CN109487681A - Erosion resistant ultra-high performance concrete constrains section assembling bridge pier and method of construction - Google Patents
Erosion resistant ultra-high performance concrete constrains section assembling bridge pier and method of construction Download PDFInfo
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- CN109487681A CN109487681A CN201811547474.2A CN201811547474A CN109487681A CN 109487681 A CN109487681 A CN 109487681A CN 201811547474 A CN201811547474 A CN 201811547474A CN 109487681 A CN109487681 A CN 109487681A
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- reinforcing bar
- pier stud
- casing
- connection
- segment
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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
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
-
- 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
-
- 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
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a kind of erosion resistant ultra-high performance concrete constraint section assembling bridge pier and methods of construction, belong to bridge technology field.The casing that the present invention uses in bridge pier method of construction is both that the side form of pier stud precast segment plays the role of stirrup and Wear-proof protective case again, reduces stirrup dosage and template cost.The pier stud segment made by bed die, one end is solid, the other end forms connection cavity, when pouring connecting material into connection cavity, the density that can clearly be observed that connecting material improves the quality of connection between each pier stud segment, between pier stud segment and bent cap, between pier stud segment and cushion cap.Junction, pier stud segment between each pier stud segment and the junction between bent cap and the junction between pier stud segment and cushion cap are attached with connection reinforcing bar and the ultra-high performance concrete connecting material poured, the connection of each link position is simple, contiguity is reliable, easy for construction.
Description
Technical field
The present invention relates to bridge technology fields, and in particular to a kind of erosion resistant ultra-high performance concrete constraint section assembling bridge
Pier and method of construction.
Background technique
For over strait, river bridge, the more sizes of the quantity of bridge pier are big and the severe corrosive of marine environment leads to punching block
The turnover reuse rate of plate is relatively low；For Urban Bridge, since by people, vehicle flowrate is bigger and the place ratio of construction
The influence of the factors such as smaller, is unfavorable for the construction of modern mechanical.Conventional bridge construction be boundary of works area block place into
Row scene formwork casting concrete, this will seriously affect original traffic, while mechanical construction noise is greatly to surrounding enviroment
It interferes larger.The crucial structure that current precast assembly bridge pier is connected with the bellows that is in the milk as reinforcing bar between segment using grout sleeve
It makes, common trait is: being both needed to that first the reinforcing bar of latter segment is inserted into aperture narrow grout sleeve or bellows, then filling
It starches and high-strength grout is perfused in sleeve or bellows, after high-strength grout solidification, by reinforcing bar together with sleeve connection, with sleeve
Connect the reinforcing bar of adjacent members.Its deficiency is that the reinforcing bar of latter segment need to be inserted into the narrow grout sleeve or bellows in aperture
Interior, the density of grouting is difficult to examine.In addition, to reduce the quantity of grout sleeve, grouting bellows connection, it has to subtract as far as possible
The segment quantity of few pier stud, makes that pier stud segment volume is big, weight is big, not readily transportable.It also needs to consume in pier stud precast segment
Take a large amount of template.
Summary of the invention
The purpose of the present invention is to provide a kind of erosion resistant ultra-high performance concrete constraint section assembling bridge pier and construction sides
Method, to solve the problems, such as that the assembled process of existing prefabricated subsection bridge pier is not easy to guarantee quality.
The technical scheme to solve the above technical problems is that
A kind of erosion resistant ultra-high performance concrete constrains section assembling bridge pier, comprising: from top to bottom sequentially connected cushion cap,
Multistage pier stud segment and bent cap；
The top of cushion cap is equipped with recessed link slot, and cushion cap connection reinforcing bar and connector are equipped in recessed link slot；
Pier stud segment includes casing and the concrete column that is arranged in casing；The upper end of concrete column is upper lower than casing
End is equipped with upper end connection reinforcing bar and connector so that forming connection cavity in the upper end of casing in connection cavity, concrete column
Lower end is equipped with lower end and connects reinforcing bar；Between adjacent two sections of pier stud segments, the lower end connection reinforcing bar for the pier stud segment being located above is set
In in the connection cavity of underlying pier stud segment；Lower end connection reinforcing bar positioned at the pier stud segment of bottom end is placed in recessed link slot
It is interior；
The bottom of bent cap is equipped with bent cap and connects reinforcing bar, and bent cap connection reinforcing bar is placed on the connecting cavity of the pier stud segment on top
In body.
Casing of the invention is both that the side form of pier stud precast segment plays the role of stirrup and Wear-proof protective case again, is reduced
Stirrup dosage and template cost.The pier stud segment made by bed die, one end are solid, other end formation connection cavity,
To when pouring connecting material formation connector in the recessed link slot of connection cavity and cushion cap, connecting material can clearly be observed that
Density, improve the quality of connection between each pier stud segment, between pier stud segment and bent cap, between pier stud segment and cushion cap.
Junction, pier stud segment between each pier stud segment and the junction between bent cap and pier stud segment and cushion cap it
Between junction with connection reinforcing bar and connector be attached, the connection of each link position is simple, and contiguity is reliable.Due to
Each connection is simple, contiguity is reliable, can increase the quantity of pier stud segment to reduce the volume and weight of single hop pier stud segment,
Facilitate the factorial production, transport and lifting.
Further, the length that the length of above-mentioned cushion cap connection reinforcing bar connects reinforcing bar with lower end is respectively less than or is equal to recessed connection
The depth of slot；Lower end connect reinforcing bar length, upper end connection reinforcing bar length and bent cap connection reinforcing bar length be respectively less than or
Equal to the depth of connection cavity.
