CN206941425U - The bridge of abutment, the bridge pier of abutment transformation and lifting reconstruction - Google Patents
The bridge of abutment, the bridge pier of abutment transformation and lifting reconstruction Download PDFInfo
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- CN206941425U CN206941425U CN201720748814.2U CN201720748814U CN206941425U CN 206941425 U CN206941425 U CN 206941425U CN 201720748814 U CN201720748814 U CN 201720748814U CN 206941425 U CN206941425 U CN 206941425U
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Abstract
It the utility model is related to a kind of abutment, a kind of bridge pier by abutment transformation and a kind of bridge of lifting reconstruction, the abutment includes abutment cushion cap and supports multiple foundation piles of abutment cushion cap, also construction has Extended chemotherapy below abutment cushion cap, Extended chemotherapy is located between the upper and lower ends of each foundation pile, and new multi-column pier foundation is connected and composed by bar planting with each foundation pile.The above-mentioned bridge pier by abutment transformation includes pier cap and pier stud, pier cap is the Extended chemotherapy of formation of being constructed below the existing cushion cap of abutment, Extended chemotherapy is located between the upper and lower ends of each existing foundation pile, and is connected with each existing foundation pile by bar planting, and pier stud is built on Extended chemotherapy.The utility model passes through Extended chemotherapy of being constructed below cushion cap, Extended chemotherapy connects to form new multi-column pier foundation with each existing foundation pile bar planting, so as to realize the combination of existing foundation pile and Extended chemotherapy stress, the bearing capacity of multi-column pier foundation is effectively improved, meets force request.
Description
Technical field
The utility model belongs to bridge technology field, is related to a kind of abutment, a kind of bridge pier by abutment transformation and a kind of top
Rise the bridge of transformation, more particularly to the lifting reconstruction of the strengthening reconstruction of abutment and bridge.
Background technology
With the fast development of transportation, the traffic capacity of many existing town road bridges can not meet need
Ask, face certain predicament.Expend substantial amounts of manpower and materials due to removing to rebuild, bridge jacking renovation technique arise at the historic moment and by
Gradually popularize.Bridge jacking technology can at utmost utilize existing bridge structure, shorten the construction period, reduce the wave of social resources
Take.
Bridge pier and abutment transformation must be carried out in municipal bridge jacking transformation process, it is necessary to superstructure be jacked, together
When existing pier stud connect into height, existing abutment transform bridge pier as.Existing common practice is that foundation pile is set up near existing pier, is increased
It is big and increase cushion cap, by newly-increased foundation pile and existing foundation pile shared later stage load, but because load in advance does not unload, therefore newly
Increase the inabundant stress of foundation pile, and cause to waste.Limited in addition by construction and site condition, set up foundation pile difficulty in many cases
It is very big, cause engineering proposal infeasible.
In the pier transformation for jacking bridge, abutment renovation technique is most difficult point, and this is due to after abutment transform bridge pier as, on
Portion's structure dead load and mobile load are significantly increased, and existing friction pile multi-column pier foundation bearing capacity is difficult to meet force request, newly-built pier
Post application point is different from existing abutment parados load mode, and cushion cap force modes also change, and causes cushion cap stress to be also difficult to
Meet to require, therefore propose that more reasonably abutment modification scheme often turns into the governing factor that can bridge jacking transformation be implemented.
Utility model content
The utility model embodiment is related to a kind of abutment, a kind of bridge pier by abutment transformation and a kind of bridge of lifting reconstruction
Beam, can at least solve the segmental defect of prior art.
The utility model embodiment is related to a kind of abutment, including abutment cushion cap and the multiple bases for supporting the abutment cushion cap
Stake, also construction has Extended chemotherapy below the abutment cushion cap, and the Extended chemotherapy is located at the upper and lower ends of each foundation pile
Between, and new multi-column pier foundation is connected and composed by bar planting with each foundation pile.
Being constructed as one of embodiment, in the soil body of the Extended chemotherapy substrate has ruggedized construction.
As one of embodiment, the ruggedized construction includes the rotary churning pile being formed in the Extended chemotherapy substrate soil body.
