CN108894100A - A kind of the antidetonation bridge pier and its construction method of rigid frame bridge - Google Patents
A kind of the antidetonation bridge pier and its construction method of rigid frame bridge Download PDFInfo
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- CN108894100A CN108894100A CN201810928354.0A CN201810928354A CN108894100A CN 108894100 A CN108894100 A CN 108894100A CN 201810928354 A CN201810928354 A CN 201810928354A CN 108894100 A CN108894100 A CN 108894100A
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- 238000010276 construction Methods 0.000 title claims abstract description 31
- 230000021715 photosynthesis, light harvesting Effects 0.000 claims abstract description 89
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 78
- 239000004567 concrete Substances 0.000 claims abstract description 44
- 239000011374 ultra-high-performance concrete Substances 0.000 claims abstract description 22
- 230000002787 reinforcement Effects 0.000 claims description 202
- 230000007704 transition Effects 0.000 claims description 94
- 238000005253 cladding Methods 0.000 claims description 83
- 238000005728 strengthening Methods 0.000 claims description 22
- 229910000831 Steel Inorganic materials 0.000 claims description 10
- 239000010959 steel Substances 0.000 claims description 10
- 210000003205 muscle Anatomy 0.000 claims description 7
- 239000011248 coating agent Substances 0.000 claims description 4
- 238000000576 coating method Methods 0.000 claims description 4
- 239000004574 high-performance concrete Substances 0.000 claims description 2
- 230000008439 repair process Effects 0.000 abstract description 3
- 239000000203 mixture Substances 0.000 description 16
- 238000005452 bending Methods 0.000 description 9
- 230000015271 coagulation Effects 0.000 description 7
- 238000005345 coagulation Methods 0.000 description 7
- 239000000463 material Substances 0.000 description 7
- 238000000034 method Methods 0.000 description 7
- 239000002689 soil Substances 0.000 description 6
- 230000008859 change Effects 0.000 description 5
- 230000006835 compression Effects 0.000 description 5
- 238000007906 compression Methods 0.000 description 5
- 230000008569 process Effects 0.000 description 5
- 230000009471 action Effects 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 230000010485 coping Effects 0.000 description 2
- 238000005265 energy consumption Methods 0.000 description 2
- 239000004568 cement Substances 0.000 description 1
- 239000004035 construction material Substances 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 239000000835 fiber Substances 0.000 description 1
- 239000002657 fibrous material Substances 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000035939 shock Effects 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
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
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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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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Abstract
The invention discloses a kind of antidetonation bridge piers of rigid frame bridge, including lower energy dissipation section, lower reinforcing changeover portion, general pier shaft section, upper reinforcing changeover portion and upper energy dissipation section, upper energy dissipation section includes upper stem and upper clad, lower energy dissipation section includes lower stem and lower clad, upper stem and lower stem are made of ultra-high performance concrete, and upper clad, lower clad, upper reinforcing changeover portion, lower reinforcing changeover portion and general pier shaft section are poured by normal concrete.The antidetonation bridge pier of the rigid frame bridge has good anti seismic efficiency, and repairs after being conducive to shake.The present invention also provides a kind of construction methods of the antidetonation bridge pier of rigid frame bridge comprising following steps：The lower stem for lower energy dissipation section of constructing；The lower clad for lower energy dissipation section of constructing；Construction is lower to strengthen changeover portion, general pier shaft section and upper reinforcing changeover portion；The upper stem of energy dissipation section in construction；The upper clad of energy dissipation section in construction, the construction method it is easy to operate, effectively.
Description
Technical field
The invention belongs to rigid frame bridge technical fields, are specifically related to the antidetonation bridge pier and its construction method of a kind of rigid frame bridge.
Background technique
Under geological process, the design principle of bridge is generally " small earthquakes are not bad, medium ones can be repaired, and large ones cannot fall ", and beam bridge is most
Anti-seismic performance for a kind of universal bridge type, beam bridge depends primarily on the anti-seismic performance of pier stud.Bridge Earthquake Resistance Design requires
Under severe earthquake action, pier stud can be damaged, and generate plastic deformation, dissipation seismic energy.The region one that pier stud plastic hinge generates
As be it is fixed, for rigid frame bridge, generally result from the bottom and top (moment of flexure maximum) of rigid frame bridge bridge pier.Pier stud enters
After plasticity, it is necessarily accompanied with pier shaft concrete cracking, reinforcement yielding, the pier stud into plasticity is difficult to repair after shake.
Ultra-high performance concrete (referred to as UHPC) is a kind of high performance cement-based material, and compression strength is up to 150MPa
It is above even higher, since inside is mixed with fibrous material (generally steel fibre), flexural strength 10MPa or more, limiting strain
Substantially exceed normal concrete.It is the development trend of science of bridge building using Materials with High Strength, UHPC material, which has begun, is applied to master
Girder construction, paving steel bridge deck, girder seam refuse incomplete statistics, and the whole world is using UHPC as main or part construction material
Bridge up to more than 200 seats.But UHPC material construction is also higher at present, full-bridge builds economic performance index using UHPC material
Also poor, general UHPC material is used only in crucial force part, can achieve to take into account and improves mechanical property economic index simultaneously
Also preferably.
In conclusion the limiting strain of the far super normal concrete of ultra-high performance concrete, and there is high intensity, this two o'clock
So that it is played a significant role in the structure of earthquake resistance, the shock resistance of bridge pier column how is more preferably improved using ultra-high performance concrete
Can, become those skilled in the relevant arts' technical problem urgently to be resolved.
Summary of the invention
It is an object of the invention to overcome the deficiencies in the prior art described above, a kind of antidetonation bridge pier of rigid frame bridge is provided.It should
The antidetonation bridge pier of rigid frame bridge has good anti seismic efficiency, and repairs after being conducive to shake, does not influence normal traffic.
