CN108316130A - A kind of assembled pier of regular reinforcement and finish rolling deformed bar hybrid reinforcement - Google Patents
A kind of assembled pier of regular reinforcement and finish rolling deformed bar hybrid reinforcement Download PDFInfo
- Publication number
- CN108316130A CN108316130A CN201810113088.6A CN201810113088A CN108316130A CN 108316130 A CN108316130 A CN 108316130A CN 201810113088 A CN201810113088 A CN 201810113088A CN 108316130 A CN108316130 A CN 108316130A
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- pier
- reinforcement
- finish rolling
- deformed bar
- rolling deformed
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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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- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The present invention provides a kind of assembled pier of regular reinforcement and finish rolling deformed bar hybrid reinforcement, including concrete bearing platform（1）, assembled pier shaft（2）, perforation indulge muscle（6）And unbonded prestressing tendon（7）；It is characterized in that：The assembly pier shaft（2）By prefabricated subsection（4）Muscle is indulged in composition, the perforation（6）It is mixed by two kinds of reinforcing bars of regular reinforcement and finish rolling deformed bar, and and unbonded prestressing tendon（7）Together by concrete bearing platform（1）And each assembled pier shaft（2）It is connected to become complete pier system.
Description
Technical field
The present invention relates to a kind of Precast Concrete Segmental Bridges concrete piers, more particularly to a kind of regular reinforcement and fining twisted steel
The assembled pier of muscle hybrid reinforcement.
Background technology
Bridge collapse caused by the natural calamities such as earthquake and war is also required to carry out using the quick building technology of bridge tight
It is anxious to rebuild.Precast Concrete Segmental Bridges bridge is tied to form one of the effective scheme to meet the demand, and applications well foreground is benefited
In following major advantage：(1) most components are made of industrialization and mechanization is assembled, have efficiency of construction outstanding；
(2) the site operation period is short and is influenced by season and weather small；(3) component makes and curing condition is good so durability is high,
Life cycle management maintenance cost reduces；(4) small to bridge site periphery ecological environment, living environment and existing Coherent traffic noise.
Currently, realizing that the technology that bridge superstructure is quickly built is more mature using Precast Concrete Segmental Bridges, it is compared
Under, the practical engineering application of precast assembly pier is but more rare, studies carefully the main reason is that grinding about the novel pier anti-seismic performance
Hair and application still more lack.China is located in the intersection of circum-Pacific seismic belt and Mediterranean-Himalaya earthquake zone, is
Earthquake disaster one of the countries with the most serious ... in the world.However, the research and invention of most of existing assembled pier are directed generally to carry
The convenience for construction of such high pier reduces degree of injury after pier itself shake, and not to pier under seismic stimulation maximum displacement response
And residual displacement is carried out at the same time effective control after shake.
Have studies have shown that maximum displacement response and its discrete when can effectively reduce pier shake by improving pier post-yield stiffness
Property, while significantly improving pier self-resetting capability, ensuring functionality after bridge structure shake.Using Precast Concrete Segmental Bridges technology to realize
The efficient and green construction of reinforced concrete knoll, while pier post-yield stiffness is significantly improved to improve pier itself anti-seismic performance and oneself
Reseting performance, China to entering traffic infrastructure Large scale construction have practical significance outstanding.But at present for carrying
High this problem of assembly pier post-yield stiffness also lacks ripe solution.
Invention content
In order to solve the above-mentioned problems of the prior art, the present invention is to provide for a kind of regular reinforcement and fining twisted steel
The assembled pier and construction method of muscle hybrid reinforcement solve maximum displacement when being difficult to reduce pier shake simultaneously in existing assembled pier technology
This problem of residual displacement after reaction and shake.Regular reinforcement yield strength standard value is between 400MPa ~ 500MPa, finish rolling screw thread
The yield strength standard value of reinforcing bar is between 785MPa ~ 1200MPa, the two elasticity modulus having the same.Therefore, work as the present invention
When the assembled pier of the hybrid reinforcement proposed suffers disaster from an earthquake, the regular reinforcement configured in pier will take the lead in surrendering, and pass through bullet
Plastic deformation dissipation ground motion is input to the energy in bridge structure, is moved to be conducive to reduce bridge displacement and acceleration etc.