The utility model embodiment is related to a kind of bridge pier transformed by abutment, including pier cap and pier stud, the bridge pier
Cushion cap is the Extended chemotherapy of formation of being constructed below the existing cushion cap of the abutment, and the Extended chemotherapy is located at each existing foundation pile
Upper and lower ends between, and be connected with each existing foundation pile by bar planting, the pier stud is built on the Extended chemotherapy.
The utility model embodiment is related to a kind of bridge of lifting reconstruction, including superstructure and bridge pier, the bridge pier bag
Include existing bridge pier connect formed after height connect high pier and the transformation bridge pier formed transformed by existing abutment, each transformation bridge pier
Using the bridge pier transformed as described above by abutment.
As one of embodiment, the superstructure includes floorings and deck installation structure, the deck installation structure
It is each described in being embedded with multiple arch tubes in the leveling layer including the leveling layer and pave-load layer set gradually from bottom to top
Two arch springings of arch tube are respectively positioned on the bottom of the arch tube, and each arch tube encloses in the leveling layer to be set to form an arch
Tubular type cavity.
As one of embodiment, the axial direction of each arch tube is direction across bridge.
As one of embodiment, the multiple cavity units set gradually in the leveling layer formed with Yan Shunqiao are each
The cavity unit includes the multiple arch tubes sequentially coaxially set along direction across bridge.
As one of embodiment, the arch springing of each arch tube is concordant with the leveling layer lower surface, along each described
The vertical radial direction of arch tube, have one to mat formation spacing between the top of the arch tube and the leveling layer upper surface, each institute
State spacing all same of mating formation.
As one of embodiment, at least one of arch tube is corrugated steel pipe.
The utility model embodiment at least has the advantages that：
The application is in the case where keeping existing multi-column pier foundation abutment basic function, the construction expansion base below abutment cushion cap
Plinth, and ensure being reliably connected for Extended chemotherapy and each existing foundation pile, new multi-column pier foundation is directly formed, so as to realize existing foundation pile
With the combination of Extended chemotherapy stress, the bearing capacity of multi-column pier foundation is effectively improved, meets force request.The application causes bridge
Lower limited space, formation condition be poor, abutment foundation adds when the method for manually digging hole or machine drilling can not be used to set up foundation pile
Admittedly being transformed into possibility, quantities and engineering construction difficulty are reduced；It is applicable to the abutment foundation strengthening reconstruction of soft clay area.
The bridge pier transformed by abutment that the application provides, can solve newly-built pier stud in abutment improvement project in the prior art and make
Cushion cap stress is caused also to be difficult to meet to want with putting, cushion cap force modes different from existing abutment parados load mode and also changing
The technical problem such as seek so that newly-built pier stud and new multi-column pier foundation coordinated, preferably meet the stress of improved bridge pier
It is required that.
Brief description of the drawings
, below will be to embodiment in order to illustrate more clearly of the utility model embodiment or technical scheme of the prior art
Or the required accompanying drawing used is briefly described in description of the prior art, it should be apparent that, drawings in the following description are only
It is some embodiments of the utility model, for those of ordinary skill in the art, is not paying the premise of creative work
Under, other accompanying drawings can also be obtained according to these accompanying drawings.
Fig. 1-Fig. 4 is the process schematic that the abutment that the utility model embodiment provides transform bridge pier as；
Fig. 5 is the structural representation of the deck installation structure for the lifting reconstruction bridge that the utility model embodiment provides；
Fig. 6 is the knot for the deck installation structure that the Varying-thickness for the lifting reconstruction bridge that the utility model embodiment provides is mated formation
Structure schematic diagram.
Embodiment
Below in conjunction with the accompanying drawing in the utility model embodiment, the technical scheme in the embodiment of the utility model is carried out
Clearly and completely describing, it is clear that described embodiment is only the utility model part of the embodiment, rather than whole
Embodiment.Based on the embodiment in the utility model, those of ordinary skill in the art are not under the premise of creative work is made
The all other embodiment obtained, belong to the scope of the utility model protection.
