4- base plate, 5- shear connector, 6- backfill, 7- counterweight
Block, the anti-adhesive layer of 8-, 9- liner.
Specific embodiment
Below with reference to test example and specific embodiment, the present invention is described in further detail.But this should not be understood
It is all that this is belonged to based on the technology that the content of present invention is realized for the scope of the above subject matter of the present invention is limited to the following embodiments
The range of invention.
Embodiment 1, as illustrated in fig. 1 and 2:
A kind of large span arch bridge basis, further includes supporting element including skewback 1 and the supporting course 2 for being used to support the skewback 1
3, the setting of supporting element 3 is in 2 periphery of supporting course, and the supporting element 3 is for horizontally supporting the supporting course 2.
The foundation structure of the application, due to being provided with the supporting element 3 for horizontally supporting supporting course 2, as a result, substantially
The bearing capacity on the application basis is improved, the size of supporting element 3 laterally carries suffered by supporting course 2 according in practice of construction
The size of lotus is determined.Due to the setting of supporting element 3, the bearing capacity of foundation structure is improved, is thereby reduced pair
The requirement of 2 bearing capacity of supporting course, so, in practice of construction, can reduce the cutting depth of ground, reduce construction cost and
It shortens the construction period, and more geological conditions can be suitable for；In another aspect, being also due to 2 lateral bearing of essential bearing stratum
The reinforcement of ability can be improved bigger enabling capabilities so that using the foundation structure of the application, so can be suitable for greatly across
The Construction of Arch Bridges of diameter or even Ultra-Long Spans.
On the basis of the said structure, as a kind of more excellent embodiment, the supporting element 3 is vertically arranged.Branch
Support member 3 is vertically arranged, the vertical load that can effectively avoid supporting element 3 from being subject to, in this way, being on the one hand: being solely subjected to supporting element 3
The transverse load of horizontal process avoids vertical load excessive and damages supporting element 3, guarantees 3 safety of structure of supporting element；Another party
Face is to reduce the uncertain factor in design process, and then improve so that 3 stress of supporting element definitely, facilitates structure to design
The reliance security of structure design.
As a kind of more excellent embodiment, the supporting element 3 is the hollow cylindrical configuration of both ends open, the branch
The inner wall of support member 3 is matched with the side wall of the supporting course 2.Hollow tubular structure is set by supporting element 3, is on the one hand made
Supporting element 3 is in a circumferential direction, mutually coordinated between each position, plays the role of hoop, Neng Gouxian to internal supporting course 2
Bearing capacity, deformation modulus and the anti-seismic performance of the improvement geological stratification of work, and then the transverse load for improving supporting element 3 carries energy
Power；On the other hand, when 2 bearing capacity of supporting course is poor, slip casting can be carried out to supporting course 2, when carrying out mortar depositing construction, branch
Support member 3 can also effectively avoid running pulp, while saving construction cost and shorten the construction period, also improve grouting quality, guarantee
The structural reliability of supporting course 2.
As a kind of more excellent embodiment, the horizontal cross sectional geometry of the supporting element 3 is round, vesica piscis
Shape or square ring.
As a kind of more excellent embodiment, the supporting element 3 is continuous wall.Using continuous wall body structure,
In practice of construction, groove and pouring reinforcement concrete are first excavated out on the corresponding ground of continuous wall, when continuous wall reaches
After design strength, then the intracorporal soil body of wall is excavated, due to the support and closing of diaphragm wall, so digging process is not required to again
Internal support and seal water structure are set and saved construction cost so also simplifying excavating sequences.
As a kind of more excellent embodiment, be additionally provided with base plate 4 on the supporting course 2, the base plate 4 with
The matching area of the supporting course 2 is greater than the floor space of the skewback 1, and the skewback 1 is arranged on the base plate 4.Pass through
Base plate 4 is set, is on the one hand the forced area for expanding supporting course 2, reduces suffered vertical stress, on the other hand but also holding
Power layer 2 is more uniformly stressed, and then further reduces the requirement of 2 bearing capacity of supporting course.