The lower end connection reinforcing bar of pier stud segment of the present invention can be conveniently placed in recessed link slot or connection cavity, bent cap connection
Reinforcing bar can be conveniently placed in connection cavity, so that pier stud in assembling, can completely attach between each component, prevent peace
Dress is inconvenient or the problems such as gap occurs.
Further, the material of above-mentioned connector is ultra-high performance concrete or epoxy resin.
The present invention can form connector as connecting material using ultra-high performance concrete or epoxy resin and realize phase
Connection between adjacent component.
Ultra-high performance concrete, the mechanical property of durability and superelevation with superelevation, while having excellent wear-resisting, anti-
Quick-fried performance.Its compression strength is 120~180MPa；Water-cement ratio is 0.14~0.27；4.5~24MPa of cylindrical cleavage tensile strength；
Maximum diameter of aggrogate is 0.4~0.6mm；Porosity is 2~6%；Pore size is 0.000015mm；Toughness is bigger than normal concrete
250 times；Energy to failure is 10~40kNm/m；Elasticity modulus is 37~55GPa；Rupture modulus (the first crack) be 7.5~
15MPa；Ultimate bending strength is 18~35MPa；Water absorption rate is less than 5%；Freezing and thawing performance is 100% durable；Resistance to surface is degraded
Performance is surface deterioration amount 0.01；Poisson's ratio is 0.19~0.24；Creep Coefficient is 0.2~1.2；Air content is 2~4%.
Have when using ultra-high performance concrete as connecting material, between ultra-high performance concrete and concrete column more preferable
Contiguity, so as to reduce the height of connector.
A kind of method of construction of above-mentioned erosion resistant ultra-high performance concrete constraint section assembling bridge pier, which is characterized in that packet
Include following steps:
(1) bed die is made；
It is logical greater than the reinforcing bar of vertical muscle diameter that diameter is drilled according to the vertical muscle quantity of pier stud steel reinforcement cage and position on the supporting plate
Hole, then vertical support tube is set in the lower section of support plate, bed die is made；
(2) pier stud segment is made, comprising the following steps:
S1: production casing；
S2: bed die is laid flat, and casing is placed on bed die vertically；
S3: pier stud steel reinforcement cage is put into from the upper end of casing, and vertical muscle is set from reinforcing bar through-hole to be pierced by, and is then placed in vertical muscle
Lower end in vertical support tube connects reinforcing bar as lower end；
S4: from the upper end of casing into casing casting concrete, control concreting amount so that being formed after casting complete
The upper surface of concrete column be lower than the upper end of vertical muscle and the company of being formed between the upper surface of concrete column and the upper end of casing
Cavity is connect, is that upper end connects reinforcing bar by the exposed vertical muscle in connection cavity；After maintenance, bed die is removed, pier stud segment is made；
(3) it makes bent cap and buries reinforcing bar in the bottom of bent cap, the part that reinforcing bar stretches out bent cap bottom is that bent cap connects steel
Muscle；
(4) it makes cushion cap and recessed link slot is set at the top of cushion cap, bury reinforcing bar in the bottom of recessed link slot, reinforcing bar is stretched
The part of recessed connection trench bottom is that cushion cap connects reinforcing bar out；
(5) assembled bridge pier successively carries out cushion cap, multistage pier stud segment and bent cap assembled from top to bottom.
Before assembled bridge pier, previously prepared pier stud segment, cushion cap and bent cap reduce site operation amount, add the present invention
The fast construction speed of bridge.It when Precast Pier Columns segment, is poured using casing, casing is both the side form of pier stud precast segment
Play the role of stirrup and Wear-proof protective case again, by the limit of bed die and the amount of pouring of control concrete, so that casing
One end it is solid, the other end has connection cavity, and has exposed connection reinforcing bar at its both ends, reinforcing bar and is set by connection
Connector in connection cavity or recessed link slot can be quickly attached between adjacent each component, in addition to being capable of the company of observation
Whether junctor is closely knit, moreover it is possible to simplify connection procedure and shorten situ time convenient for last assembled bridge pier and reduce construction and make an uproar
Sound.
Further, in above-mentioned steps S1: the material of casing is ultra-high performance concrete；The internal diameter of casing is D；Casing
Wall thickness W >=30mm；
When the reinforcement ratio per unit volume of bridge pier is 0.5%, wall thickness W >=D/20 of casing；
When the reinforcement ratio per unit volume of bridge pier is 1.0%, wall thickness W >=D/10 of casing；
When the reinforcement ratio per unit volume of bridge pier is between 0.5% to 1.0%, the wall thickness W of casing is determined using interpolation method；
Length L≤12/ (π × (D+W) of casing2)。
The present invention is likewise supplied with the performance of ultra-high performance concrete using casing made of ultra-high performance concrete, to cover
Pipe not only as the side form of pier stud precast segment but also can have the function of stirrup and Wear-proof protective case, reduce stirrup dosage and mould
Plate cost.In addition, ultra-high performance concrete and concrete column can be bonded well, the globality of pier stud segment is improved.