Embodiment one
The utility model embodiment provides a kind of abutment remodeling method, comprises the following steps：
Step 1, around existing abutment structural excavation foundation ditch 4, the hole bottom of the foundation ditch 4 is set to be located at each existing foundation pile 3
Between upper and lower ends；
Step 2, the bottom application work Extended chemotherapy 7 in the foundation ditch 4 hole, the Extended chemotherapy 7 connects with each existing bar planting of foundation pile 3
Connect and form new multi-column pier foundation.
Wherein, it should ensure that bridge abutment structure is motionless in step 1, during excavation foundation, i.e., do not influence existing abutment structure,
The excavation construction of foundation ditch 4 can be carried out by the way of inserting piling steel sheet pile 5 or using slope excavation.Opened around existing abutment structure
Dig, that is, be preferably such that the projection of existing cushion cap 2 in the horizontal plane should be located at foundation ditch 4 and cheat drop shadow spread of the bottom on the horizontal plane
It is interior, and projection of each existing foundation pile 3 on the water pond face also is located at foundation ditch 4 and cheats drop shadow spread of the bottom on the horizontal plane
It is interior.In addition, in the vertical direction, in the foundation ditch 4 dug out, remainder is then located under foundation ditch 4 for each existing foundation pile 3 part
Side.
The utility model is based on the above method, in the case where keeping existing multi-column pier foundation abutment basic function, carries out base
Hole 4 is excavated and Extended chemotherapy 7 is constructed, and ensures being reliably connected for Extended chemotherapy 7 and each existing foundation pile 3, directly forms new group
Pile foundation, so as to realize the combination of existing foundation pile 3 and the stress of Extended chemotherapy 7, the bearing capacity of multi-column pier foundation is effectively improved,
Meet force request.The above method make it that space under bridge is limited, formation condition is poor, can not use manually digging hole or machine drilling
Method when setting up foundation pile abutment foundation strengthening reconstruction be possibly realized, reduce quantities and engineering construction difficulty；It is applicable to soft
The abutment foundation strengthening reconstruction (so that friction pile organically combines with the stress of Extended chemotherapy 7) in soil area.
Further, in above-mentioned steps one, following steps order can be used：Preceding preparation of constructing first is carried out, then removes bridge
Platform attachment strap, banketed after excavating platform, then inserting piling steel sheet pile 5 carries out foundation ditch 4 and excavated or by the way of slope excavation；Foundation ditch 4 excavates
After the completion of construction, cheat bottom in foundation ditch 4 and carry out basement process, in order to which follow-up Extended chemotherapy 7 is constructed.In above-mentioned steps two, it can adopt
With following steps order：The implantation reinforcement construction being enlarged on the existing foundation pile 3 in the range of basis 7, then it is enlarged basis 7
Construction.
It is further preferred that in the present embodiment, above-mentioned Extended chemotherapy 7 is step Extended chemotherapy 7, including is poured in described
Foundation ditch 4 is cheated lower floor's Extended chemotherapy 71 at bottom and poured in the upper strata Extended chemotherapy 72 on the top of lower floor's Extended chemotherapy 71, upper strata
The horizontal sectional area of Extended chemotherapy 72 be less than lower floor's Extended chemotherapy 71 horizontal sectional area (i.e. upper strata Extended chemotherapy 72 is in horizontal plane
On projection positioned at lower floor's Extended chemotherapy 71 in the drop shadow spread on the horizontal plane).Can be more using step Extended chemotherapy 7
The bearing capacity of new multi-column pier foundation is improved well.Upper strata Extended chemotherapy 72 can be with each existing foundation pile with lower floor's Extended chemotherapy 71
3 bar plantings are connected, and in the present embodiment, lower floor's Extended chemotherapy 71 is connected with each existing bar planting of foundation pile 3, and upper strata Extended chemotherapy 72 is then visual
Actual conditions selection is connected with each existing bar planting of foundation pile 3 or not bar planting connection.