As a kind of more excellent embodiment, the base plate 4 is the concrete knot being cast on the supporting course 2
Structure.The basis of formation plate 4 by way of pouring, in casting process, part mixture is flowed into the gap between supporting course 2
It is interior, on the one hand it is to play certain booster action to supporting course 2, on the other hand, also improves between base plate 4 and supporting course 2
The reliability of connection guarantees the reliable delivery of transverse load and vertical load.
As a kind of more excellent embodiment, the upper limb of the supporting element 3 is subsequent beyond 2 upper limb of supporting course
It is continuous to upwardly extend, and be covered on the side wall of the base plate 4.In this way, holding supporting element 3 in the transverse direction to supporting course 2
While loading capability is reinforced, also the bearing capacity of base plate 4 is reinforced, also, due to 4 part pair of base plate
Transverse load is shared, and transverse load suffered by supporting course 2 is also further reduced, in turn, further to reduce to holding
The requirement of 2 bearing capacity of power layer.
As a kind of more excellent embodiment, it is also connected between the base plate 4 and the skewback 1 several
Shear connector 5.By the setting of shear connector 5, the transmitting of transverse load between skewback 1 and base plate 4 is further ensured that, and then ensure
Reliable delivery of the application foundation structure to transverse load.
As a kind of more excellent embodiment, backfill is also filled in the excavation gap on the base plate 4
6。
As a kind of more excellent embodiment, clump weight 7, the clump weight 7 are additionally provided on the base plate 4
For adjusting the stress distribution of the supporting course 2.According to the stress distribution situation in actual design structure, be arranged clump weight 7 into
Row stress is adjusted, in this way, further raising the application foundation structure, also can be convenient to the adaptability of different geological conditions
2 stress of supporting course is further optimized, and then further reduced the requirement to 2 geology performance of supporting course.
As a kind of more excellent embodiment, weight, shape and the position of the clump weight 7 guarantee the supporting course
2 in same level everywhere in stress it is consistent.In this way, make supporting course 2 and 4 each position stress of base plate more unified,
The larger situation of local stress is avoided the occurrence of, guarantees that component can give full play to mechanical property, also reduces 2 stress of supporting course not
Lead to the risk of differential settlement.
As a kind of more excellent embodiment, the side wall of 7 side wall of clump weight and the skewback 1 fits.Match
It is bonded to each other between the side wall of pouring weight 7 and the side wall of skewback 1, so that clump weight 7 is while playing counterweight effect, additionally it is possible to transmit
Transverse load suffered by skewback 1 further reduces the transverse load that supporting course 2 is subject to, and so further reduced pair
The requirement of 2 bearing capacity of supporting course.
As a kind of more excellent embodiment, it is also connected between the clump weight 7 and the base plate 4 several
Shear connector 5.So that base plate 4 is shared transverse load suffered by clump weight 7, on the other hand also ensures the position of clump weight 7
Stablize, clump weight 7 is avoided to shift.
As a kind of more excellent embodiment, the shear connector 5 is reinforcing bar segment.
As a kind of more excellent embodiment, the upper limb of the supporting element 3 is subsequent beyond 4 upper limb of base plate
It is continuous to extend upwardly to ground.So set, the lower end of supporting element 3 is located in supporting course 2, ground, a side are extended to then up
Face is further to facilitate excavation construction, on the other hand so that supporting element 3 with stratum is good contacts, with biggish contact
Face, transmitting transverse load that can be relatively reliable, and then guarantee the stability of foundation structure and reduce to 2 lateral bearing of supporting course
The requirement of ability.
As a kind of more excellent embodiment, also set on corresponding 3 inner wall of supporting element above the base plate 4
It is equipped with liner 9, the liner 9 is hollow tubular, and the outer wall of the liner 9 is matched with the inner wall of the supporting element 3.Pass through
Liner 9 is set, the holding strength of supporting element 3 is increased, improves the structural reliability of supporting element 3.
As a kind of more excellent embodiment, the liner 9 is reinforced concrete structure.
As a kind of more excellent embodiment, 9 lower end of liner is arranged on the base plate 4, described interior
Serve as a contrast the anti-adhesive layer 8 for being provided between 9 lower ends and the base plate 4 and the liner 9 being prevented to be connected with base plate 4.