Further, in above-mentioned steps S2: being blocked the seam between casing and support plate by silica gel, in reinforcing bar
Washer (24) are set in through-hole；
In step S3: vertical muscle is pierced by from washer, is blocked the gap between vertical muscle and reinforcing bar through-hole by washer,
And the upper end of vertical muscle is not higher than the upper end of casing；Within the scope of the length L1 of lower end connection reinforcing bar, it is not provided with stirrup, indulges muscle
Diameter is d, and lower end connects length L1 >=10d of reinforcing bar and the length of lower end connection reinforcing bar is respectively less than or equal to recessed link slot
The depth of depth and connection cavity；
In step S4: within the scope of the length L2 of upper end connection reinforcing bar, being not provided with stirrup, upper end connects the length L2 of reinforcing bar
The length of >=10d and upper end connection reinforcing bar is less than or equal to the depth of connection cavity.
The present invention is using silica gel as gap filler, and in casting concrete, concrete will not be between casing and support plate
Seam crossing overflow, and when removing bed die, silica gel is easy dismounting.Using washer by lower end connection reinforcing bar and reinforcing bar through-hole it
Between gap crammed, prevent concrete from entering in vertical support tube.
The length that lower end connection reinforcing bar connects reinforcing bar with upper end is not less than the diameter of 10 times of vertical muscle, it is ensured that each pier stud
Connection effect between segment.Lower end connection reinforcing bar connects reinforcing bar with upper end and is not provided with stirrup, it is ensured that, can in connection
By facilitating and installing and can be improved connection effect to empty cross modal.
Further, in above-mentioned steps (3), bent cap connects the length of length L3 >=10d of reinforcing bar and bent cap connection reinforcing bar
Degree is less than or equal to the depth of connection cavity；Cushion cap connects length L4 >=10d of reinforcing bar and the length of cushion cap connection reinforcing bar is small
In or equal to recessed link slot depth.
The exposed length of bent cap connection reinforcing bar of the invention connects the exposed length of reinforcing bar with cushion cap and is all larger than or is equal to 10
The diameter of vertical muscle again, it is ensured that the connection effect between pier stud segment and bent cap and between pier stud segment and cushion cap.
Further, in above-mentioned steps S3: being made after pier stud segment, a vertical muscle is selected on pier stud segment, is found out
The lower end connection reinforcing bar of this vertical muscle connects reinforcing bar with upper end, connects steel with upper end close to lower end connection reinforcing bar in the outer surface of casing
The position of muscle is marked respectively；
In step (3): after bent cap completes, choosing a bent cap on bent cap and connect reinforcing bar, and in the outside of bent cap
Position close to this bent cap connection reinforcing bar is marked；
In step (4), after cushion cap completes, a cushion cap is chosen on cushion cap and connects reinforcing bar, and bent cap is outer
Side is marked close to the position of this cushion cap connection reinforcing bar.
Further, above-mentioned it is characterized in that, in step (4), assembled bridge pier the following steps are included:
X1: cushion cap is laid flat, and connecting material is poured in recessed link slot, forms connector, pier stud segment is placed into and is held
On platform, and it is placed in lower end connection reinforcing bar in recessed link slot；
X2: multistage pier stud segment is sequentially placed from top to bottom, between adjacent two sections of pier stud segments, underlying pier stud
Connecting material is poured in the connection cavity of segment, forms connector, and the lower end connection reinforcing bar for the pier stud segment being located above is placed in
In the connection cavity of underlying pier stud segment；
X3: bent cap is placed on most the preceding paragraph pier stud segment, and bent cap connection reinforcing bar is placed in most the preceding paragraph pier stud segment
In connection cavity.
In the present invention the step of assembled bridge pier simply, conveniently, pier stud segment and bent cap can be prefabricated in factory, and cushion cap exists
Construction site progress is prefabricated, only needs to pour connecting material in assembly and places each component, simplifies assembled step, save
About the construction time, shorten construction period.
Further, in above-mentioned steps X1: when pier stud segment is placed on cushion cap, by comparing pier stud segment and cushion cap
On label, so that lower end connection reinforcing bar is connect reinforcing bar with cushion cap and is formed to empty cross modal；
In step X2: when the pier stud segment being located above is placed on underlying pier stud segment, by comparing two sections
Label on pier stud segment makes lower end connection reinforcing bar connect reinforcing bar with upper end and is formed to empty cross modal；
In step X3: when bent cap is placed on most the preceding paragraph pier stud segment, by comparing bent cap and most the preceding paragraph pier stud section
Label in section makes bent cap connection reinforcing bar connect reinforcing bar with upper end and is formed to empty cross modal.
Further, in above-mentioned steps X1: before pier stud segment is placed on cushion cap, in the position of cushion cap and casing-contact
Set smearing epoxy resin；
In step X2: smearing asphalt mixtures modified by epoxy resin before proceeding, in the position of casing and casing-contact in adjacent two sections of pier stud segments
Rouge；
In step X3: before bent cap is placed on most the preceding paragraph pier stud segment, being applied in the position of bent cap and casing-contact
Smear epoxy resin.
The present invention can be by the gap between casing and cushion cap, casing and casing and casing and bent cap by epoxy resin
It is crammed, can also prevent connecting material from overflowing.
A kind of bridge, comprising: beam body and above-mentioned bridge pier；The lower section of beam body is arranged in bridge pier.
Bridge of the invention uses the bridge pier of above-mentioned section assembling bridge pier method of construction manufacture, can not only increase bridge
Quality can also reduce difficulty of construction, accelerate construction procedure, shorten the construction time.
The invention has the following advantages:
(1) present invention adopts casing and bed die production pier stud segment, when pouring connecting material into connection cavity, Ke Yiqing
The density for observing to Chu connecting material, improve between each pier stud segment, between pier stud segment and bent cap, pier stud segment with hold
Quality of connection between platform.