Power is reacted；After regular reinforcement surrender, finish rolling deformed bar remains to keep elastic stage, when earthquake intensity continues to increase, pier position
Dynamic response is moved to increase, the tensile stress level of finish rolling deformed bar will continue growing at this time, and pier horizontal bearing capacity increases therewith, from
And be conducive to improve pier post-yield stiffness.The present invention by using regular reinforcement and finish rolling deformed bar hybrid reinforcement scheme,
Pier post-yield stiffness is improved, reduces the pier discreteness that elastoplasticity maximum power responds under macroseism, helps to realize assembled pier base
In the Aseismic Design of performance；The raising of pier post-yield stiffness can also effectively improve pier body automatic recovery ability, after significantly reducing pier shake
Residual deformation improves functional and recoverability after bridge structure shake；In addition, the construction method of assembly pier according to the present invention
Simple and direct feasible, difficulty of construction is small, efficient, it is ensured that pier high efficiency and greenization are built.
In order to solve the above technical problems, the present invention provides a kind of assembly of regular reinforcement and finish rolling deformed bar hybrid reinforcement
Pier, including concrete bearing platform（1）, assembled pier shaft（2）, perforation indulge muscle（6）And unbonded prestressing tendon（7）；It is characterized in that：Institute
State assembled pier shaft（2）By several single prefabricated subsections（4）Muscle is indulged in composition, the perforation（6）By regular reinforcement and fining twisted steel
Two kinds of reinforcing bars of muscle mix, and and unbonded prestressing tendon（7）Together by concrete bearing platform（1）And each assembled pier shaft（2）Even
It is connected into as complete pier system.
Each prefabricated subsection（4）Geometric dimension, reinforcement detailing and material therefor can be identical, to reduce assembled difficulty,
Improve construction efficiency；Also can be different, to reduce the prefabricated cost of pier.Each prefabricated subsection（4）Upper and lower end face can be plane, up and down
The shearing generated under geological process is effectively transmitted by friction shear resisting mechanism between two adjacent sections section；In addition, according to Aseismic Design
It needs, prefabricated subsection（4）Upper and lower end face single or multiple shear keies can also be set, in this way, neighbouring two after assembly
Segment is mutually twisted, and can effectively improve the shear-carrying capacity at splicing seams.
Muscle is indulged in perforation（7）It is mixed with finish rolling deformed bar by common hot rolled ribbed bars, the two ratio of reinforcement ratio exists
Between 0.5 ~ 2.0.Two kinds of reinforcing bars of mixed configuration can effectively improve the post-yield stiffness of pier, to it is comprehensive improve pier anti-seismic performance and
Self-resetting capability.As shown in figure 3, on section, two kinds of vertical muscle arranged for interval.
Muscle is indulged in perforation（6）The type of regular reinforcement used be HRB400, HRB500, HRBF400, HRBF500, HRB400E,
HRB500E、HRBF400E、HRBF500E.Muscle is indulged in perforation（6）The type of finish rolling deformed bar used be PSB785, PSB830,
PSB930、PSB1080、PSB1200.Concrete bearing platform（1）, each prefabricated subsection（4）Reserved ripple duct（5）.Reserved ripple
Duct（5）It is realized by the way of pre-buried circular metal bellows, ripple pipe diameter should be, whereindMuscle diameter is indulged to penetrate through.Institute
It should meet specification with metal bellows《Metal bellows for prestressed concrete（JG 225-2007）》Requirement.It is buried in cushion cap
The length for the bellows set is not less than 36d,dMuscle diameter is indulged to penetrate through.In addition, finish rolling deformed bar lower end should use and the muscle material
Mating nut anchor, to enhance anchoring property.
Unbonded prestressing tendon（7）Lower end pour in concrete bearing platform（1）In, muscle beam sequentially passes through each pre- when pier assembly
Segment processed（4）In reserve inner wall smooth presstressed reinforcing steel duct（8）, muscle beam top is positioned over the presstressed reinforcing steel of top segment
Anchorage groove（3）In, it waits for carrying out sealing off and covering anchorage after the completion of tension of prestressed tendon.Unbonded prestressing tendon（7）Presstressed reinforcing steel class used
Type is steel strand wires, prestressing force spiral or FRP presstressed reinforcing steels.