As a kind of more excellent embodiment, the anti-adhesive layer 8 is coated in 9 lower end of liner and/or institute
State the bitumen layer on base plate 4.
It is clearance fit between 9 lower end of liner and the base plate 4 as another excellent embodiment.
In the above scheme of the application, anti-adhesive layer 8 is set between 9 lower end of liner and base plate 4, or by liner
Clearance fit is set as between 9 lower ends and base plate 4, in this manner, there is no vertical between base plate 4 and liner 9
Constraint, in the vertical load that base plate 4 is bestowed by arch bridge, base plate 4 will not pull liner 9, and then avoid vertical
Load is pullled supporting element 3, in this way, the danger for causing supporting element 3 to be pullled damage because vertical load is excessive is avoided, into one
Step ensures the structural stability and reliability of supporting element 3；So set, after base plate 4 can also be avoided to pour, in concrete water
Change under temperature stress effect caused by heat, when base plate 4 generates contraction, is pullled by liner 9 and generate crack；On the other hand,
But also the application basic internal structure stress is more apparent simple, design difficulty can be greatly reduced, and also reduce and set
Uncertain factor that may be present in work is counted, and then also improves the stability and reliability of design structure.
Embodiment 2: as illustrated in fig. 1 and 2:
A kind of construction method suitable for large span arch bridge basis, includes the following steps:
A, it excavates groove: excavating groove on the corresponding ground of arch bridge base supporting element 3, the lower trench quartile is in holding
In power layer 2；
B, pour supporting element 3: the casting concrete in the groove that step A is excavated, be supported part 3 after hardening；
C, excavation pit: the soil layer of 2 top of supporting course is excavated, until supporting course 2；
D, pour base plate 4: casting concrete obtains base plate 4 in the foundation pit that step C is formed；
E, it pours skewback 1: after the base plate 4 of step D hardens, skewback 1 is poured on base plate 4.
The construction method of the application, by excavating groove, lower trench quartile is in supporting course 2, the support that pours
Part 3 is embedded in supporting course 2, improves the bearing capacity of supporting course 2, in this way, for identical holding strength, can be reduced to holding
The bearing capacity requirement of power layer 2, is on the one hand that can reduce cutting depth, the foundation structure of the application is made to can be adapted for covering
The thicker geological condition of layer；It on the other hand,, can be substantially using the foundation structure of the application for identical supporting course 2
The bearing capacity for improving basis enables the foundation structure of the application to be suitable for the basis of large span arch bridge.
As a kind of more excellent embodiment, it is additionally provided with step F after the step E,
Step F, clump weight 7 is set: pouring clump weight 7 on the base plate 4, makes the base plate 4 to the holding force
The uniform force application of layer 2.In the structure design for carrying out basis, that is, determines the size and location parameter of clump weight 7, pass through clump weight
7, so that supporting course 2 is kept the stability and reliability of foundation structure by more uniform from the pressure of base plate 4.
As a kind of more excellent embodiment, the skewback 1 of the step E and the clump weight 7 of step F are poured simultaneously
It builds.It pours simultaneously, is on the one hand that can save working procedure, on the other hand skewback 1 can also be made and match by reducing construction cost
Connection between pouring weight 7 more closely, guarantees the stability of load transmission between skewback 1 and clump weight 7.
As a kind of more excellent embodiment, it is additionally provided with step A1 between step A and B,
Step A1, reinforcing bar is set: arranging reinforcing bar or steel reinforcement cage in the groove that step A is excavated, step B is made to pour to obtain
Supporting element 3 be reinforced concrete structure.Reinforced concrete structure is set by supporting element 3, further raising supporting element 3
Structural strength, and then further increase the booster action of 3 pairs of supporting element basic bearing capacities.
It further include having step C1 in the step C as a kind of more excellent embodiment,
Step C1, liner 9 is set: pouring liner 9 on 3 inner wall of supporting element above the base plate 4.
By the setting of liner 9, the structural strength of further reinforcement supporting member 3 further increases the steady of foundation structure
Qualitative and reliability.