(2) the convenient reinforcing bar on last stage of the connection cavity that the present invention is formed on casing enters in connection cavity, then leads to
It crosses connecting material to be attached, eliminates original embedded sleeve barrel, reserved corrugated conduit, reinforcing bar and penetrate sleeve, corrugated conduit etc.
Complicated procedures of forming, connection is reliable, easy for construction, and accelerates speed of application.
(3) height of the present invention provides reinforcing bar connection length, cavity ensure that adjacent bridge pier stage and bridge pier segment
Connection between bent cap, cushion cap.
(4) casing of the invention has the function of stirrup, reduces the dosage of stirrup；Also with the work of Wear-proof protective case
With increasing the service life of bridge pier；The casing thickness that the present invention provides may insure that casing and stirrup cuff having the same are imitated
It answers.
(5) present invention has stronger switching performance, can shorten company using ultra-high performance concrete as connecting material
Connect the length of section.
(6) present invention ensures that the reinforcing bar between adjacent component for connection is formed to empty X-shape by reinforcement location label
Formula, and it is uniformly distributed reinforcing bar in linkage section, it ensure that the bonding strength of linkage section.
(7) segment pier stud of the invention and bent cap etc. are prefabricated in the factory, the only a small amount of segment connection operation in scene, in advance
It is high to make assemblyization degree, construction site workload is small；Pier stud and bent cap etc. make work all what is completed in factory, are not applied
Work environment influences, and accelerates speed of application.
(8) good connecting effect between each pier stud segment of the present invention, it is each to reduce can to increase the quantity of pier stud segment
The volume and weight of section pier stud segment, is easy to lift and transports.
(9) bridge of the invention uses the bridge pier of above-mentioned section assembling bridge pier method of construction manufacture, can not only increase bridge
The quality of beam can also reduce difficulty of construction, accelerate construction procedure, shorten the construction time.
Detailed description of the invention
Fig. 1 is the structural schematic diagram that erosion resistant ultra-high performance concrete of the invention constrains section assembling bridge pier；
Fig. 2 is the structural schematic diagram of cushion cap of the invention；
Fig. 3 is the structural schematic diagram of pier stud segment of the invention；
Fig. 4 is the structural schematic diagram of bent cap of the invention；
Fig. 5 is the structural schematic diagram of casing of the invention；
Fig. 6 is the structural schematic diagram of bed die of the invention；
Fig. 7 is that pier stud steel reinforcement cage of the invention is arranged schematic diagram；
Fig. 8 is the structural schematic diagram that pier stud segment of the invention is connect with cushion cap；
Attachment structure schematic diagram of the Fig. 9 between multistage pier stud segment of the invention and cushion cap；
Figure 10 is the structural schematic diagram after the completion of bridge pier of the invention is assembled.
In figure: 10- casing；11- connection cavity；20- bed die；21- support plate；22- vertical support tube；23- steel
Muscle through-hole；24- washer；30- pier stud steel reinforcement cage；31- indulges muscle；The lower end 32- connects reinforcing bar；The upper end 33- connects reinforcing bar；
40- pier stud segment；41- concrete column；50- bent cap；51- bent cap connects reinforcing bar；60- cushion cap；The recessed link slot of 61-；
62- cushion cap connects reinforcing bar；70- connector.
Specific embodiment
The principle and features of the present invention will be described below with reference to the accompanying drawings, and the given examples are served only to explain the present invention, and
It is non-to be used to limit the scope of the invention.
Embodiment
Please refer to Fig. 1, a kind of erosion resistant ultra-high performance concrete constraint section assembling bridge pier, comprising: from top to bottom successively
60, two sections of pier stud segments 40 of cushion cap of connection and bent cap 50, two sections of pier stud segments 40, which are vertically arranged and are overlapped up and down, to be set
It sets, the pier stud segment 40 being located above is placed on cushion cap 60, and bent cap 50 is placed on underlying pier stud segment 40.In this hair
In bright other embodiments, the quantity of pier stud segment 40 can also be 1,3,4 etc., when quantity is 1, the both ends point of pier stud segment 40
It is not connect with cushion cap 60 and bent cap 50.
Referring to figure 2., the top of cushion cap 60 is equipped with cylindrical recessed link slot 61, is equipped with more cushion caps in recessed link slot 61 and connects
Reinforcing bar 62 is connect, cushion cap connection reinforcing bar 62 is vertically arranged and rounded evenly distributed, top of the height lower than cushion cap 60.
Referring to figure 3., pier stud segment 40 includes casing 10 and concrete column 41.Concrete column 41 is located at the inner cavity of casing 10
In, the upper end of concrete column 41 is lower than the upper end of casing 10, so that forming connection cavity 11, concrete column in the upper end of casing 10
41 lower end is flushed with the lower end of casing 10.The upper and lower ends of concrete column 41 are respectively equipped with upper end connection reinforcing bar 33 and lower end connects
Connect reinforcing bar 32, upper end connection reinforcing bar 33 connect reinforcing bar 32 with lower end and is vertically arranged and rounded evenly distributed, and upper end connects
Quantity and cushion cap the connection quantity of reinforcing bar 62 of reinforcing bar 33 and lower end connection reinforcing bar 32 is consistent and upper end connect reinforcing bar 33 and under
The circle that end connection reinforcing bar 32 is formed is consistent with the circle that cushion cap connection reinforcing bar 62 is formed.Upper end connection reinforcing bar 33 is located at connection cavity 11
In, height is lower than the overhead height of casing 10.The length that lower end connects reinforcing bar 32 is less than the depth and connection of recessed link slot 61
The depth of cavity 11.
