CN108560423A - A kind of construction method of regular reinforcement and finish rolling deformed bar hybrid reinforcement assembly pier - Google Patents
A kind of construction method of regular reinforcement and finish rolling deformed bar hybrid reinforcement assembly pier Download PDFInfo
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- CN108560423A CN108560423A CN201810110414.8A CN201810110414A CN108560423A CN 108560423 A CN108560423 A CN 108560423A CN 201810110414 A CN201810110414 A CN 201810110414A CN 108560423 A CN108560423 A CN 108560423A
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- pier
- finish rolling
- deformed bar
- rolling deformed
- reinforcement
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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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- 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
Abstract
The invention discloses the construction method of a kind of regular reinforcement and finish rolling deformed bar hybrid reinforcement section assembling pier, which includes that muscle and unbonded prestressing tendon are indulged in two kinds of perforations of concrete bearing platform, prefabricated subsection reinforced concrete knoll body and each prefabricated subsection of connection.Arrange that metal bellows carrys out reserving hole channel in cushion cap and prefabricated subsection pier body, first by each prefabricated subsection pier body vertical pile when construction, and unbonded prestressing tendon is made to penetrate the duct reserved on section, then carries out tensioning, each segment pier body is connected as entirety, is closed in duct without being in the milk；Then according to certain allocation ratio, regular reinforcement and finish rolling deformed bar are penetrated into duct vertically and carry out pressure grouting, ultimately forms the section assembling pier of hybrid reinforcement.
Description
Technical field
The present invention relates to a kind of construction method of Precast Concrete Segmental Bridges concrete pier, more particularly to a kind of regular reinforcement with
The construction method of finish rolling deformed bar hybrid reinforcement assembly pier.
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
The present invention is remaining after solving maximum displacement response when being difficult to reduce pier shake simultaneously in existing assembled pier technology and shaking
This problem of displacement.Regular reinforcement yield strength standard value is between 400MPa ~ 500MPa, the yield strength of finish rolling deformed bar
Standard value is between 785MPa ~ 1200MPa, the two elasticity modulus having the same.Therefore, when mixing proposed by the invention is matched
When the assembled pier of muscle suffers disaster from an earthquake, the regular reinforcement configured in pier will take the lead in surrendering, and dissipate ground by elastic-plastic deformation
Face movement is input to the energy in bridge structure, to be conducive to reduce the dynamic responses such as bridge displacement and acceleration；Ordinary steel
After muscle surrender, finish rolling deformed bar remains to keep elastic stage, and when earthquake intensity continues to increase, pier dynamic response of the displacement increases
Greatly, the tensile stress level of finish rolling deformed bar will continue growing at this time, and pier horizontal bearing capacity increases therewith, to be conducive to improve
Pier post-yield stiffness.The present invention by using regular reinforcement and finish rolling deformed bar hybrid reinforcement scheme, improve pier surrender after
Rigidity reduces the pier discreteness that elastoplasticity maximum power responds under macroseism, helps to realize antidetonation of the assembled pier based on performance
Design；The raising of pier post-yield stiffness can also effectively improve pier body automatic recovery ability, significantly reduce residual deformation after pier shake, improve
Functional and recoverability after bridge structure shake；In addition, the construction method of assembly pier according to the present invention is simple and direct feasible, construction
Difficulty is small, efficient, it is ensured that pier high efficiency and greenization are built.