Further optimize the above method, consolidation process is carried out to the soil body of the substrate of Extended chemotherapy 7.The side of consolidation process
Formula can use conventional soil stabilization means, such as use cement mixing method, high pressure jet grouting mode, in the present embodiment,
The soil body preferably by the way of rotary churning pile reinforcing below Extended chemotherapy 7 carries out consolidation process, to improve the part soil body
Vertical bearing capacity, it is ensured that the composite foundation of formation integrally meets vertical bearing capacity and rigidity requirement.Above-mentioned soil stabilization processing
Process can cheat bottom in foundation ditch 4 after foundation ditch 4 is dug out and carry out；After the completion of rotary churning pile consolidation process, bottom construction cushion coat can be cheated in foundation ditch 4
6, above-mentioned Extended chemotherapy 7 is built on bed course 6.
Further optimize the above method, abutment remodeling method provided by the utility model is applied to existing bridge structure abutment
The regulation of basic disease and strengthening reconstruction, the existing abutment transformation being also applied in bridge jacking transformation process, i.e., by existing bridge
Platform transform bridge pier as.For the latter, such as Fig. 1-Fig. 4, above-mentioned abutment remodeling method further comprises：
Step 3, a lifting-up support 8 is set up on the Extended chemotherapy 7, supporting abutment by the lifting-up support 8 is supported
Bridge beam body 1；
Step 4, the existing abutment component of the top of Extended chemotherapy 7 is removed, construction one is new on the Extended chemotherapy 7
Pier stud 9 is built, the bridge beam body 1 that abutment is supported falls beam to the newly-built pier stud 9；
Step 5, removes the lifting-up support 8, and foundation ditch 4 backfills.
Wherein, for the scheme of the above-mentioned Extended chemotherapy 7 using step, the newly-built pier stud 9 is constructed expands base in upper strata
On plinth 72；Above-mentioned lifting-up support 8 is preferably to be erected on lower floor's Extended chemotherapy 71.In other words, lower floor's Extended chemotherapy 71, which removes, answers
Meet the construction demand of upper strata Extended chemotherapy 72, with the connection requirement of ground to meet outside bearing capacity, also need reserved lifting-up support 8
Construction position；When constructing lower floor's Extended chemotherapy 71, the pre-buried of 8 basic built-in fitting of lifting-up support can be carried out, ensures lifting-up support 8
Structural stability and bearing value.In step 3, the construction of lifting-up support 8 is first carried out on Extended chemotherapy 7, close to its top
During construction, the bridge beam body 1 that abutment is supported is jacked first, then carries out the construction of the remainder of lifting-up support 8 again, the top
After the completion of ascending branch frame 8 is constructed, the conversion of the Jacking point of beam body 1 is carried out so that bridge beam body 1 is supported by lifting-up support 8.Above-mentioned jacking branch
Frame 8 should be able to meet the support needs to bridge beam body 1, can use the structures such as bridge jacking support 8 commonly used in the prior art, its
Concrete structure and method of construction are that those skilled in the art are easily achieved.
The method for transforming bridge pier as by abutment that the utility model embodiment provides, can solve abutment transformation in the prior art
Newly-built pier stud application point is different from existing abutment parados load mode in engineering, cushion cap force modes also change and cause cushion cap
Stress is also difficult to meet the technical problems such as requirement so that newly-built pier stud and new multi-column pier foundation coordinated, preferably meets to change
The force request of bridge pier after making.
Further, for above-mentioned step Extended chemotherapy 7 construction, following sequence of construction can be used：Such as Fig. 2-figure
3, in above-mentioned abutment remodeling method, prior to the foundation ditch 4 hole bottom application work lower floor Extended chemotherapy 71, in lower floor's Extended chemotherapy 71
The upper construction lifting-up support 8 and by the lifting-up support 8 support corresponding to after the bridge beam body 1, then remove the upper strata
The existing abutment component of the top of Extended chemotherapy 72, and the upper strata Extended chemotherapy 72 of constructing.The above-mentioned top of dismounting Extended chemotherapy 7
Existing abutment component includes：Abutment parados, ear wall, existing cushion cap 2 are removed, abolishes in the range of upper strata Extended chemotherapy 72 (i.e. portion
The projection of foundation pile 3 in the horizontal plane is divided to be located at upper strata Extended chemotherapy 72 in the drop shadow spread on the horizontal plane) and on this
The pile crown of existing foundation pile 3 of the top of layer Extended chemotherapy 72；It is located at upper strata Extended chemotherapy 72 in the range of lower floor's Extended chemotherapy 71
The pile crown of existing foundation pile 3 outside scope can be abolished, and can not also abolish and (preferably abolish).