The present invention compares the prior art and has the following advantages：
The longitudinal reinforcement of the present invention is mixed by the high finish rolling deformed bar of the lower regular reinforcement of yield point and yield point, can
Pier post-yield stiffness is significantly improved, to reduce pier maximum displacement response and its discreteness under seismic stimulation, and is effectively improved
Pier self-resetting capability reduces residual deformation after shake, improves functionality after bridge structure shake.
By adjusting the allocation ratio of regular reinforcement and fining twisted steel, it can be achieved that after to the surrender bearing capacity of pier, surrender
Effective control of rigidity, peak value bearing capacity and limiting displacement drift, to realize the design under the more performance standards of pier.
The carried pier itself of the present invention with hysteretic energy ability outstanding, can effectively absorb and dissipate earthquake when be input to bridge
The energy of girder construction, there is no need to which energy-consumption damper or shock isolating pedestal is in addition arranged, to reduce bridge construction cost.
Pier is indulged muscle and is wrapped up by high-strength grout, and still has metal bellows and stirrup restraint except grouting material, therefore in earthquake
Compressive buckling destruction will not generally occur for vertical muscle under effect；On the other hand, the high-strength grout by metal bellows constraint can be with
Concrete participates in being pressurized together, thus concrete compression stress level with relatively low, extent of the destruction is little.Therefore pier proposed by the present invention
It is small that difficulty is repaired after shake, helps to realize the fast quick-recovery of disaster area bridge transportation network.
The carried pier of the present invention is simple in assembled process, and performance accuracy is of less demanding when to assembly；And transport and lifting when without
Large scale equipment is needed, construction is flexible, efficient, helps to realize bridge Fast Construction.
Description of the drawings
Fig. 1 is the assembled pier sectional view of hybrid reinforcement；
Fig. 2 is single prefabricated subsection stereoscopic schematic diagram；
The assembled pier cross-sectional view of Fig. 3 hybrid reinforcements；
The assembled pier construction process schematic diagram of Fig. 4 hybrid reinforcements of the present invention；
Fig. 5 is the assembled pier sectional view of hybrid reinforcement described in embodiment 2；
Fig. 6 is the assembled pier sectional view of hybrid reinforcement described in embodiment 3.
The label of each component is as follows in attached drawing：1. cushion cap；2. assembled pier shaft；3. presstressed reinforcing steel anchorage groove；4. prefabricated section
Section；5. reserved ripple duct；6. muscle is indulged in perforation；7. unbonded prestressing tendon；8. presstressed reinforcing steel duct；9. metal bellows；10.
Regular reinforcement；11. finish rolling deformed bar；12. stirrup.
Specific implementation mode
Below in conjunction with attached drawing detailed description of the present invention embodiment, the invention will be further described.Phase in each attached drawing
Same label indicates identical element.The following examples are exemplary, it is intended to explain the present invention, and should not be understood as to this
The limitation of invention.
Embodiment 1, as shown in Figure 1, the present invention provides a kind of assembly of regular reinforcement and finish rolling deformed bar hybrid reinforcement
Pier, including concrete bearing platform（1）, assembled pier shaft（2）, perforation indulge muscle（6）And unbonded prestressing tendon（7）.Assembled pier shaft is by one
The single prefabricated subsection of fixed number amount（4）It vertically stacks together, and passes through unbonded prestressing tendon（7）It is whole that tensioning becomes pier.Respectively
Prefabricated subsection（4）The rectangular section of identical size is all had, and each segmental height is identical.Segmental height is times of section long side,
Pier plastic hinge can so fully carried out to ensure energy dissipation ability and keep single segment volume and weight smaller and easy
In assembly.As shown in Fig. 2, each prefabricated subsection（4）There is the reserved ripple duct of identical quantity in same cross-sectional location arrangements（5）.