Underlying pier stud segment 40 lower end connection reinforcing bar 32 be located in recessed link slot 61, lower end connect reinforcing bar 32 and
It is that connector 70 made of ultra high strength concrete are equipped in recessed link slot 61 to empty cross modal that cushion cap, which connects reinforcing bar 62,
For connecting underlying pier stud segment 40 and cushion cap 60.The lower end connection reinforcing bar 32 for the pier stud segment 40 being located above is placed in
In the connection cavity 11 of underlying pier stud segment 40, the lower end for the pier stud segment 40 being located above connects reinforcing bar 32 and is located at
The upper end connection reinforcing bar 33 of the pier stud segment 40 of lower section is to empty cross modal, the connection cavity of underlying pier stud segment 40
Connector 70 made of ultra high strength concrete are equipped in 11, for connecting both ends pier stud segment 40.
Referring to figure 3., the bottom of bent cap 50 is equipped with more bent caps and connects reinforcing bar 51, and bent cap connection reinforcing bar 51 is vertically arranged simultaneously
And it is rounded evenly distributed, the circle that bent cap connects the formation of reinforcing bar 51 is consistent with the circle that upper end connection reinforcing bar 33 is formed, and bent cap
The length for connecting reinforcing bar 51 is less than the depth of connection cavity 11.Bent cap connection reinforcing bar 51 is placed on the pier stud segment 40 being located above
Connection cavity 11 in, it is to be equipped in connection cavity 11 strong by superelevation to empty cross modal that reinforcing bar 33 is connect with upper end therein
Connector 70 made of concrete is spent, for connecting pier stud segment 40 and bent cap 50.
In the present embodiment, the formula of ultra high strength concrete are as follows: 700-900 parts of sand, 650-700 parts of stone, cement
380-420 parts, 240-300 parts of steel fibre, 150-160 parts of silicon powder, 200-210 parts of water, 80-90 parts of miberal powder, flyash
80-85 parts, 26-32 parts of polycarboxylic admixture, 22-25 parts of carbon fiber, 11-12 parts of carbonic acid sodium powder, basalt fiber 8-10
Part.
In other embodiments of the invention, the cushion cap connection length of reinforcing bar 62, the depth of recessed link slot 61, lower end connection
The length that the length of reinforcing bar 32, length, the depth of connection cavity 11 and the bent cap of upper end connection reinforcing bar 33 connect reinforcing bar 51 is equal
Unanimously, each connection reinforcing bar of being subject to does not hinder the connection of each component.Connector 70 can also be made of materials such as epoxy resin.
A kind of method of construction of above-mentioned erosion resistant ultra-high performance concrete constraint section assembling bridge pier, which is characterized in that packet
Include following steps:
(1) bed die 20 is made；
Bed die 20 includes support plate 21 and vertical support tube 22.Support plate 21 is rectangular steel plates, and side length is not less than D+
W drills reinforcing bar through-hole 23 according to 31 quantity of vertical muscle of pier stud steel reinforcement cage 30 and position in support plate 21, and reinforcing bar through-hole 23 at least compares
The big 4mm of diameter of vertical muscle 31.21 fixed placement of support plate is in vertical support tube 22, and center is overlapped.Vertical support tube 22
1≤D+W of outer diameter D；Internal diameter D2 >=D of vertical support tube 22.
(2) pier stud segment 40 is made, comprising the following steps:
S1: production casing 10.
Casing 10 is made of ultra-high performance concrete, is the cylindrical body of both ends open.The internal diameter D and bridge pier section of casing 10
The calculated diameter of section is consistent.The wall thickness W of casing 10 is not less than 30mm, and to meet claimed below:
When the reinforcement ratio per unit volume of bridge pier is 0.5%, wall thickness W >=D/20 of casing 10；
When the reinforcement ratio per unit volume of bridge pier is 1.0%, wall thickness W >=D/10 of casing 10；
When the reinforcement ratio per unit volume of bridge pier is between 0.5% to 1.0%, the wall thickness W of casing 10 is determined using interpolation method.
Length L≤12/ (π × (D+W) of casing 102)。
S2: bed die 20 is laid flat, and casing 10 is placed on vertically on bed die 20, makes the center of casing 10 and support tube 22
Center is overlapped.The seam between casing 10 and support plate 21 is blocked using gap filler made of silica gel, in reinforcing bar through-hole
Washer 24 made of rubber is set in 23, and the middle part of washer 24 can accommodate vertical muscle 31 and pass through.
S3: pier stud steel reinforcement cage 30 is put into from the upper end of casing 10, and vertical muscle 31 is pierced by from washer 24, and washer 24 is by vertical muscle
Gap between 31 and reinforcing bar through-hole 23 is blocked, and the vertical muscle 31 being placed in vertical support tube 22 is that lower end connects reinforcing bar 32,
Within the scope of the length L1 of lower end connection reinforcing bar 32, it is not provided with stirrup, lower end connects length L1 >=10d of reinforcing bar 32.Vertical muscle 31
Upper end be not higher than casing 10 upper end, preferably lower than 10 upper end 20mm of casing.
S4: from the upper end of casing 10 into casing 10 casting concrete, i.e. core concrete, the upper table of the concrete poured
Face is lower than the upper end of vertical muscle 31, at this point, casing 10 forms connection cavity 11, the upper part for indulging muscle 31 is exposed outside, it is exposed
Outer vertical muscle 31 is that upper end connects reinforcing bar 33, within the scope of the length L2 of upper end connection reinforcing bar 33, is not provided with stirrup, upper end connection
Length L2 >=10d of reinforcing bar 33.For core concrete after maintenance, removing bed die 20 is the production for completing pier stud segment 40.