As a kind of more excellent embodiment, in the step C1, the pouring for liner 9 is applied using contrary sequence method
Work.
As a kind of more excellent embodiment, in the step D, when progress base plate 4 pours, in 1 He of skewback
The corresponding position of clump weight 7 is also vertically arranged with several shear connectors 5, and the lower half portion of the shear connector 5 is located at the basis
In plate 4, the top half of the shear connector 5 stretches out the base plate 4, when carrying out step E and F, the skewback 1 and clump weight
7 corresponding shear connector 5 is coated in.By the setting of shear connector 5, further ensure that foundation structure inner transverse carries
The stability and reliability of lotus transmitting in this application can be using shear reinforcements as shear connector 5.
It is additionally provided with step C2 after the step C1 as a kind of more excellent embodiment,
Step C2, it coats anti-adhesive layer 8: after the liner 9 of the step C1 hardens, coating anti-bonding in 9 lower end of liner
Layer 8.
As a kind of more excellent embodiment, the anti-adhesive layer 8 is bitumen layer.
By the way that anti-adhesive layer 8 is arranged, in this manner, vertical constraint is not present between base plate 4 and liner 9,
In the vertical load that base plate 4 is bestowed by arch bridge, base plate 4 will not pull liner 9, and then avoid vertical load to branch
Support member 3 is pullled, in this way, avoiding the danger for causing supporting element 3 to be pullled damage because vertical load is excessive, further ensures that branch
The structural stability and reliability of support member 3；So set, being led after base plate 4 can also be avoided to pour in hydration heat of concrete
Under the temperature stress effect of cause, when base plate 4 generates contraction, is pullled by liner 9 and generate crack；On the other hand, but also originally
Apply for that basic internal structure stress is more apparent simple, design difficulty can be greatly reduced, and also reduce in design work
Uncertain factor that may be present, and then also improve the stability and reliability of design structure.
As a kind of more excellent embodiment, in the step C, between the step C1 and step C2, or
It is additionally provided with step C3 after the step C2,
Step C3, slip casting slip casting: is carried out to supporting course 2.
In the actual design work, it can be considered whether according to actual arch bridge structure and actual geological condition to holding
Power layer 2 carries out slip casting, the bearing capacity of supporting course 2 is successively further improved, in the scheme of the application, due to supporting element 3
Presence, when supporting element 3 is using annular tubular structure, the periphery of supporting course 2 is supported part 3 and surround, and can be avoided running pulp and asks
The appearance of topic.
It is additionally provided with step G after the step F as a kind of more excellent embodiment,
Step G, foundation pit backfills: after the hardening of the clump weight 7 of the skewback 1 of step E and step F, backfilling to foundation pit.It is logical
Backfill 6 is crossed, the remaining space in foundation pit is filled, is on the one hand the Land leveling at the basis made, facilitates subsequent construction；Separately
On the one hand, the filling of backfill 6 is coordinated each structural member of basic internal and is integral, during actual support, each structure
It is loaded that part can share basic institute, for arch bridge structure, each component of basic internal, and lateral bearing energy
Power is all supported part 3 and substantially reinforces, in this way, further reducing the requirement to 2 bearing capacity of supporting course.
Above embodiments are only to illustrate the present invention and not limit the technical scheme described by the invention, although this explanation
The present invention has been described in detail referring to above-mentioned each embodiment for book, but the present invention is not limited to above-mentioned specific implementation
Mode, therefore any couple of present invention modifies or equivalent replacement；And the technical side of all spirit and scope for not departing from invention
Case and its improvement, are intended to be within the scope of the claims of the invention.
Claims (10)
1. a kind of construction method suitable for large span arch bridge basis, it is characterised in that:
Include the following steps:
A, it excavates groove: excavating groove on the corresponding ground of arch bridge base supporting element, the lower trench quartile is in supporting course
In；
B, pour supporting element: the casting concrete in the groove that step A is excavated, be supported part after hardening, and the supporting element is used
In horizontally supporting the supporting course；
C, excavation pit: excavating the soil layer above supporting course, until supporting course；
D, pour base plate: casting concrete obtains base plate in the foundation pit that step C is formed；
E, it pours skewback: after the base plate hardening of step D, skewback is poured on base plate.