Therefore, it can ensure that reserved ripple duct after assembly（5）And presstressed reinforcing steel duct（8）Up and down.Wait for each prefabricated subsection（4）It is assembled
Complete the simultaneously complete presstressed reinforcing steel of tensioning（6）Afterwards, muscle is indulged into perforation（7）Ripple duct is reserved in merging.If muscle is indulged in single perforation（7）Length
Less than pier shaft height, then muscle is indulged to penetrating through by way of mechanical connection, welding or binding connection（7）Carry out spreading.Perforation is vertical
The connection of muscle, which extends operation, should meet corresponding specification regulation.Regular reinforcement described in embodiment 1 is mixed with finish rolling deformed bar matches
The construction method of the assembled pier of muscle is as shown in Figure 4：First, pier cushion cap foundation is poured, ripple duct is reserved when pouring, to penetrate through
Vertical muscle, which is inserted into basis, to be anchored；Then, assembled pier bottom segment, and remaining assembled segment successively, make presstressed reinforcing steel from the pre- of segment
Stress rib duct（8）In pass through；After the completion of to be assembled, tensioned prestressing bar；Finally, muscle merging is indulged into perforation and reserves ripple duct
（5）In, and pressure grouting is carried out to duct, it is ensured that grouting is full closely knit.Perforation indulges muscle by grouting material around, metal bellows
（9）And stirrup（12）Constraint, therefore be not susceptible under geological process compressive buckling damage.Moreover, because the association of grouting material
Same resistance to compression, coagulation soil compressive stress and Plastic Damage are little when earthquake.Therefore such pier has functionality after good shake, helps
It is unimpeded after the shake for realizing important bridge structure.
Embodiment 2, as shown in figure 5, the present embodiment and previous embodiment 1 the difference is that, regular reinforcement and finish rolling
Only there are one prefabricated subsections for the pier shaft of the assembled pier of spiral hybrid reinforcement（4）.It, can will be whole when pier slenderness ratio is not more than 6
A pier shaft is prefabricated as an entire segment progress, and pier assembly efficiency so can be improved.Moreover, because pier slenderness ratio is not more than 6, because
The size and weight of this entire segment are unlikely to excessive and are difficult to transport, is assembled.When using same as Example 2 or similar set
When meter, arrangement and method for construction, it should be noted that the size and weight of prefabricated pier shaft segment meet relevant traffic transport law, and are no more than and hang
Load the limitation of heavy equipment tonnage.
Embodiment 3, as shown in fig. 6, the present embodiment and previous embodiment 1 the difference is that, regular reinforcement and finish rolling
Spiral only penetrates through several segments in assembled 2 lower part of pier shaft, without being arranged along entire pier shaft.For cantilever pier, under geological process
Pier bottom moment of flexure is maximum, is gradually reduced from the upward moment of flexure of pier bottom.According to pier Bending moment distribution when Aseismic Design, longitudinal steel can be gradually decreased
The muscle ratio of reinforcement, and finally blocked at certain reasonable altitudes.The determination of rebar truncated position should meet corresponding Aseismic Design rule
Model provides.When the height of regular reinforcement and the assembled pier of finish rolling deformed bar hybrid reinforcement is larger, can protected using this scheme
Steel using amount is effectively reduced under the premise of card anti-seismic performance is constant, accelerates construction progress, increases economic efficiency.
Finally illustrate, above example is only used to illustrate the technical scheme of the present invention and unrestricted.
Claims (10)
1. the assembled pier of a kind of regular reinforcement and finish rolling deformed bar hybrid reinforcement, including concrete bearing platform 1, assembled pier shaft 2, pass through
Logical vertical muscle 6 and unbonded prestressing tendon 7；It is characterized in that：The assembly pier shaft 2 is by one or more than one prefabricated subsection 4
Composition, the perforation is indulged muscle 6 and is mixed by two kinds of reinforcing bars of regular reinforcement and finish rolling deformed bar, and and unbonded prestressing tendon
Concrete bearing platform 1 and each assembled pier shaft 2 are connected to become complete pier system by 7 together.