Multistage pier stud segment 40 is made according to the method for step (2).
(3) pier stud segment 40 is marked.
A vertical muscle 31 is selected on pier stud segment 40, the lower end connection reinforcing bar 32 for finding out this vertical muscle 31 connects steel with upper end
Muscle 33 connect with upper end the position of reinforcing bar 33 close to lower end connection reinforcing bar 32 in the outer surface of casing 10 and is carried out respectively with painting etc.
Label.
(4) bent cap 50 and label bent cap 50 are made.
Bent cap 50 is conventionally made, and connects reinforcing bar in the position pre-plugged bent cap connecting with pier stud segment 40
51.Bent cap connects the exposed length L3 >=10d of reinforcing bar 51, and bent cap connects the exposed length L3 of reinforcing bar 51 and is less than or equal to company
Connect the depth of cavity 11.A bent cap is chosen on bent cap 50 and connects reinforcing bar 51, and is connected in the outside of bent cap 50 close to this bent cap
The position paint etc. for connecing reinforcing bar 51 is marked.
(5) cushion cap 60 and label cushion cap 60 are made.
Cushion cap 60 is conventionally made at the construction field (site), and in the cylindrical recessed link slot of the top of cushion cap 60 setting
61, the diameter of recessed link slot 61 is consistent with the diameter of casing 10, and the depth of recessed link slot 61 is not less than lower end connection reinforcing bar 32
Length L1.Pre-plugged cushion cap connects reinforcing bar 62 in recessed link slot 61, and it is exposed in recessed link slot 61 that cushion cap connects reinforcing bar 62
Length L4 >=10d.A cushion cap is chosen on cushion cap 60 and connects reinforcing bar 62, and the outside of bent cap 50 connects steel close to this cushion cap
Position paint of muscle 62 etc. is marked.
(6) connection of cushion cap 60 and pier stud segment 40.
Cushion cap 60 is laid flat, the connecting material 70 that material is ultra-high performance concrete is poured in recessed link slot 61, is being held
Epoxy resin is smeared in the position that platform 60 is contacted with casing 10, and pier stud segment 40 is placed on cushion cap 60, and lower end is made to connect steel
Muscle 32 is placed in recessed link slot 61, by the comparison of label, so that lower end connection reinforcing bar 32 is connect reinforcing bar 62 with cushion cap and is formed to sky
Cross modal is finally conserved.
(7) connection between adjacent pier stud segment 40.
Smearing epoxy resin in the position that casing 10 is contacted with casing 10, from top to bottom successively by multistage pier stud segment 40
It places, the connecting material 70 that material is ultra-high performance concrete is poured in the connection cavity 11 of next section of pier stud segment 40, on
The lower end connection reinforcing bar 32 of one section of pier stud segment 40 is placed in the connection cavity 11 of next section of pier stud segment 40, passes through pair of label
Than making lower end connection reinforcing bar 32 connect reinforcing bar 33 with upper end and being formed to empty cross modal.Two sections of pier stud segments 40 under are through supporting
After shield connection, then carry out the connection between two sections of upper pier stud segments 40.
(8) connection between pier stud segment 40 and bent cap 50.
Epoxy resin is smeared in the position that bent cap 50 is contacted with casing 10, bent cap 50 is placed into most the preceding paragraph pier stud segment
On 40, bent cap connection reinforcing bar 51 is placed in the connection cavity 11 of most the preceding paragraph pier stud segment 40, by the comparison of label, makes bent cap
Connection reinforcing bar 51 connect reinforcing bar 33 with the upper end of most the preceding paragraph pier stud segment 40 and is formed to empty cross modal, is finally conserved,
Complete the construction of bridge pier.
A kind of bridge, the bridge pier including beam body (not shown) and in the above way built.Bridge pier is arranged below beam body,
It is used to support beam body.
Working principle: using the bond and anchor property that the connecting materials such as ultra-high performance concrete are excellent, by upper pier stud section
The pulling force of the vertical muscle of section is converted into the cohesive force of vertical muscle and connecting material, then passes through the vertical muscle of connecting material and next pier stud segment
Bonding, the vertical muscle pulling force of a upper segment is transferred to the vertical muscle of next segment, to realize that muscle pulling force is indulged in Precast Pier Columns segment
Transmitting, and reduce adjacent segment indulge muscle linkage section length.It is strong using the connecting materials tension such as ultra-high performance concrete
The advantage that degree is high, elasticity modulus is big, casing constrain core concrete, make core concrete by the effect of lateral cuff power, rise
To the effect of confined concrete；Casing also plays the effect of abrasion protective case.Muscle position is indulged by label adjacent segment,
So that the vertical muscle of adjacent segment is formed the thickness that ensure that bond and anchor characteristics of reinforcement layer to empty cross modal, reaches assembled bridge pier
To the mechanical property of identical size integral cast-in-situ bridge pier.
The foregoing is merely presently preferred embodiments of the present invention, is not intended to limit the invention, it is all in spirit of the invention and
Within principle, any modification, equivalent replacement, improvement and so on be should all be included in the protection scope of the present invention.