Embodiment two
The utility model embodiment is related to a kind of abutment, including abutment cushion cap 2 and the multiple bases for supporting the abutment cushion cap 2
Stake 3, in the lower section of abutment cushion cap 2, also construction has Extended chemotherapy 7, and the Extended chemotherapy 7 is located at the upper and lower of each foundation pile 3
Between both ends, and new multi-column pier foundation is connected and composed with each bar planting of foundation pile 3.Wherein, the construction method of Extended chemotherapy 7 can adopt
Realize that here is omitted for specific steps with the abutment remodeling method provided in embodiment one.The abutment that the present embodiment provides
In the case where existing abutment structure is motionless, to carry out strengthening reconstruction to the basis of abutment, passing through existing foundation pile 3 and Extended chemotherapy
7 be reliably connected, realizes the combination of stress therebetween, so as to improve the bearing capacity of abutment foundation.
Further, construction has ruggedized construction in the soil body of the substrate of Extended chemotherapy 7, and the ruggedized construction can be to use
The involved soil body below Extended chemotherapy 7 carries out the structure that consolidation process is obtained in above-described embodiment one, such as using
The mode that rotary churning pile is reinforced, above-mentioned ruggedized construction correspond to the rotary churning pile formed in the part soil body.The specific number of rotary churning pile
Amount, depth and distribution etc. be those skilled in the art according to actual conditions (including foundation capability demand, execution conditions,
Layer condition etc.) it is easy to what is determined.
Embodiment three
Such as Fig. 1-Fig. 4, the utility model embodiment is related to a kind of bridge pier transformed by abutment, including pier cap and pier stud
9, the pier cap is the Extended chemotherapy 7 of formation of being constructed below the existing cushion cap 2 of the abutment, the Extended chemotherapy 7
It is connected between the upper and lower ends of each existing foundation pile 3, and with each existing bar planting of foundation pile 3, the pier stud 9 is built in described
On Extended chemotherapy 7.The bridge that be may correspond to by the bridge pier of abutment transformation provided in above-described embodiment one that the present embodiment provides
Existing abutment is transform as caused by the method for bridge pier bridge pier during lifting reconstruction, here is omitted for its concrete structure,
Structure including Extended chemotherapy 7, the soil body foundation structure etc. of the lower section of Extended chemotherapy 7.
Example IV
The utility model embodiment is related to a kind of bridge of lifting reconstruction, including superstructure and bridge pier, the bridge pier bag
Include existing bridge pier connect formed after height connect high pier and the transformation bridge pier formed transformed by existing abutment, each transformation bridge pier
The bridge pier transformed by abutment provided using above-described embodiment three, should by the bridge pier of abutment transformation concrete structure herein not
Repeat again.
Above-mentioned superstructure includes floorings 101 and deck installation structure 102, and a specific embodiment exemplified below is to wherein
Deck installation structure 102 illustrate：
Embodiment five
Such as Fig. 5, the utility model embodiment provides a kind of deck installation structure 102 of lifting reconstruction bridge, including leveling
Layer 1021 and the pave-load layer 1022 for being layed in the top of the leveling layer 1021, leveling layer 1021 and pave-load layer 1022 from bottom to top according to
Secondary setting, above-mentioned leveling layer 1021 are generally cast-in-place concrete layer, and above-mentioned pave-load layer 1022 is generally asphalt concrete layer；
In being embedded with multiple arch tubes 1023 in the leveling layer 1021, two arch springings of each arch tube 1023 are respectively positioned on the arch
The bottom of pipe 1023, each arch tube 1023 encloses in the leveling layer 1021 to be set to form an arch tubular type cavity.This reality
Example is applied by burying arch tube 1023 in leveling layer 1021 to form arch tubular type cavity, larger hole can be formed, had
Effect improves the porosity of this deck installation structure 102, and then effectively reduces concrete amount, reduces bridge and mats formation leveling layer 1021
Deadweight；Moreover, the domes of arch tube 1023 have good mechanical property, the force request of leveling layer 1021 can be met.