To achieve the above object, rigid frame bridge of the present invention antidetonation bridge pier the technical solution adopted is that：A kind of rigid frame bridge resists
Shake bridge pier, it is characterised in that：Including sequentially connected lower energy dissipation section from bottom to top, lower reinforcing changeover portion, general pier shaft section,
The lower end of upper reinforcing changeover portion and upper energy dissipation section, the lower energy dissipation section is connected with pier cap, the upper reinforcing
The upper end of changeover portion is connected with the beam body of rigid frame bridge, the upper energy dissipation section include made of ultra-high performance concrete on
Stem and the upper clad being arranged on the outside of the upper stem, the lower energy dissipation section includes being made of ultra-high performance concrete
Lower stem and the lower clad that is arranged on the outside of the lower stem, the upper clad, lower clad, upper reinforcing changeover portion,
Lower reinforcing changeover portion and general pier shaft section are poured by normal concrete.
A kind of antidetonation bridge pier of above-mentioned rigid frame bridge, it is characterised in that：For pouring the upper reinforcing changeover portion and lower strong
The intensity for changing the normal concrete of changeover portion is strong greater than the normal concrete for pouring the upper clad and lower clad
Degree.
A kind of antidetonation bridge pier of above-mentioned rigid frame bridge, it is characterised in that：The lower reinforcing is protruded into the upper end of the lower stem
Pier cap is protruded into the lower end of changeover portion, the lower stem；The beam body of rigid frame bridge, the upper core are protruded into the upper end of the upper stem
Reinforcing changeover portion is protruded into the lower end of column.
A kind of antidetonation bridge pier of above-mentioned rigid frame bridge, it is characterised in that：Multiple lower claddings are provided in the lower clad
Vertical reinforcement with for being provided in the lower reinforcing changeover portion by multiple lower lower cladding stirrups for being connected of cladding vertical reinforcements
Multiple lower transition vertical reinforcements and the lower transition stirrup for multiple lower transition vertical reinforcements to be connected, the general pier
Multiple pier shaft vertical reinforcements and the pier shaft stirrup for multiple pier shaft vertical reinforcements to be connected are provided in figure, it is described strong
Change in changeover portion and is provided with multiple upper transition vertical reinforcements and the upper mistake for multiple upper transition vertical reinforcements to be connected
Cross stirrup, be provided in the upper clad multiple upper cladding vertical reinforcements with for multiple upper cladding vertical reinforcements to be connected
Upper cladding stirrup；The lower end of the lower transition vertical reinforcement is extend into the lower clad, the upper transition vertical reinforcement
Upper end extend into the upper clad, the lower cladding vertical reinforcement, lower transition vertical reinforcement, pier shaft vertical reinforcement, on
Transition vertical reinforcement and upper cladding vertical reinforcement successively connect one to one, the lower transition vertical reinforcement and corresponding thereto
Pier shaft vertical reinforcement, and upper transition vertical reinforcement corresponding thereto are made of same root reinforcing bar.
A kind of antidetonation bridge pier of above-mentioned rigid frame bridge, it is characterised in that：The lower cladding vertical reinforcement and corresponding thereto
Lower transition vertical reinforcement composition be detachably connected；The upper cladding vertical reinforcement and upper transition vertical reinforcement corresponding thereto
Composition is detachably connected.
A kind of antidetonation bridge pier of above-mentioned rigid frame bridge, it is characterised in that：The lower cladding vertical reinforcement and corresponding thereto
Lower transition vertical reinforcement by lower sleeve composition be detachably connected, one end of the lower sleeve and lower cladding vertical reinforcement composition
It is threadedly coupled, the other end of the lower sleeve is threadedly coupled with lower transition vertical reinforcement composition；The upper cladding vertical reinforcement and
Upper transition vertical reinforcement corresponding thereto is detachably connected by upper bush composition, and one end of the upper bush and upper cladding are perpendicular
It constitutes and is threadedly coupled to reinforcing bar, the other end of the upper bush is threadedly coupled with upper transition vertical reinforcement composition.
A kind of antidetonation bridge pier of above-mentioned rigid frame bridge, it is characterised in that：It is provided in multiple first and erects in the lower stem
To reinforcing bar and stirrup in first for vertical reinforcement in multiple first to be connected；Multiple second are provided in the upper stem
Interior vertical reinforcement and stirrup in second for vertical reinforcement in multiple second to be connected.
A kind of antidetonation bridge pier of above-mentioned rigid frame bridge, it is characterised in that：The upper end of vertical reinforcement is stretched upwards in described first
Enter the lower reinforcing changeover portion, the lower end of vertical reinforcement extends downwardly into pier cap in described first；Vertical steel in described second
The upper end of muscle extends upwardly into the beam body of rigid frame bridge, and the lower end of vertical reinforcement extends downwardly into the upper reinforcing transition in described second
Section.
A kind of antidetonation bridge pier of above-mentioned rigid frame bridge, it is characterised in that：The lateral surface of the lower stem be provided with it is multiple to
The lower strip projected parts of outer protrusion, the lower strip projected parts extend along the length direction of the lower stem, the two neighboring lower item
Lower groove is formed between shape protrusion；The lateral surface of the upper stem is provided with multiple upper strip projected parts outwardly protruded, it is described on
Strip projected parts extend along the length direction of the upper stem, form upper groove between the two neighboring upper strip projected parts.