The present invention provides a kind of construction method of regular reinforcement and finish rolling deformed bar hybrid reinforcement assembly pier, including as follows
Step：
Step 1, the specific bit lower end anchorage of metal bellows and unbonded prestressing tendon 7 being positioned in concrete bearing platform 1
It sets, and pours the concrete of cushion cap；
Step 2 makes the prefabricated subsection 4 of assembled pier shaft 2, and is made respectively by built-in metal bellows and pvc pipe described pre-
Stay ripple duct 5 and presstressed reinforcing steel duct 8；
Step 3 stacks each prefabricated subsection 4 successively, and presstressed reinforcing steel is made to pass through the presstressed reinforcing steel duct 8 of each segment center；
During assembly, epoxy resin is uniformly brushed on the Mosaic face between bottommost segment and cushion cap, between two adjacent segments；
Step 4, tensioning unbonded prestressing tendon 7 carry out sealing off and covering anchorage to presstressed reinforcing steel top anchorage groove 3；
Perforation is indulged muscle 6 and is put into the ripple duct 5 of pier by step 5, and so that each perforation is indulged muscle and be located at duct center, wherein
It includes regular reinforcement and finish rolling deformed bar that muscle is indulged in perforation；For high pier, using welding point or reinforced bar mechanical connector pair
Regular reinforcement carries out spreading, and spreading is carried out to finish rolling deformed bar using spiral shape connector；
Step 6 is in the milk to ripple duct 5 using strength cement-based grouting material；Several grouting should be vertically uniformly arranged along pier shaft
Hole, by the way of packer grouting and/or pressure grouting carries out grouting operation.
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）；The assembly pier shaft（2）By one or one
The above 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.
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, it is neighbouring
The shearing generated under geological process is effectively transmitted by friction shear resisting mechanism between two segment；In addition, according to Aseismic Design needs,
Prefabricated subsection（4）Upper and lower end face single or multiple shear keies can also be set, in this way, the neighbouring two segment phase after assembly
Mutually occlusion, can effectively improve the shear-carrying capacity at splicing seams.
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）Using pre-buried
The mode of circular metal bellows realizes that ripple pipe diameter should be, whereindMuscle diameter is indulged to penetrate through, takes ordinary steel
The greater of muscle and finish rolling deformed bar.Metal bellows used should meet specification《Metal bellows for prestressed concrete（JG
225-2007）》Requirement.The length of embedding bellows is not less than 36 in cushion capd,dMuscle diameter is indulged to penetrate through, takes regular reinforcement
With the greater of finish rolling deformed bar.In addition, finish rolling deformed bar lower end should use the nut anchor mating with the muscle material, to increase
Strong 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；
Fig. 4 is the assembled pier construction process schematic diagram of hybrid reinforcement 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.
The construction method of embodiment 1, regular reinforcement and the assembled pier of finish rolling deformed bar hybrid reinforcement is as shown in Figure 4：It is first
First, pier cushion cap foundation is poured, ripple duct is reserved when pouring, anchored to penetrate through in vertical muscle insertion basis；Then, assembled pier bottom
Segment, and remaining assembled segment successively, make presstressed reinforcing steel duct of the presstressed reinforcing steel from segment（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 it fills
Slurry is full closely knit.Perforation indulges muscle by grouting material around, metal bellows（9）And stirrup（12）Constraint, therefore earthquake make
Compressive buckling damage is not susceptible under.Moreover, because the collaboration resistance to compression of grouting material, coagulation soil compressive stress and plasticity damage when earthquake
Wound is little.Therefore such pier has functional after good shake, helps to realize unimpeded after the shake of 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.
Embodiment 4, 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 section long sideTimes, pier plastic hinge can so fully carried out to ensure energy dissipation ability and make single segment volume and again
Amount is small and easy to assembly.As shown in Fig. 2, each prefabricated subsection（4）There is the reserved wave of identical quantity in same cross-sectional location arrangements
Canal（5）.Therefore, it can ensure that reserved ripple duct after assembly（5）And presstressed reinforcing steel duct（8）Up and down.It waits for each prefabricated
Segment（4）Assembly is completed and the complete presstressed reinforcing steel of tensioning（6）Afterwards, muscle is indulged into perforation（7）Ripple duct is reserved in merging.If single perforation
Vertical muscle（7）Length is less than pier shaft height, then indulges muscle to penetrating through by way of mechanical connection, welding or binding connection（7）It carries out
Spreading.The connection extension operation that muscle is indulged in perforation should meet corresponding specification regulation.Muscle is indulged in perforation（7）By common hot rolled ribbed bars with
Finish rolling deformed bar mixes, and the two ratio of reinforcement ratio is between 0.5 ~ 2.0.Two kinds of reinforcing bars of mixed configuration can effectively improve pier
Post-yield stiffness, improve pier anti-seismic performance and self-resetting capability to comprehensive.As shown in figure 3, on section, between two kinds of vertical muscle
Every arrangement.