The axial direction of above-mentioned arch tube 1023 can be to, or direction across bridge, it is preferable that such as Fig. 5, each arch tube along bridge
1023 axial direction is direction across bridge, in the case where meeting porosity requirement, can preferably meet the force request of leveling layer 1021.
Further, the multiple cavity units set gradually in the leveling layer 1021 formed with Yan Shunqiao, each cavity list
Member includes the multiple arch tubes 1023 sequentially coaxially set along direction across bridge；Wherein, adjacent two cavity unit is preferably to be spaced
Set, i.e. casting concrete therebetween, to ensure the bending-resistant force request of each arch tube 1023, avoid the two from directly contacting
And cause mutual stress；Each cavity unit can certainly use a continuous whole arch tube 1023, or the cavity list
Each arch tube 1023 of member contacts successively along direction across bridge, but is preferably to design the cavity unit to include multiple arch tubes 1023 and each
Arch tube 1023 is arranged at intervals successively along direction across bridge, to meet the force request of leveling layer 1021, while obtains bigger hole
Rate.
Preferably, above-mentioned each arch tube 1023 uses steel pipe, to ensure the mechanical property of body；It can certainly use
Arch tube 1023 made of high-strength material etc..Further, at least one of arch tube 1023 is corrugated steel pipe, preferably
It is corrugated steel pipe to design each arch tube 1023；Using corrugated steel pipe, compared to common pipe, it has the following advantages that：(1)
Intensity significantly improves；(2) due to the presence of ripple, excellent stress performance is made it have, load can be disperseed to a greater degree
Effect；(3) tension and compression of corrugated steel pipe internal stress are identical, thus have more preferable stress performance, and tension inside common pipe
It is smaller, compression is larger；(4) bellows structure causes it to have more preferable snap-in force and friction with the concrete of leveling layer 1021
Power, each arch tube 1023 is not likely to produce unnecessary displacement, and has preferably between the concrete structure of leveling layer 1021
Load transmission effect, improve the holistic resistant behavior of leveling layer 1021.
Further optimize above-mentioned deck installation structure 102, each arch tube 1023 is connected with for limiting its arch springing
The position-limit mechanism of displacement, the arch springing displacement of each arch tube 1023 is limited by position-limit mechanism, may be such that arch tube 1023 has more
Good bending-resistant stress performance, and can accordingly increase its cavity size to adapt to thicker leveling layer 1021.Preferably, it is described
Position-limit mechanism includes bar planting in more limit steel bars of bridge floor, and each limit steel bar is vertically extending and is embedded in described
In leveling layer 1021, each limit steel bar of each position-limit mechanism is correspondingly formed twice clamping conduit, each arch
Two arch springings of shape pipe 1023 are connected in the corresponding two clamping conduits respectively；Specifically, above-mentioned clamping conduit be by
What two limit steel bar rows surrounded, two limit steel bars row is along suitable bridge to the corresponding arch springing both sides of arch tube 1023 are respectively in, each
Limit steel bar row includes more limit steel bars being sequentially arranged at intervals along direction across bridge.By above-mentioned each limit steel bar and pour mixed
Solidifying soil coordinate each arch tube 1023 can be carried out it is preferably spacing, certainly, each limit steel bar can further with corresponding steel arch shape
Pipe 1023 is welded, anchored.In addition to above-mentioned limit method, other structures can be also used, each arch tube 1023 can be limited
Arch springing displacement, such as positive stop strip can be set for corresponding anchoring on the floorings 101 below leveling layer 1021, it is specific this
Place no longer repeats one by one；For steel construction bridge floor, above-mentioned arch tube 4 can be welded directly with the steel construction bridge floor.