For the antidetonation bridge pier for above-mentioned rigid frame bridge of quickly and effectively constructing, the present invention also provides a kind of the anti-of rigid frame bridge
Shake the construction method of bridge pier, which is characterized in that include the following steps：
Step 1: the lower stem for lower energy dissipation section of constructing：
Vertical reinforcement in multiple first is set on pier cap, and binding is more on vertical reinforcement in multiple described first
Stirrup in a first, then branch makes stem template, and pours ultra-high performance concrete into the lower stem template, to make
At the lower stem of lower energy dissipation section；
Step 2: the lower clad for lower energy dissipation section of constructing：
Multiple lower cladding vertical reinforcements, the lower end connection of the lower cladding vertical reinforcement are laid in the outside of the lower stem
Stirrup is coated on pier cap, and under binding on the lower cladding vertical reinforcement, then props up and makes clad template, and to
Normal concrete is poured in the lower clad template, to form lower clad, the lower clad and the lower common structure of stem
At the energy dissipation section of lower bridge pier；
Step 3: construction is lower to strengthen changeover portion, following steps are specifically included：
Step 301 lays multiple lower transition vertical reinforcements in the top of the lower energy dissipation section, and the lower transition is vertical
The lower end of reinforcing bar is connected with lower cladding vertical reinforcement corresponding thereto, and by lower transition stirrup that the lower transition is vertical
Reinforcing bar binding connection；
Step 302, branch, which are made, strengthens changeover portion template, pours common coagulation to the lower inside for strengthening changeover portion template
Soil, to form the lower reinforcing changeover portion of bridge pier；
Step 4: general pier shaft section of constructing, specifically includes following steps：
Step 401 corresponds binding pier shaft vertical reinforcement in the top of multiple lower transition vertical reinforcements, and passes through
The pier shaft vertical reinforcement is bound and is connected by pier shaft stirrup 32；
Step 402, branch found general pier shaft section template, pour normal concrete to the inside of the general pier shaft section template；
Step 401~402 are repeated, until completing the construction of entire general pier shaft section；
Step 5: strengthening changeover portion in construction, following steps are specifically included：
Step 501 corresponds the upper transition vertical reinforcement of binding in the top for the pier shaft vertical reinforcement for being located proximate to beam body,
And the upper transition vertical reinforcement binding is connected by upper transition stirrup；
Strengthen changeover portion template in step 502, Zhi Li, pours common coagulation to the upper inside for strengthening changeover portion template
Soil, thus the upper reinforcing changeover portion of bridge pier；
Step 6: the upper stem for upper energy dissipation section of constructing：
Vertical reinforcement in multiple second, and the vertical reinforcement in multiple described second are set on the upper reinforcing changeover portion
Stirrup in upper binding multiple second, then stem template on Zhi Li, and very-high performance coagulation is poured into the upper stem template
Soil, so that the upper stem of energy dissipation section be made；
Step 7: the upper clad for upper energy dissipation section of constructing：
Multiple upper cladding vertical reinforcements, the lower end of the upper cladding vertical reinforcement and upper reinforcing are laid in the outside of upper stem
The upper end of vertical reinforced steel in changeover portion connects one to one, and coats hoop in binding on the upper cladding vertical reinforcement
Muscle, then clad template on Zhi Li, and normal concrete is poured into the upper clad template, to be coated on being formed
Layer, the upper clad and upper stem collectively form the upper energy dissipation section.
Compared with the prior art, the present invention has the following advantages：
1, the antidetonation bridge pier of rigid frame bridge of the present invention energy dissipation section under the setting of bridge pier bottom, resists in pier coping portion setting
Shake energy consumption section, the upper energy dissipation section use the upper stem made of ultra-high performance concrete and made of normal concretes
Upper clad composition, lower energy dissipation section use the lower stem made of ultra-high performance concrete and made of normal concretes
Lower clad composition, under bridge pier severe earthquake action, upper energy dissipation section and lower energy dissipation section are in areas of plasticity hinge, i.e., upper packet
The concrete of coating and lower clad can enter plasticity come the seismic energy that dissipates, and the upper stem and lower stem inside bridge pier due to
Limiting strain is big, intensity is high, then will not be damaged, can guarantee in geological process the common coagulation of clad and lower clad into
After entering plastic deformation, and stem and lower stem are still intact on inside corresponding thereto.It can be directly by upper packet when being repaired after shake
The concrete chisel removal of coating and lower clad, upper stem and lower stem all have sufficient intensity to resist permanent mobile load during reparation.
2, the antidetonation bridge pier of rigid frame bridge of the present invention is by strengthening changeover portion and lower reinforcing changeover portion, main purpose in setting
For：It is connected by upper reinforcing changeover portion with upper energy dissipation section, lower reinforcing changeover portion is connected with lower energy dissipation section, and on
The concrete strength for strengthening changeover portion is higher than the concrete of upper energy dissipation section clad, the lower concrete strength for strengthening changeover portion
Higher than the concrete of lower energy dissipation section clad, so that the upper section bending resistance for strengthening changeover portion is greater than upper energy dissipation section
Bending resistance, similarly, but also it is lower strengthen changeover portion section bending resistance be greater than lower energy dissipation section bending resistance, from
And may insure under geological process, the concrete of the lower clad of the clad of upper energy dissipation section and lower energy dissipation section is first
It is introduced into plasticity, achievees the effect that absorb seismic energy.
3, the antidetonation bridge pier of rigid frame bridge of the present invention realizes lower cladding vertical reinforcement and lower transition vertical steel by lower sleeve
Effective connection of muscle, while can facilitate and disassemble lower cladding vertical reinforcement from lower transition vertical reinforcement, similarly, pass through
Upper bush realizes effective connection of upper cladding vertical reinforcement and upper transition vertical reinforcement, while can facilitate upper cladding is vertical
Reinforcing bar is disassembled from upper transition vertical reinforcement, and the structure of upper bush and lower sleeve is simple, easy to operate.
4, construction method of the present invention is easy to operate, can effectively construct by lower energy dissipation section, lower reinforcing changeover portion,
The rigid frame bridge bridge pier that general pier shaft section, upper reinforcing changeover portion and upper energy dissipation section are constituted.
Below by drawings and examples, technical scheme of the present invention will be described in further detail.
Detailed description of the invention
It, below will be to embodiment or the prior art in order to illustrate more clearly of the present invention or technical solution in the prior art
Attached drawing needed in description is briefly described, it should be apparent that, drawings discussed below is only of the invention one
A little embodiments for those skilled in the art without creative efforts, can also be according to these attached drawings
Obtain other attached drawings.