Claims (12)
1. a kind of erosion resistant ultra-high performance concrete constrains section assembling bridge pier characterized by comprising successively connect from top to bottom
Cushion cap (60), multistage pier stud segment (40) and the bent cap (50) connect；
The top of the cushion cap (60) is equipped with recessed link slot (61), and cushion cap connection reinforcing bar (62) is equipped in the recessed link slot (61)
With connector (70)；
The pier stud segment (40) includes the concrete column (41) of casing (10) and setting in described sleeve pipe (10)；It is described mixed
The upper end of solidifying earth pillar (41) is lower than the upper end of described sleeve pipe (10), so that forming connection cavity in the upper end of described sleeve pipe (10)
(11), upper end connection reinforcing bar (33) and connector (70) is equipped in the connection cavity (11), under the concrete column (41)
End is equipped with lower end connection reinforcing bar (32)；Between adjacent two sections of pier stud segments (40), the lower end for the pier stud segment (40) being located above
Connection reinforcing bar (32) is placed in the connection cavity (11) of the pier stud segment (40) of lower section；Positioned at the pier stud segment (40) of bottom end
Lower end connection reinforcing bar (32) be placed in the recessed link slot (61)；
The bottom of the bent cap (50) is equipped with bent cap connection reinforcing bar (51), and bent cap connection reinforcing bar (51) is placed on top
In the connection cavity (11) of pier stud segment (40).
2. erosion resistant ultra-high performance concrete according to claim 1 constrains section assembling bridge pier, which is characterized in that described
The length that the length of cushion cap connection reinforcing bar (62) connects reinforcing bar (32) with the lower end is respectively less than or is equal to the recessed link slot
(61) depth；The length of lower end connection reinforcing bar (32), the length of upper end connection reinforcing bar (33) and the bent cap
The length for connecting reinforcing bar (51) is respectively less than or is equal to the depth of the connection cavity (11).
3. according to claim 1 or 2 described in any item erosion resistant ultra-high performance concretes constrain section assembling bridge pier, feature
It is, the material of connector (70) is ultra-high performance concrete or epoxy resin.
4. a kind of construction of the described in any item erosion resistant ultra-high performance concrete constraint section assembling bridge piers of claims 1 to 3
Method, which comprises the following steps:
(1) bed die (20) are made；
Diameter, which is drilled, according to vertical muscle (31) quantity of pier stud steel reinforcement cage (30) and position on support plate (21) is greater than vertical muscle (31)
The reinforcing bar through-hole (23) of diameter, then vertical support tube (22) are set in the lower section of support plate (21), bed die (20) are made；
(2) pier stud segment (40) are made, comprising the following steps:
S1: production casing (10)；
S2: bed die (20) is laid flat, and casing (10) is placed on vertically on bed die (20)；
S3: pier stud steel reinforcement cage (30) is put into from the upper end of casing (10), and vertical muscle (31) are set from reinforcing bar through-hole (23) to be pierced by, so
Vertical muscle (31) is placed in the lower end in vertical support tube (22) as lower end afterwards and connects reinforcing bar (32)；
S4: from the upper end of casing (10) to casing (10) interior casting concrete, concreting amount is controlled, so that after casting complete
The upper surface of the concrete column (41) of formation is lower than the upper end of vertical muscle (31) and in the upper surface of concrete column (41) and casing
(10) connection cavity (11) are formed between upper end, are that upper end connects reinforcing bar by the exposed vertical muscle (31) in connection cavity (11)
(33)；It after maintenance, removes bed die (20), is made pier stud segment (40)；
(3) bent cap (50) are made and bury reinforcing bar in the bottom of bent cap (50), the part that reinforcing bar stretches out bent cap (50) bottom is lid
Beam connects reinforcing bar (51)；
(4) cushion cap (60) are made and recessed link slot (61) is set at the top of cushion cap (60), are buried in the bottom of recessed link slot (61)
If reinforcing bar, the part that reinforcing bar stretches out recessed link slot (61) bottom is that cushion cap connects reinforcing bar (62)；
(5) assembled bridge pier successively carries out cushion cap (60), multistage pier stud segment (40) and bent cap (50) assembled from top to bottom.
5. method of construction according to claim 4, which is characterized in that in step S1: the material of casing (10) is superelevation
It can concrete；The internal diameter of casing (10) is D；Wall thickness W >=30mm of casing (10)；
When the reinforcement ratio per unit volume of bridge pier is 0.5%, wall thickness W >=D/20 of casing (10)；
When the reinforcement ratio per unit volume of bridge pier is 1.0%, wall thickness W >=D/10 of casing (10)；
When the reinforcement ratio per unit volume of bridge pier is between 0.5% to 1.0%, the wall thickness W of casing (10) is determined using interpolation method；
Length L≤12/ (π × (D+W) of casing (10)2)。
6. method of construction according to claim 5, which is characterized in that in step S2: by casing (10) and being propped up by silica gel
Seam between fagging (21) is blocked, and washer (24) are arranged in reinforcing bar through-hole (23)；
In step S3: vertical muscle (31) are pierced by from washer (24), by washer (24) by vertical muscle (31) and reinforcing bar through-hole (23) it
Between gap blocked, and the upper end of vertical muscle (31) is not higher than the upper end of casing (10)；In lower end connection reinforcing bar (32)
Within the scope of length L1, be not provided with stirrup, indulge muscle (31) diameter be d, lower end connect reinforcing bar (32) length L1 >=10d and under
The length of end connection reinforcing bar (32) is respectively less than or is equal to the depth of recessed link slot (61) and the depth of connection cavity (11)；
In step S4: within the scope of the length L2 of upper end connection reinforcing bar (33), being not provided with stirrup, upper end connects the length of reinforcing bar (33)
Degree L2 >=10d and the length of upper end connection reinforcing bar (33) are less than or equal to the depth of connection cavity (11).