2. the assembled pier of a kind of regular reinforcement and finish rolling deformed bar hybrid reinforcement, including concrete bearing platform 1, assembled pier shaft 2, pass through
Logical vertical muscle 6 and unbonded prestressing tendon 7；It is characterized in that：The assembly pier shaft 2 is by two or more single prefabricated sections
Section 4 forms, and the perforation is indulged muscle 6 and mixed by two kinds of reinforcing bars of regular reinforcement and finish rolling deformed bar, and is answered in advance with soap-free emulsion polymeization
Concrete bearing platform 1 and each assembled pier shaft 2 are connected to become complete pier system, regular reinforcement and finish rolling deformed bar by power muscle 7 together
Several segments in assembled 2 lower part of pier shaft are only penetrated through, without being arranged along entire pier shaft.
3. the assembled pier of a kind of regular reinforcement according to claim 1 or 2 and finish rolling deformed bar hybrid reinforcement, feature
It is：Regular reinforcement and finish rolling deformed bar ratio of reinforcement ratio are between 0.5 ~ 2.0, planar arranged for interval and/or symmetrical
Arrangement.
4. the assembled pier of a kind of regular reinforcement according to claim 1 or 2 and finish rolling deformed bar hybrid reinforcement, feature
It is：The upper and lower end face of prefabricated subsection 4 is plane or the single or multiple shear keies of setting.
5. the assembled pier of a kind of regular reinforcement and finish rolling deformed bar hybrid reinforcement according to claim 1-4, feature
It is：Perforation indulge muscle 6 used in regular reinforcement type be HRB400, HRB500, HRBF400, HRBF500, HRB400E,
HRB500E, HRBF400E or HRBF500E；Perforation indulge muscle 6 used in finish rolling deformed bar type be PSB785, PSB830,
PSB930, PSB1080 or PSB1200.
6. the assembled pier of a kind of regular reinforcement and finish rolling deformed bar hybrid reinforcement according to claim 1-4, feature
It is：Concrete bearing platform 1, each prefabricated subsection 4 reserve ripple duct 5.
7. the assembled pier of a kind of regular reinforcement according to claim 7 and finish rolling deformed bar hybrid reinforcement, feature exist
In：Reserved ripple duct 5 uses pre-buried circular metal bellows, ripple pipe diameter should be, whereindMuscle is indulged to penetrate through
Diameter.
8. the assembled pier of a kind of regular reinforcement and finish rolling deformed bar hybrid reinforcement described according to claim 6 or 7, feature
It is：The length of embedding bellows is not less than 36 in cushion capd,dMuscle diameter is indulged to penetrate through.
9. the assembled pier of a kind of regular reinforcement and finish rolling deformed bar hybrid reinforcement according to claim 1-4, feature
It is：Finish rolling deformed bar lower end uses the nut anchor mating with the muscle material, to enhance anchoring property.
10. the assembled pier of a kind of regular reinforcement according to claim 1 or 2 and finish rolling deformed bar hybrid reinforcement, special
Sign is：The lower end of unbonded prestressing tendon 7 pours in concrete bearing platform 1, and muscle beam sequentially passes through each prefabricated section when pier assembly
The presstressed reinforcing steel duct 8 for the inner wall smooth reserved in section 4, muscle beam top is positioned over the presstressed reinforcing steel anchorage groove of top segment
In 3, wait for carrying out sealing off and covering anchorage after the completion of tension of prestressed tendon；Wherein, the presstressed reinforcing steel type used in unbonded prestressing tendon 7 twists for steel
Line, prestressing force spiral or FRP presstressed reinforcing steels.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810113088.6A CN108316130A (en) | 2018-02-05 | 2018-02-05 | A kind of assembled pier of regular reinforcement and finish rolling deformed bar hybrid reinforcement |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810113088.6A CN108316130A (en) | 2018-02-05 | 2018-02-05 | A kind of assembled pier of regular reinforcement and finish rolling deformed bar hybrid reinforcement |
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| CN108316130A true CN108316130A (en) | 2018-07-24 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201810113088.6A Pending CN108316130A (en) | 2018-02-05 | 2018-02-05 | A kind of assembled pier of regular reinforcement and finish rolling deformed bar hybrid reinforcement |
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| CN110725475A (en) * | 2019-11-20 | 2020-01-24 | 中国建筑标准设计研究院有限公司 | Prefabricated column with built-in high-corrugated pipe, frame structure of prefabricated column and construction method of prefabricated column |
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