Fig. 1 is the overall structure diagram of antidetonation bridge pier of the present invention.
Fig. 2 is the left view of Fig. 1.
Fig. 3 is the A-A cross-sectional view in Fig. 2.
Fig. 4 is the B-B cross-sectional view in Fig. 2.
Fig. 5 is the C-C cross-sectional view in Fig. 2.
Fig. 6 is the upper bush of antidetonation bridge pier of the present invention and the use state diagram of lower sleeve.
Fig. 7 is the upper stem of antidetonation bridge pier of the present invention and the cross-sectional view of lower stem.
Fig. 8 is the method flow diagram of construction method of the present invention.
Description of symbols:
1-lower energy dissipation section；11-lower stems；
Vertical reinforcement in 111-the first；Stirrup in 112-the first；
113-lower strip projected parts；114-lower grooves；
12-lower clads；121-lower cladding vertical reinforcements；
122-lower cladding stirrups；2-lower reinforcing changeover portions；
21-lower transition vertical reinforcements；22-lower transition stirrups；
3-general pier shaft sections；31-pier shaft vertical reinforcements；
32-pier shaft stirrups；4-above strengthen changeover portion；
41-upper transition vertical reinforcements；42-upper transition stirrups；
5-upper energy dissipation sections；51-upper stems；
Vertical reinforcement in 511-the second；Stirrup in 512-the second；
513-upper strip projected parts；514-upper grooves；
52-upper clads；521-above coat vertical reinforcement；
522-above coat stirrup；6-pier caps；
7-beam bodies；8-lower sleeves；
9-upper bushes.
Specific embodiment
Below in conjunction with the attached drawing in the present invention, the technical solution in the present invention is clearly and completely described, is shown
So, described embodiments are only a part of the embodiments of the present invention, instead of all the embodiments.Based on the reality in the present invention
Example is applied, all other embodiment obtained by those of ordinary skill in the art without making creative efforts all belongs to
In the scope of protection of the invention.
A kind of antidetonation bridge pier of rigid frame bridge as depicted in figs. 1 and 2, including sequentially connected lower energy dissipation from bottom to top
Section 1, lower reinforcing changeover portion 2, general pier shaft section 3, upper reinforcing changeover portion 4 and upper energy dissipation section 5, the lower energy dissipation section 1
Lower end be connected with pier cap 6, the upper upper end for strengthening changeover portion 4 is connected with the beam body 7 of rigid frame bridge, described anti-
Shake energy consumption section 5 includes the upper stem 51 made of ultra-high performance concrete and the upper clad that 51 outside of upper stem is arranged in
52, the lower energy dissipation section 1 includes the lower stem 11 made of ultra-high performance concrete and is arranged outside the lower stem 11
The lower clad 12 of side, the upper clad 52, lower clad 12, upper reinforcing changeover portion 4, lower reinforcing changeover portion 2 and general pier
Figure 3 is poured by normal concrete.
In the present embodiment, upper energy dissipation section 5, institute is arranged in pier coping portion in the energy dissipation section 1 under the setting of bridge pier bottom
Energy dissipation section 5 is stated using the upper stem 51 made of ultra-high performance concrete and the upper clad made of normal concrete
52 compositions, the lower energy dissipation section 1 are made using the lower stem 11 made of ultra-high performance concrete and of normal concrete
Lower clad 12 form, under bridge pier severe earthquake action, upper energy dissipation section 5 and lower energy dissipation section 1 are in areas of plasticity hinge,
Institute's bending moment is greater than bridge pier rest part, and 52 stress of upper clad is greater than its internal 51 stress of upper stem, lower clad 12
Stress is greater than its internal 11 stress of lower stem, and the concrete of upper clad 52 and lower clad 12 can enter plasticity to dissipate ground
Energy is shaken, and the upper stem 51 and lower stem 11 inside bridge pier will not be then damaged since limiting strain is big, intensity is high, can be protected
Card is after the common coagulation of clad 52 and lower clad 12 enters plastic deformation in geological process, and inside corresponding thereto
Upper stem 51 and lower stem 11 are still intact.It can be directly by the concrete chisel of upper clad 52 and lower clad 12 when being repaired after shake
It removes, upper stem 51 and lower stem 11 all have sufficient intensity to resist permanent mobile load during reparation.The bridge pier has good antidetonation
Effect, and repaired after being conducive to shake, do not influence normal traffic.
In the present embodiment, the cross-sectional area of the upper stem 51 and lower stem 11 determines in the following manner, following stem
It is illustrated for 11, the cross-sectional area of the lower stem 11 is Au, the material compression strength design value of the lower stem 11 is
fuc, the area of the general pier shaft section 3 is A, and the concrete crushing strength design value is fc, the cross section of the lower stem 11
Product is determined by following formula：
Au≧Afc/fuc
By the setting of the cross-sectional area to upper stem 51 and lower stem 11, stem 51 and lower 11 resistance to compression of stem can be enable
Power is not less than general 3 total cross-section anti-pressure ability of bridge pier pier shaft section, guarantees the lower clad 12 and upper antidetonation consumption of lower energy dissipation section 1
After the upper clad 52 of energy section 5 enters plasticity, bridge pier anti-pressure ability is not influenced, it can be upper clad 52 and lower packet when being repaired after shake
Coating 12 enters the concrete chisel removal of plasticity, and pours again, the normal use without influencing bridge pier.
In the present embodiment, for pouring the upper intensity for strengthening changeover portion 4 and the lower normal concrete for strengthening changeover portion 2
Greater than the intensity of the normal concrete for pouring the upper clad 52 and lower clad 12.