Finally illustrate, above example is only used to illustrate the technical scheme of the present invention and unrestricted.
Claims (10)
1. the construction method of a kind of regular reinforcement and finish rolling deformed bar hybrid reinforcement assembly pier, includes the following steps：
Step 1, the specific bit lower end anchorage of metal bellows and unbonded prestressing tendon 7 being positioned in concrete bearing platform 1
It sets, and pours the concrete of cushion cap；
Step 2 makes the prefabricated subsection 4 of assembled pier shaft 2, and is made respectively by built-in metal bellows and pvc pipe described pre-
Stay ripple duct 5 and presstressed reinforcing steel duct 8；
Step 3 stacks each prefabricated subsection 4 successively, and presstressed reinforcing steel is made to pass through the presstressed reinforcing steel duct 8 of each segment center；
During assembly, epoxy resin is uniformly brushed on the Mosaic face between bottommost segment and cushion cap, between two adjacent segments；
Step 4, tensioning unbonded prestressing tendon 7 carry out sealing off and covering anchorage to presstressed reinforcing steel top anchorage groove 3；
Perforation is indulged muscle 6 and is put into the ripple duct 5 of pier by step 5, and so that each perforation is indulged muscle and be located at duct center, wherein
It includes regular reinforcement and finish rolling deformed bar that muscle is indulged in perforation；For high pier, using welding point or reinforced bar mechanical connector pair
Regular reinforcement carries out spreading, and spreading is carried out to finish rolling deformed bar using spiral shape connector；
Step 6 is in the milk to ripple duct 5 using strength cement-based grouting material；Several grouting should be vertically uniformly arranged along pier shaft
Hole, by the way of packer grouting and/or pressure grouting carries out grouting operation.
2. the construction method of regular reinforcement according to claim 1 and finish rolling deformed bar hybrid reinforcement assembly pier, special
Sign is：It is described it is assembled pier shaft 2 is by one or more than one prefabricated subsection 4 forms, the perforation indulge muscle 6 by regular reinforcement and
Two kinds of reinforcing bars of finish rolling deformed bar mix, and with unbonded prestressing tendon 7 together by concrete bearing platform 1 and each assembled pier shaft
2 are connected to become complete pier system, and under the operating mode of assembled pier shaft 2 there are one prefabricated subsection 4, other steps are constant, step 3
For 4 bottom of prefabricated subsection is overlayed on concrete bearing platform 1, presstressed reinforcing steel is made to pass through the presstressed reinforcing steel of each segment center
Duct 8；During assembly, epoxy resin is uniformly brushed on the Mosaic face between prefabricated subsection 4 and cushion cap.
3. the construction method of regular reinforcement according to claim 1 and finish rolling deformed bar hybrid reinforcement assembly pier, special
Sign is：The assembly pier shaft 2 is made of two or more prefabricated subsections 4, the perforation indulge muscle 6 by regular reinforcement and
Two kinds of reinforcing bars of finish rolling deformed bar mix, and with unbonded prestressing tendon 7 together by concrete bearing platform 1 and each assembled pier shaft
2 are connected to become complete pier system, and regular reinforcement only penetrates through several segments in assembled 2 lower part of pier shaft with finish rolling deformed bar, without edge
Entire pier shaft arrangement.
4. the construction method of regular reinforcement according to claim 1 and finish rolling deformed bar hybrid reinforcement assembly pier, special
Sign is：Between 0.5 ~ 2.0, regular reinforcement exists with finish rolling deformed bar for regular reinforcement and finish rolling deformed bar ratio of reinforcement ratio
It arranged for interval and/or is arranged symmetrically in plane.
5. the assembled pier of a kind of regular reinforcement according to claim 1 and finish rolling deformed bar hybrid reinforcement, feature exist
In：The upper and lower end face of prefabricated subsection 4 is plane or the single or multiple shear keies of setting.
6. the construction method of the regular reinforcement and finish rolling deformed bar hybrid reinforcement assembly pier according to claim 1-5,
It is characterized in that：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.