7. method of construction according to claim 4, which is characterized in that in step (3), bent cap connects the length of reinforcing bar (51)
L3 >=10d and the length of bent cap connection reinforcing bar (51) are less than or equal to the depth of connection cavity (11)；Cushion cap connects reinforcing bar
(62) length of length L4 >=10d and cushion cap connection reinforcing bar (62) are less than or equal to the depth of recessed link slot (61).
8. according to the described in any item methods of construction of claim 4 to 7, which is characterized in that in step S3: pier stud segment is made
(40) after, a vertical muscle (31) is selected on pier stud segment (40), find out this vertical muscle (31) lower end connection reinforcing bar (32) and
Upper end connects reinforcing bar (33), connects the position of reinforcing bar (33) with upper end close to lower end connection reinforcing bar (32) in the outer surface of casing (10)
It sets and is marked respectively；
In step (3): after bent cap (50) completes, bent cap connection reinforcing bar (51) is chosen on bent cap (50), and covering
The outside of beam (50) is marked close to the position of this bent cap connection reinforcing bar (51)；
In step (4), after cushion cap (60) completes, cushion cap connection reinforcing bar (62) is chosen on cushion cap (60), and
The outside of bent cap (50) is marked close to the position of this cushion cap connection reinforcing bar (62).
9. method of construction according to claim 8, which is characterized in that in step (4), assembled bridge pier the following steps are included:
X1: cushion cap (60) is laid flat, and connecting material is poured in recessed link slot (61), is formed connector (70), by pier stud segment
(40) it is placed on cushion cap (60), and is placed in lower end connection reinforcing bar (32) in recessed link slot (61)；
X2: multistage pier stud segment (40) is sequentially placed from top to bottom, underlying between adjacent two sections of pier stud segments (40)
Connecting material is poured in the connection cavity (11) of pier stud segment (40), is formed connector (70), the pier stud segment being located above
(40) in the connection cavity (11) for the pier stud segment (40) that lower end connection reinforcing bar (32) is placed on lower section；
X3: bent cap (50) is placed on most the preceding paragraph pier stud segment (40), and bent cap connection reinforcing bar (51) is placed in most the preceding paragraph pier
In the connection cavity (11) of column segment (40).
10. method of construction according to claim 9, which is characterized in that in step X1: pier stud segment (40) being placed into and are held
When on platform (60), by comparing the label on pier stud segment (40) and cushion cap (60), connect lower end connection reinforcing bar (32) and cushion cap
Reinforcing bar (62) are connect to be formed to empty cross modal；
In step X2: when the pier stud segment (40) being located above is placed on underlying pier stud segment (40), passing through comparison
Label on two sections of pier stud segments (40) makes lower end connection reinforcing bar (32) connect reinforcing bar (33) with upper end and is formed to empty X-shape
Formula；
In step X3: when bent cap (50) is placed on most the preceding paragraph pier stud segment (40), by comparing bent cap (50) and most upper one
Label on section pier stud segment (40) makes bent cap connection reinforcing bar (51) connect reinforcing bar (33) with upper end and is formed to empty cross modal.
11. method of construction according to claim 10, which is characterized in that in step X1: pier stud segment (40) are placed into
Before on cushion cap (60), epoxy resin is smeared in the position that cushion cap (60) is contacted with casing (10)；
In step X2: adjacent two sections of pier stud segments (40) before proceeding, apply in the position that casing (10) is contacted with casing (10)
Smear epoxy resin；
In step X3: before bent cap (50) is placed on most the preceding paragraph pier stud segment (40), in bent cap (50) and casing (10)
Smear epoxy resin in the position of contact.
12. a kind of bridge characterized by comprising any one of beam body and claim 1 to 9 bridge pier；The bridge pier is set
It sets in the lower section of the beam body.
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| CN201811547474.2A CN109487681B (en) | 2018-12-17 | 2018-12-17 | Construction method of abrasion-resistant ultrahigh-performance concrete restrained segment spliced pier |
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| CN201811547474.2A CN109487681B (en) | 2018-12-17 | 2018-12-17 | Construction method of abrasion-resistant ultrahigh-performance concrete restrained segment spliced pier |
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| CN110863424A (en) * | 2019-12-04 | 2020-03-06 | 长安大学 | Vertical tenon and horizontal anchor splicing structure of pier and capping beam and construction method |
| CN111254809A (en) * | 2019-12-12 | 2020-06-09 | 中铁二院工程集团有限责任公司 | Prefabricated pier stud and prefabricated bent cap quick connect structure |
| CN111501536A (en) * | 2020-04-14 | 2020-08-07 | 中铁二十四局集团江苏工程有限公司 | Anti-seismic high-speed rail bridge support and construction method thereof |
| CN112609562A (en) * | 2020-11-18 | 2021-04-06 | 四川交投建设工程股份有限公司 | Assembled bridge substructure and construction method thereof |
| CN113585318A (en) * | 2021-08-12 | 2021-11-02 | 上海应用技术大学 | Prefabricated assembled hollow formwork connecting structure and construction method thereof |
| WO2021237102A1 (en) * | 2020-05-21 | 2021-11-25 | Blaine Miller | Bridge support system |
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| CN113585318A (en) * | 2021-08-12 | 2021-11-02 | 上海应用技术大学 | Prefabricated assembled hollow formwork connecting structure and construction method thereof |
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