In the present embodiment, it is by reinforcing changeover portion 4 in setting and lower reinforcing changeover portion 2, main purpose：By upper strong
Change changeover portion 4 be connected with upper energy dissipation section 5, lower reinforcing changeover portion 2 is connected with lower energy dissipation section 1, and on strengthened
The concrete strength for crossing section 4 is higher than the concrete of upper 5 clad 52 of energy dissipation section, the lower concrete strength for strengthening changeover portion 2
Higher than the concrete of lower 1 clad 12 of energy dissipation section, so that the upper section bending resistance for strengthening changeover portion 4 is consumed greater than upper antidetonation
The bending resistance of energy section 5, similarly, but also the lower section bending resistance for strengthening changeover portion 2 is greater than the bending resistance of lower energy dissipation section 1
Ability, so as to ensure under geological process, the lower cladding of the clad 52 of upper energy dissipation section 5 and lower energy dissipation section 1
The concrete of layer 12 initially enters plasticity, achievees the effect that absorb seismic energy.
In the present embodiment, the lower reinforcing changeover portion 2, the lower end of the lower stem 11 are protruded into the upper end of the lower stem 11
Protrude into pier cap 6；The beam body 7 of rigid frame bridge is protruded into the upper end of the upper stem 51, and the lower end of the upper stem 51 is protruded by force
Change changeover portion 4.The globality of the antidetonation bridge pier can be effectively improved in this way.
In conjunction with Fig. 2, Fig. 3, Fig. 4 and Fig. 5, it is provided with multiple lower cladding vertical reinforcements 121 in the lower clad 12 and uses
It is multiple in being provided in the lower cladding stirrup 122 that multiple lower cladding vertical reinforcements 121 are connected, the lower reinforcing changeover portion 2
Lower transition vertical reinforcement 21 and the lower transition stirrup 22 for multiple lower transition vertical reinforcements 21 to be connected are described general
Multiple pier shaft vertical reinforcements 31 and the pier shaft stirrup for multiple pier shaft vertical reinforcements 31 to be connected are provided in pier shaft section 3
32, multiple upper transition vertical reinforcements 41 are provided in the upper reinforcing changeover portion 4 and for by multiple upper transition vertical steels
The upper transition stirrup 42 that muscle 41 is connected is provided with multiple upper cladding vertical reinforcements 521 in the upper clad 52 and for will
The upper cladding stirrup 522 that multiple upper cladding vertical reinforcements 521 are connected；The lower end of the lower transition vertical reinforcement 21 extend into institute
It states in lower clad 12, the upper end of the upper transition vertical reinforcement 41 is extend into the upper clad 52, and the lower cladding is perpendicular
To reinforcing bar 121, lower transition vertical reinforcement 21, pier shaft vertical reinforcement 31, upper transition vertical reinforcement 41 and upper cladding vertical reinforcement 521
Successively connect one to one, the lower transition vertical reinforcement 21 and pier shaft vertical reinforcement 31 corresponding thereto, and with its phase
Corresponding upper transition vertical reinforcement 41 is made of same root reinforcing bar.
In the present embodiment, vertical reinforcement 521 and upper is coated by laying in the upper clad 52 of upper energy dissipation section 5
Stirrup 522 is coated, upper transition vertical reinforcement 41 and upper transition stirrup 42 are set in upper reinforcing changeover portion 4, in general pier shaft section 3
Interior laying pier shaft vertical reinforcement 31 and pier shaft stirrup 32, transition vertical reinforcement 21 and lower mistake under being arranged in lower reinforcing changeover portion 2
Stirrup 22 is crossed, cloth sets cladding vertical reinforcement 121 and lower cladding stirrup 122 in the lower clad 12 of lower energy dissipation section 1, leads to
Cross and above-mentioned vertical reinforcement and stirrup be set, it can be ensured that after upper clad 52 and lower clad 12 enter plastic deformation, it is described on
Energy dissipation section 5 and lower energy dissipation section 1 also have enough ductility, come the seismic energy that dissipates.
In conjunction with Fig. 2 and Fig. 6, the lower cladding vertical reinforcement 121 and lower transition vertical reinforcement 21 corresponding thereto pass through
The composition of lower sleeve 8 is detachably connected, and one end of the lower sleeve 8 is threadedly coupled with lower cladding vertical reinforcement 121 composition, under described
The other end of sleeve 8 is threadedly coupled with lower transition vertical reinforcement 21 composition；The upper cladding vertical reinforcement 521 and corresponding thereto
Upper transition vertical reinforcement 41 be detachably connected by the composition of upper bush 9, one end of the upper bush 9 and upper cladding vertical reinforcement
521 constitute threaded connection, and the other end of the upper bush 9 is threadedly coupled with upper transition vertical reinforcement 41 composition.
In the present embodiment, pass through being detachably connected for lower cladding vertical reinforcement 121 and lower transition vertical reinforcement 21, Neng Goufang
When just being repaired after shake, directly the spade of the lower clad 12 of lower energy dissipation section 1 can be removed, by lower cladding vertical reinforcement
121 dismantle with lower transition vertical reinforcement 21, and lower cladding vertical reinforcement 121 is removed, and reinforcing bar are truncated without scene, greatly
Facilitate construction；Similarly, being detachably connected by upper cladding vertical reinforcement 521 and upper transition vertical reinforcement 41, can facilitate
When being repaired after shake, directly the spade of the upper clad 52 of upper energy dissipation section 5 can be removed, by upper cladding vertical reinforcement
521 dismantle with upper transition vertical reinforcement 41, and upper cladding vertical reinforcement 521 is removed, and reinforcing bar are truncated without scene, greatly
Facilitate construction.
In the present embodiment, the effective of lower cladding vertical reinforcement 121 and lower transition vertical reinforcement 21 is realized by lower sleeve 8
Connection, while can facilitate and disassemble lower cladding vertical reinforcement 121 from lower transition vertical reinforcement 21, similarly, by upper
Sleeve 9 realizes effective connection of upper cladding vertical reinforcement 521 and upper transition vertical reinforcement 41, while can facilitate upper cladding
Vertical reinforcement 521 is disassembled from upper transition vertical reinforcement 41, and the structure of the upper bush 9 and lower sleeve 8 is simple, operation side
Just.