7. the construction method of regular reinforcement according to claim 1 and finish rolling deformed bar hybrid reinforcement assembly pier, special
Sign is：Reserved ripple duct 5 uses pre-buried circular metal bellows, ripple pipe diameter should be, whereindFor perforation
Vertical muscle diameter.
8. the construction method of regular reinforcement according to claim 1 and finish rolling deformed bar hybrid reinforcement assembly pier, special
Sign is：The length of embedding bellows is not less than 36 in cushion capd,dMuscle diameter is indulged to penetrate through.
9. the construction method of regular reinforcement according to claim 1 and finish rolling deformed bar hybrid reinforcement assembly pier, special
Sign is：Finish rolling deformed bar lower end uses the nut anchor mating with the muscle material, to enhance anchoring property.
10. the construction method of regular reinforcement according to claim 1 and finish rolling deformed bar hybrid reinforcement assembly pier, special
Sign is：Presstressed reinforcing steel type used in unbonded prestressing tendon 7 is steel strand wires, prestressing force spiral or FRP presstressed reinforcing steels.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201810110414.8A CN108560423B (en) | 2018-02-05 | 2018-02-05 | Construction method of common steel bar and finish-rolled twisted steel bar mixed reinforcement assembly pier |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810110414.8A CN108560423B (en) | 2018-02-05 | 2018-02-05 | Construction method of common steel bar and finish-rolled twisted steel bar mixed reinforcement assembly pier |
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| CN108560423B CN108560423B (en) | 2020-06-30 |
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| CN110042741A (en) * | 2019-03-12 | 2019-07-23 | 中国矿业大学 | A kind of casing constraint Precast Concrete Segmental Bridges pier stud and its construction method |
| CN110004837A (en) * | 2019-05-14 | 2019-07-12 | 北京交通大学 | A kind of bridge pier precast assembly segment, bridge pier and its construction method |
| CN110158475A (en) * | 2019-05-21 | 2019-08-23 | 北京工业大学 | A kind of prefabricated assembled bridge substructure and its construction method |
| CN110524677A (en) * | 2019-08-29 | 2019-12-03 | 哈尔滨工业大学 | It is a kind of using fining twisted steel and the precast concrete column of built-in corrugated steel pipe and preparation method thereof |
| CN110468961A (en) * | 2019-08-29 | 2019-11-19 | 哈尔滨工业大学 | A kind of postposition in the built-in corrugated steel pipe of prefabricated beam column indulges the assembly concrete frame structure and preparation method thereof of muscle |
| CN111877140A (en) * | 2020-01-10 | 2020-11-03 | 中国国家铁路集团有限公司 | Connecting structure for segment prefabricated assembled pier combination and construction method |
| CN111335153A (en) * | 2020-03-10 | 2020-06-26 | 西南交通大学 | Assembled hollow pier and construction method thereof |
| CN113202016A (en) * | 2020-03-14 | 2021-08-03 | 中国铁路设计集团有限公司 | Prefabricated assembled hollow pier suitable for high-earthquake area and construction method |
| CN113202017A (en) * | 2020-03-17 | 2021-08-03 | 中国铁路设计集团有限公司 | Connecting structure between prefabricated assembled pier stud and top cap and construction method |
| CN113699876A (en) * | 2021-09-24 | 2021-11-26 | 江苏瑞沃建设集团有限公司 | Pier is assembled in prefabricated of segment of vertical continuous band tenon fourth of twelve earthly branches structure |
| CN115110432A (en) * | 2022-07-28 | 2022-09-27 | 北京城建设计发展集团股份有限公司 | Installation method of vertical prestressed steel strand for connecting prefabricated bridge pier |
| CN115125866A (en) * | 2022-08-10 | 2022-09-30 | 北京城建设计发展集团股份有限公司 | Method for connecting prefabricated vase piers through unbonded prestressed tendons and steel bars |
| CN116537244A (en) * | 2023-07-06 | 2023-08-04 | 交通运输部公路科学研究所 | Combined underwater bridge Liang Zhuangji and construction method thereof |
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