Further optimize above-mentioned deck installation structure 102, be the need of fitting Pavement linear sometimes in Practical Project such as Fig. 6
Will be, it is necessary to which Varying-thickness be mated formation, i.e., along suitable bridge to the thickness of above-mentioned deck installation structure 102 is to change, the thickness of leveling layer 1021
Degree is also accordingly change.Now, the needs being fitted according to Pavement linear, the arch using different tube diameters equidimension can be selected
Pipe 1023 and the different cavity unit spacing of design；Wherein, the caliber of preferably each arch tube 1023 is with corresponding position
The thickness of leveling layer 1021 increases and increased.It can specifically show as：The arch springing of each arch tube 1023 with the leveling layer
1021 lower surfaces are concordant, along the vertical radial direction of each arch tube 1023, the top of the arch tube 1023 and the tune
There is a vertical spacing, each vertical spacing all same between the upper surface of flat bed 1021.Furthermore it is also possible in leveling layer 1021
Middle laying transverse prestress, to adapt to larger spacing chamber and broad flange beam stress demand, i.e., set in described leveling layer 1021
It is equipped with transverse prestress structure；It is this area routine techniques that transverse prestress is laid in bridge paving structure, namely above-mentioned transverse direction
Prestressed structure is that those skilled in the art are easily achieved, and can such as lay transverse prestressed reinforcing steel bar.
The deck installation structure 102 further provided the present embodiment illustrates：
(1) arch tube can be adjusted by setting the wave amplitude size of rational arch tube 1023, wall thickness and corresponding central angle
1023 bending-resistant stress, to adapt to the different thickness of leveling layer 1021 and force request；
(2) can by adjust arch tube 1023 radian and each cavity unit in each arch tube 1023 transverse direction
Spacing is arranged to realize the complicated linear requirement to the minimum porosity of pave-load layer 1022.
In bridge jacking rebuilding construction, above-mentioned deck installation structure 102 can be directly paved on existing bridge deck pavement,
Usually, to mitigate weight, after can existing deck installation structure be rooted out, then above-mentioned deck installation structure 102 is overlayed；It is and right
In the lifting reconstruction using steel construction bridge floor, above-mentioned deck installation structure directly can be overlayed on existing steel structural bridge surface layer
102, this is that those skilled in the art are easy to determine, is no longer described in detail herein.
In bridge jacking improvement project, to reduce the weight of leveling layer 1021, it is fitted except necessary route vertical curve is carried out
To reduce outside pavement thickness, the equivalent density for reducing paving structure 102 as far as possible is relatively effective means, and the present embodiment is in bridge
Rate is emptied, can be had using the hollow-core construction for meeting structure stress requirement, as far as possible increase in the leveling layer 1021 that lifting reconstruction overlays
Effect reduces the equivalent density of paving structure 102, so as to reduce the weight of paving structure 102.
Preferred embodiment of the present utility model is the foregoing is only, it is all at this not to limit the utility model
Within the spirit and principle of utility model, any modification, equivalent substitution and improvements made etc., the utility model should be included in
Protection domain within.
Claims (10)
1. a kind of abutment, including abutment cushion cap and the multiple foundation piles for supporting the abutment cushion cap, it is characterised in that：In the abutment
Also construction has Extended chemotherapy below cushion cap, and the Extended chemotherapy is located between the upper and lower ends of each foundation pile, and with each institute
State foundation pile and new multi-column pier foundation is connected and composed by bar planting.
2. abutment as claimed in claim 1, it is characterised in that：Construction has reinforcing to tie in the soil body of the Extended chemotherapy substrate
Structure.
3. abutment as claimed in claim 2, it is characterised in that：The ruggedized construction includes being formed at the Extended chemotherapy substrate
Rotary churning pile in the soil body.
4. a kind of bridge pier transformed by abutment, including pier cap and pier stud, it is characterised in that：The pier cap is described
The Extended chemotherapy that construction is formed below the existing cushion cap of abutment, the Extended chemotherapy be located at each existing foundation pile upper and lower ends it
Between, and be connected with each existing foundation pile by bar planting, the pier stud is built on the Extended chemotherapy.