In conjunction with Fig. 2 and Fig. 3, vertical reinforcement 111 is provided in multiple first in the lower stem 11 and for by multiple the
Stirrup 112 in vertical reinforcement 111 is connected in one first；Vertical reinforcement in multiple second is provided in the upper stem 51
511 with stirrup 512 in second for vertical reinforcement 511 in multiple second to be connected.
In the present embodiment, by the way that stirrup 112 in vertical reinforcement 111 and first is arranged in first in the inside of lower stem 11,
The vertical compression ability of the lower stem 11 can further be promoted；Similarly, by the inside of upper stem 51 setting second
Stirrup 512 in vertical reinforcement 511 and second can further promote the vertical compression ability of the upper stem 51.
As shown in Fig. 2, the upper end of vertical reinforcement 111 extends upwardly into the lower reinforcing changeover portion 2 in described first, described
The lower end of vertical reinforcement 111 extends downwardly into pier cap 6 in one；The upper end of vertical reinforcement 511 extends upwardly into just in described second
The beam body 7 of structure bridge, the lower end of vertical reinforcement 511 extends downwardly into the upper reinforcing changeover portion 4 in described second.
In the present embodiment, under being ensured by making the upper end of vertical reinforcement 111 in first extend upwardly into lower reinforcing changeover portion 2
Stem 11 strengthens being reliably connected for changeover portion 2 with lower, by making the lower end of vertical reinforcement 111 in first extend downwardly into pier cap
6 ensure being reliably connected for lower stem 11 and pier cap 6；Similarly, by stretching the upper end of vertical reinforcement 511 in second upwards
Enter beam body 7 to ensure being reliably connected for upper stem 51 and beam body 7, it is upper strong by protruding into the lower end of vertical reinforcement 511 in second
Change changeover portion 4, to ensure that upper stem 51 strengthens being reliably connected for changeover portion 4 with upper.
In the present embodiment, the lower energy dissipation section 1, upper energy dissipation section 5, lower reinforcing changeover portion 2, upper reinforcing changeover portion
4 and general pier shaft section 3 cross section be it is rectangular, the cross section of the lower stem 11 and upper stem 51 is rectangular.
As shown in fig. 7, the lateral surface of the lower stem 11 is provided with multiple lower strip projected parts 113 outwardly protruded, it is described
Lower strip projected parts 113 extend along the length direction of the lower stem 11, under being formed between the two neighboring lower strip projected parts 113
Groove 114；The lateral surface of the upper stem 51 is provided with multiple upper strip projected parts 513 outwardly protruded, the upper strip projected parts
513 extend along the length direction of the upper stem 51, and upper groove 514 is formed between the two neighboring upper strip projected parts 513.
In the present embodiment, by the way that upper strip projected parts 513 and upper groove 514 are arranged in upper stem 51, upper stem can be enhanced
51 with the contact area of upper clad 52, and then enhance the bonding strength of upper stem 51 and upper clad 52；By in lower stem
11 are arranged lower strip projected parts 113 and groove 114, can enhance the contact area of lower stem 11 and lower clad 12, and then enhance
The bonding strength of lower stem 11 and lower clad 12.
A kind of construction method of the antidetonation bridge pier of rigid frame bridge as shown in Figure 8, includes the following steps：
Step 1: the lower stem 11 for lower energy dissipation section 1 of constructing：
Vertical reinforcement 111 in multiple first, and the vertical reinforcement 111 in multiple described first are set on pier cap 6
Stirrup 112 in upper binding multiple first, then branch makes stem template, and pours very-high performance into the lower stem template and mix
Solidifying soil, so that the lower stem 11 of lower energy dissipation section 1 be made；
Step 2: the lower clad 12 for lower energy dissipation section 1 of constructing：
Multiple lower cladding vertical reinforcements 121 are laid in the outside of the lower stem 11, the lower cladding vertical reinforcement 121
Lower end is connected on pier cap 6, and coats stirrup 122 under binding on the lower cladding vertical reinforcement 121, and then branch is made
Clad template, and normal concrete is poured into the lower clad template, to form lower clad 12, the lower cladding
Layer 12 and lower stem 11 collectively form the energy dissipation section 1 of lower bridge pier；
Step 3: construction is lower to strengthen changeover portion 2, following steps are specifically included：
Step 301 lays multiple lower transition vertical reinforcements 21, the lower transition in the top of the lower energy dissipation section 1
The lower end of vertical reinforcement 21 is connected with lower cladding vertical reinforcement 121 corresponding thereto, and by lower transition stirrup 22 by institute
State the lower binding of transition vertical reinforcement 21 connection；Specifically, the lower upper end for strengthening the lower transition vertical reinforcement 21 in changeover portion 2 can be with
It protrudes into general pier shaft section 3；
Step 302, branch, which are made, strengthens changeover portion template, pours common coagulation to the lower inside for strengthening changeover portion template
Soil, to form the lower reinforcing changeover portion of bridge pier；
Step 4: general pier shaft section 3 of constructing, specifically includes following steps：
Step 401 corresponds binding pier shaft vertical reinforcement 31 in the top of multiple lower transition vertical reinforcements 21, and
The pier shaft vertical reinforcement 31 is bound by pier shaft stirrup 32 and is connected；
Step 402, branch found general pier shaft section template, pour normal concrete to the inside of the general pier shaft section template；
Step 401~402 are repeated, until completing the construction of entire general pier shaft section 3；
Step 5: strengthening changeover portion 4 in construction, following steps are specifically included：
Step 501 corresponds the upper transition vertical steel of binding in the top for the pier shaft vertical reinforcement 31 for being located proximate to beam body 7
Muscle 41, and connected the upper binding of transition vertical reinforcement 41 by upper transition stirrup 42；
Strengthen changeover portion template in step 502, Zhi Li, pours common coagulation to the upper inside for strengthening changeover portion template
Soil, thus the upper reinforcing changeover portion 4 of bridge pier；
Step 6: the upper stem 51 for upper energy dissipation section 5 of constructing：
Vertical reinforcement 511 in multiple second is set on the upper reinforcing changeover portion 4, and vertical in multiple described second
Stirrup 512 in multiple second is bound on reinforcing bar 511, then stem template on Zhi Li, and pour into the upper stem template super
High performance concrete, so that the upper stem 51 of energy dissipation section 5 be made；
Step 7: the upper clad 52 for upper energy dissipation section 5 of constructing：
Multiple upper cladding vertical reinforcements 521, the lower end of the upper cladding vertical reinforcement 521 are laid in the outside of upper stem 51
It connects one to one with the upper end of the vertical reinforced steel in upper reinforcing changeover portion 4, and on the upper cladding vertical reinforcement 521
Stirrup 522 is coated in binding, then clad template on Zhi Li, and pour normal concrete into the upper clad template,
To form upper clad 52, the upper clad 52 and upper stem 51 collectively form the upper energy dissipation section 5.