2. construction method according to claim 1, it is characterised in that: it is additionally provided with step F after the step E,
Step F, clump weight is set: pouring clump weight on the base plate, makes the base plate to the force of the supporting course
Uniformly.
3. construction method according to claim 2, it is characterised in that: the skewback of the step E and the clump weight of step F are same
Shi Jinhang is poured.
4. construction method according to claim 1 to 3, it is characterised in that: be additionally provided between step A and B
Step A1,
Step A1, reinforcing bar is set: arranging reinforcing bar or steel reinforcement cage, the branch for pouring step B in the groove that step A is excavated
Support member is reinforced concrete structure.
5. construction method according to claim 1 to 3, it is characterised in that: further include having step in the step C
Rapid C1,
Step C1, liner is set: pouring liner on the supporting element inner wall above the base plate.
6. construction method according to claim 2 or 3, it is characterised in that: in the step D, poured carrying out base plate
When, it is also vertically arranged with several shear connectors in skewback and the corresponding position of clump weight, the lower half portion of the shear connector is located at
In the base plate, the top half of the shear connector stretches out the base plate, when carrying out step E and F, the skewback and matches
Corresponding shear connector is coated on interior by pouring weight.
7. construction method according to claim 5, it is characterised in that: after the step C1, it is additionally provided with step C2,
Step C2, it coats anti-adhesive layer: after the liner hardening of the step C1, coating anti-adhesive layer in liner lower end.
8. construction method according to claim 7, it is characterised in that: the anti-adhesive layer is bitumen layer.
9. construction method according to claim 7, it is characterised in that: it is characterized by: in the step C, in the step
Between rapid C1 and step C2, or after the step C2 it is additionally provided with step C3,
Step C3, slip casting slip casting: is carried out to supporting course.
10. construction method according to claim 2 or 3 is additionally provided with step G after the step F,
Step G, foundation pit backfills: after the hardening of the clump weight of the skewback of step E and step F, backfilling to foundation pit.
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| CN201711384883.0A CN107761541B (en) | 2017-12-20 | 2017-12-20 | A construction method suitable for the foundation of long-span arch bridges |
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| CN201711384883.0A CN107761541B (en) | 2017-12-20 | 2017-12-20 | A construction method suitable for the foundation of long-span arch bridges |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000328519A (en) * | 1999-05-20 | 2000-11-28 | Taisei Corp | Arch bridge foundation structure |
| CN102776831A (en) * | 2012-08-23 | 2012-11-14 | 中铁二院工程集团有限责任公司 | Bridge bulk mass concrete skewback structure |
| CN103215889A (en) * | 2013-04-24 | 2013-07-24 | 中铁工程设计咨询集团有限公司 | Arch bridge foundation used on bad geological conditions and construction method of arch bridge foundation |
| CN205443900U (en) * | 2016-01-13 | 2016-08-10 | 广西大学 | Multiple spot restraint and distributed tied arch bridge in arch rib face |
| CN105714687B (en) * | 2016-03-07 | 2017-03-01 | 武汉理工大学 | A kind of method of construction of bridge |
-
2017
- 2017-12-20 CN CN201711384883.0A patent/CN107761541B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000328519A (en) * | 1999-05-20 | 2000-11-28 | Taisei Corp | Arch bridge foundation structure |
| CN102776831A (en) * | 2012-08-23 | 2012-11-14 | 中铁二院工程集团有限责任公司 | Bridge bulk mass concrete skewback structure |
| CN103215889A (en) * | 2013-04-24 | 2013-07-24 | 中铁工程设计咨询集团有限公司 | Arch bridge foundation used on bad geological conditions and construction method of arch bridge foundation |
| CN205443900U (en) * | 2016-01-13 | 2016-08-10 | 广西大学 | Multiple spot restraint and distributed tied arch bridge in arch rib face |
| CN105714687B (en) * | 2016-03-07 | 2017-03-01 | 武汉理工大学 | A kind of method of construction of bridge |
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