5. a kind of bridge of lifting reconstruction, including superstructure and bridge pier, the bridge pier includes existing bridge pier and connects what is formed after height
Connect high pier and the transformation bridge pier formed transformed by existing abutment, it is characterised in that：Each transformation bridge pier is using as weighed
Profit requires the bridge pier transformed by abutment described in 4.
6. the bridge of lifting reconstruction as claimed in claim 5, it is characterised in that：The superstructure includes floorings and bridge floor
Paving structure, the deck installation structure includes the leveling layer and pave-load layer set gradually from bottom to top, in the leveling layer
Multiple arch tubes are embedded with, two arch springings of each arch tube are respectively positioned on the bottom of the arch tube, and each arch tube exists
Enclosed in the leveling layer and set to form an arch tubular type cavity.
7. the bridge of lifting reconstruction as claimed in claim 6, it is characterised in that：The axial direction of each arch tube is cross-bridges
To.
8. the bridge of lifting reconstruction as claimed in claim 7, it is characterised in that：In the leveling layer formed with along bridge according to
Multiple cavity units of secondary setting, each cavity unit include the multiple arches sequentially coaxially set along direction across bridge
Pipe.
9. the bridge of lifting reconstruction as claimed in claim 7, it is characterised in that：The arch springing of each arch tube with the tune
Flat bed lower surface is concordant, along the vertical radial direction of each arch tube, the top of the arch tube and the leveling layer upper table
Have one to mat formation spacing between face, each spacing all same of mating formation.
10. the bridge of lifting reconstruction as claimed in claim 6, it is characterised in that：At least one of arch tube is steel ripple
Line pipe.
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| CN201720748814.2U CN206941425U (en) | 2017-06-26 | 2017-06-26 | The bridge of abutment, the bridge pier of abutment transformation and lifting reconstruction |
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| CN201720748814.2U CN206941425U (en) | 2017-06-26 | 2017-06-26 | The bridge of abutment, the bridge pier of abutment transformation and lifting reconstruction |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107142856A (en) * | 2017-06-26 | 2017-09-08 | 中铁第四勘察设计院集团有限公司 | Bridge pier and the bridge of lifting reconstruction that abutment remodeling method, abutment, abutment are transformed |
| CN108999097A (en) * | 2018-09-04 | 2018-12-14 | 杭州市交通规划设计研究院 | The reconstruction structure and construction method of existing abutment in a kind of bridge jacking |
| CN110485230A (en) * | 2019-09-17 | 2019-11-22 | 招商局重庆交通科研设计院有限公司 | A kind for the treatment of structures and construction method of high water level weak soil Bridgehead by Blastig |
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2017
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN107142856A (en) * | 2017-06-26 | 2017-09-08 | 中铁第四勘察设计院集团有限公司 | Bridge pier and the bridge of lifting reconstruction that abutment remodeling method, abutment, abutment are transformed |
| CN107142856B (en) * | 2017-06-26 | 2023-08-29 | 中铁第四勘察设计院集团有限公司 | Abutment reconstruction method, abutment reconstruction pier and jacking reconstruction bridge |
| CN108999097A (en) * | 2018-09-04 | 2018-12-14 | 杭州市交通规划设计研究院 | The reconstruction structure and construction method of existing abutment in a kind of bridge jacking |
| CN108999097B (en) * | 2018-09-04 | 2023-09-15 | 杭州市交通规划设计研究院 | Modification structure and construction method of existing bridge abutment in bridge jacking |
| CN110485230A (en) * | 2019-09-17 | 2019-11-22 | 招商局重庆交通科研设计院有限公司 | A kind for the treatment of structures and construction method of high water level weak soil Bridgehead by Blastig |
| CN110485230B (en) * | 2019-09-17 | 2024-04-02 | 招商局重庆交通科研设计院有限公司 | Treatment structure and construction method of high-water-level soft soil bridge head roadbed |
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