In the present embodiment, the construction method it is easy to operate, can effectively construct by lower energy dissipation section 1, lower reinforcing
The rigid frame bridge bridge pier that changeover portion 2, general pier shaft section 3, upper reinforcing changeover portion 4 and upper energy dissipation section 5 are constituted.
The above is only presently preferred embodiments of the present invention, is not intended to limit the invention in any way, it is all according to the present invention
Technical spirit any simple modification, change and equivalent structure transformation to the above embodiments, still fall within skill of the present invention
In the protection scope of art scheme.
Claims (10)
1. a kind of antidetonation bridge pier of rigid frame bridge, it is characterised in that：Including sequentially connected lower energy dissipation section (1) from bottom to top,
Lower reinforcing changeover portion (2), general pier shaft section (3), upper reinforcing changeover portion (4) and upper energy dissipation section (5), the lower energy dissipation
The lower end of section (1) is connected with pier cap (6), and the upper upper end for strengthening changeover portion (4) is connected with the beam body (7) of rigid frame bridge
It connects, the upper energy dissipation section (5) includes upper made of ultra-high performance concrete stem (51) and is arranged in the upper stem
(51) the upper clad (52) on the outside of, the lower energy dissipation section (1) include the lower stem made of ultra-high performance concrete
(11) and lower clad (12) on the outside of the lower stem (11) is set, the upper clad (52), lower clad (12), on
Strengthen changeover portion (4), lower reinforcing changeover portion (2) and general pier shaft section (3) to be poured by normal concrete.
2. a kind of antidetonation bridge pier of rigid frame bridge according to claim 1, it is characterised in that：Strengthened on described for pouring
The intensity for crossing section (4) and the lower normal concrete for strengthening changeover portion (2) is greater than for pouring upper clad (52) He Xiabao
The intensity of the normal concrete of coating (12).
3. a kind of antidetonation bridge pier of rigid frame bridge according to claim 1, it is characterised in that：The upper end of the lower stem (11)
The lower reinforcing changeover portion (2) is protruded into, pier cap (6) are protruded into the lower end of the lower stem (11)；The upper stem (51)
The beam body (7) of rigid frame bridge is protruded into upper end, and the lower end of the upper stem (51), which is protruded into, strengthens changeover portion (4).
4. a kind of antidetonation bridge pier of rigid frame bridge according to claim 1, it is characterised in that：It is set in the lower clad (12)
It is equipped with multiple lower claddings vertical reinforcement (121) and the lower cladding stirrup for multiple lower claddings vertical reinforcement (121) to be connected
(122), it is provided with multiple lower transition vertical reinforcements (21) in the lower reinforcing changeover portion (2) and is used for multiple lower transition
The lower transition stirrup (22) that vertical reinforcement (21) is connected, the general pier shaft section (3) is interior to be provided with multiple pier shaft vertical reinforcements
(31) with the pier shaft stirrup (32) for multiple pier shaft vertical reinforcements (31) to be connected, the upper reinforcing changeover portion (4) is interior to be set
It is equipped with multiple upper transition vertical reinforcements (41) and the upper transition hoop for multiple upper transition vertical reinforcements (41) to be connected
Muscle (42), the upper clad (52) is interior to be provided with multiple upper cladding vertical reinforcements (521) and for multiple upper claddings are vertical
The upper cladding stirrup (522) that reinforcing bar (521) is connected；The lower end of the lower transition vertical reinforcement (21) extend into the lower cladding
In layer (12), the upper end of the upper transition vertical reinforcement (41) is extend into the upper clad (52), and the lower cladding is vertical
Reinforcing bar (121), lower transition vertical reinforcement (21), pier shaft vertical reinforcement (31), upper transition vertical reinforcement (41) and upper cladding are vertical
Reinforcing bar (521) successively connects one to one.
5. a kind of antidetonation bridge pier of rigid frame bridge according to claim 4, it is characterised in that：The lower cladding vertical reinforcement
(121) and corresponding thereto lower transition vertical reinforcement (21) constitutes and is detachably connected；The upper cladding vertical reinforcement (521) and
Upper transition vertical reinforcement (41) corresponding thereto constitutes and is detachably connected.
6. a kind of antidetonation bridge pier of rigid frame bridge according to claim 5, it is characterised in that：The lower cladding vertical reinforcement
(121) and corresponding thereto lower transition vertical reinforcement (21) is made up of lower sleeve (8) and is detachably connected, the lower sleeve
(8) one end constitutes with lower cladding vertical reinforcement (121) and is threadedly coupled, and the other end of the lower sleeve (8) and lower transition are vertical
Reinforcing bar (21), which is constituted, to be threadedly coupled；Upper cladding vertical reinforcement (521) and upper transition vertical reinforcement (41) corresponding thereto
It is made up of and is detachably connected upper bush (9), one end of the upper bush (9) and upper cladding vertical reinforcement (521) constitute screw thread
Connection, the other end of the upper bush (9) are constituted with upper transition vertical reinforcement (41) and are threadedly coupled.
7. a kind of antidetonation bridge pier of rigid frame bridge according to claim 1, it is characterised in that：Setting in the lower stem (11)
There are vertical reinforcement (111) in multiple first and stirrup in first for vertical reinforcement (111) in multiple first to be connected
(112)；Vertical reinforcement (511) is provided in multiple second in the upper stem (51) and for by vertical reinforcement in multiple second
(511) stirrup (512) in second to be connected.
8. a kind of antidetonation bridge pier of rigid frame bridge according to claim 7, it is characterised in that：Vertical reinforcement in described first
(111) upper end extends upwardly into the lower reinforcing changeover portion (2), and the lower end of vertical reinforcement (111) extends downwardly into described first
Pier cap (6)；The upper end of vertical reinforcement (511) extends upwardly into the beam body (7) of rigid frame bridge in described second, erects in described second
The upper reinforcing changeover portion (4) is extended downwardly into the lower end of reinforcing bar (511).
9. a kind of antidetonation bridge pier of rigid frame bridge according to claim 1, it is characterised in that：The outside of the lower stem (11)
Face is provided with multiple lower strip projected parts (113) outwardly protruded, length of the lower strip projected parts (113) along the lower stem (11)
It spends direction to extend, forms lower groove (114) between the two neighboring lower strip projected parts (113)；Outside the upper stem (51)
Side is provided with multiple upper strip projected parts (513) outwardly protruded, and the upper strip projected parts (513) are along the upper stem (51)
Length direction extends, and forms upper groove (514) between the two neighboring upper strip projected parts (513).
10. a kind of construction method of the antidetonation bridge pier of rigid frame bridge, which is characterized in that include the following steps：
Step 1: the lower stem (11) of construction lower energy dissipation section (1)：
Vertical reinforcement (111) in multiple first, and the vertical reinforcement in multiple described first are set on pier cap (6)
(111) stirrup (112) in multiple first are bound on, then branch makes stem template, and pours into the lower stem template super
High performance concrete, so that the lower stem (11) of lower energy dissipation section (1) be made；
Step 2: the lower clad (12) of construction lower energy dissipation section (1)：
Multiple lower cladding vertical reinforcements (121), the lower cladding vertical reinforcement (121) are laid in the outside of the lower stem (11)
Lower end be connected on pier cap (6), and lower cladding stirrup (122) is bound on the lower cladding vertical reinforcement (121), so
Branch makes clad template afterwards, and pours normal concrete into the lower clad template, so that lower clad (12) are formed,
The lower clad (12) and lower stem (11) collectively form the energy dissipation section (1) of lower bridge pier；
Step 3: construction is lower to strengthen changeover portion (2), following steps are specifically included：
Step 301 lays multiple lower transition vertical reinforcements (21), the lower transition in the top of the lower energy dissipation section (1)
The lower end of vertical reinforcement (21) is connected with lower cladding vertical reinforcement (121) corresponding thereto, and passes through lower transition stirrup
(22) by lower transition vertical reinforcement (21) the binding connection；
Step 302, branch, which are made, strengthens changeover portion template, pours normal concrete to the lower inside for strengthening changeover portion template,
To form the lower reinforcing changeover portion of bridge pier；
Step 4: general pier shaft section (3) of constructing, specifically includes following steps：
Step 401 corresponds binding pier shaft vertical reinforcement (31) in the top of multiple lower transition vertical reinforcements (21), and
The pier shaft vertical reinforcement (31) is bound by pier shaft stirrup (32) and is connected；
Step 402, branch found general pier shaft section template, pour normal concrete to the inside of the general pier shaft section template；
Step 401~402 are repeated, until completing the construction of entire general pier shaft section (3)；
Step 5: strengthening changeover portion (4) in construction, following steps are specifically included：
Step 501 corresponds the upper transition vertical steel of binding in the top for the pier shaft vertical reinforcement (31) for being located proximate to beam body (7)
Muscle (41), and connected upper transition vertical reinforcement (41) binding by upper transition stirrup (42)；
Strengthen changeover portion template in step 502, Zhi Li, pour normal concrete to the upper inside for strengthening changeover portion template,
To the upper reinforcing changeover portion (4) of bridge pier；
Step 6: the upper stem (51) of construction upper energy dissipation section (5)：
Vertical reinforcement (511) in multiple second are set on the upper reinforcing changeover portion (4), and vertical in multiple described second
Stirrup (512) in multiple second are bound on reinforcing bar (511), then stem template on Zhi Li, and pour into the upper stem template
Ultra-high performance concrete is built, so that the upper stem (51) of energy dissipation section (5) be made；
Step 7: the upper clad (52) of construction upper energy dissipation section (5)：
Under the multiple upper cladding vertical reinforcements (521) of the outside of upper stem (51) laying, the upper cladding vertical reinforcement (521)
It holds and connects one to one with the upper end of the vertical reinforced steel in upper reinforcing changeover portion (4), and in the upper cladding vertical reinforcement
(521) stirrup (522) are coated in binding on, then clad template on Zhi Li, and pour into the upper clad template general
Logical concrete, to form upper clad (52), the upper clad (52) and upper stem (51) collectively form the upper antidetonation
It consumes energy section (5).
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| CN201810928354.0A CN108894100B (en) | 2018-08-15 | 2018-08-15 | Anti-seismic pier of rigid frame bridge and construction method thereof |
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| CN201810928354.0A CN108894100B (en) | 2018-08-15 | 2018-08-15 | Anti-seismic pier of rigid frame bridge and construction method thereof |
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| JP2010071003A (en) * | 2008-09-19 | 2010-04-02 | East Japan Railway Co | Structure of step drop section of column base |
| CN103603434A (en) * | 2013-11-26 | 2014-02-26 | 香港华艺设计顾问(深圳)有限公司 | Transitional junction from concrete-filled steel tube combination column to reinforced concrete column |
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