CN110230270A - The high porous big span length of pier joins continuous steel frame imbalance section cantilever casting construction engineering method - Google Patents
The high porous big span length of pier joins continuous steel frame imbalance section cantilever casting construction engineering method Download PDFInfo
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- CN110230270A CN110230270A CN201910517513.2A CN201910517513A CN110230270A CN 110230270 A CN110230270 A CN 110230270A CN 201910517513 A CN201910517513 A CN 201910517513A CN 110230270 A CN110230270 A CN 110230270A
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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
- E01D21/10—Cantilevered erection
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Abstract
Join continuous steel frame imbalance section cantilever casting construction engineering method the invention discloses the porous big span length of high pier and Midas's model is established using finite element analysis, using lifting the method for absolute altitude in advance to uneven section come the weight of balancedunbalanced section concrete；Construction loads when using light counterweight come the construction of balancedunbalanced section.The present invention carrys out balancedunbalanced section concrete weight by adjusting absolute altitude, effectively guarantees the concreting of asymmetric cantilever；The present invention can effectively ensure that uneven section is overweight, the limited problem in precompressed space, save the construction period；The effective solution of the present invention problem that preloading counterweight speed is slow in the prior art, the period is long.
Description
Technical field
The present invention relates to technical field of bridge construction, are that the porous big span length of high pier joins continuous steel frame imbalance specifically
Section cantilever casting construction engineering method.
Background technique
The design for using uneven section in large-scale PC Continuous Rigid Frame Combined Bridge beam more and more, i.e., symmetrically hang in T structure
The side for pouring section increases uneven cantilever section.This design is mainly used for the end bay construction of the rigid frame-continuous girder of big span length's connection
In.Cantilever construction must assure that two cantilever end load equilibriums, and uneven cantilever section is equivalent to and directly increases in the side of T structure
Permanent load, this just needs to be balanced counterweight in the T structure other side.If uneven cantilever section concrete quality is excessive, in T structure
Side is directly carried out with reloading, careless slightly since counterweight is generally load, it is easy to asking for beam body deformation occurs
Topic.
Summary of the invention
The purpose of the present invention is to provide high pier, porous big span length joins continuous steel frame imbalance section cantilever casting construction engineering method, effectively
Solve the problems, such as that preloading counterweight speed is slow in the prior art, the period is long；It can effectively ensure that uneven section is overweight, precompressed
The limited problem in space saves the construction period.
The present invention is achieved through the following technical solutions: the high porous big span length of pier joins continuous steel frame imbalance section cantilever casting construction work
Method establishes Midas's model using finite element analysis, using lifting the method for absolute altitude in advance to uneven section come balancedunbalanced section
The weight of concrete；Construction loads when using light counterweight come the construction of balancedunbalanced section.
Further, in order to preferably realize the present invention, specifically includes the following steps:
Step S1: using finite element analysis, establish Midas's model, according to the practical deflection of full-bridge and theoretical sinking
Amount does the mould absolute altitude that comparative analysis adjusts different beam sections；
Step S2: hanging basket advancing, positioning, formwork erection；
Step S3: reinforcing bar, form work engineering construction；
Step S4: concrete construction；
Step S5: prestressed stretch-draw and mud jacking.
Further, in order to preferably realize the present invention, the step S2 specifically includes the following steps:
Step S21: construction section top surface is levelling, it is laid with bearing beam and track thereon；
Step S22: counterweight is carried out to the cantilever section other side；Water tank ballast is used to the other side of cantilever section；Using pier shaft
The side wall of water tank is formed with the flat-die of cushion cap, and plastic cloth is installed in water tank.Water tank ballast of the plastic cloth as the inner tube of a tyre, does not need
Welding, it is only necessary to it is fixed using bolt, the installation speed of water tank ballast is effectively raised, water tank with water is used and is stirred
It mixes station and draws water and transported by concrete tank to scene, then water is pumped in back water tank using ground pump.
Step S23: after loosening bed die frame front hanger, rear hanger, bed die frame, crossbeam is suspended on external mold with 2 10t jacks and walks
On cross girders；
Step S24: the connection of back strap and bed die frame is removed；
Step S25: truss rear end anchorage screw is released；
Step S26: rail top face installs 10t jack, and the position for marking good preceding support mobile；
Step S27: support before being drawn with jack moves forward Hanging Basket truss, bed die, external mold together；
Step S28: after movement in place, back strap is installed, bed die frame is sling；
Step S29: releasing external mold and walk a rear suspension bar on cross girders, hanger is moved at previous beam section top plate preformed hole,
Then link again with sunpender, another hanger is moved into previous beam section with same method；
Step S210: after Hanging Basket walking in place, adjustment formwork erection carries out next beam section construction.
Further, in order to preferably realize the present invention, the step S22 is specifically referred to: being adopted to the other side of cantilever section
Use water tank ballast；Using the side wall of the flat-die of pier shaft and cushion cap composition water tank, and plastic cloth is installed in water tank.
Further, in order to preferably realize the present invention, the step S3 specifically includes the following steps:
Step S31: after coordinate, size and the elevation acceptance(check) to the template in step S2, beam body bottom web is carried out
Reinforcing bar, prestressed pore passage installation and positioning；
Step S32: internal model, side form installation；
Step S33: beam body roof steel bar, prestressed pore passage are fixed and positioned；
Further, in order to preferably realize the present invention, the step S4 specifically includes the following steps:
Step S41: when Hanging Basket adjusts absolute altitude afterwards in place, it is necessary to position according to the pre- lift absolute altitude of calculating, and be carried out to absolute altitude
Repetition measurement；
Step S42: it is poured using two concrete automobile pumps from casting concrete extroversion, pump line refers to from beam face
On pass through；Two sections are symmetrically poured simultaneously；Guarantee horizontal slice, oblique segmentation, symmetrical and continuous placing in casting process.
Step S43: concrete curing is carried out after the completion of pouring；
Step S44: beam section seam is handled；To beam section concrete joint surface dabbing, cement slurry and pine are removed
It dissipates stone and pours one layer of cement slurry before novel concrete pours；
Further, in order to preferably realize the present invention, the step S5 is specifically referred to:
Tensioning is carried out after the tensioning intensity that beam section concrete strength reaches design requirement, transverse stretching, longitudinal tensioning exist
Hanging basket advancing carries out afterwards in place, and the tensioning of vertical finish rolling deformed bar carries out after the completion of longitudinally, laterally tensioning；
The difference of the tensioning of the vertical finish rolling deformed bar and longitudinal tensioning beam section number is not greater than 3 sections；
Tensioning is carried out using " dual control " method, i.e., according to " 0 → 10% σk→σk→ mend and draw σk→ anchoring " controls stretching force,
It is checked with stretch value.
Further, in order to preferably realize the present invention, the step S5 is specifically referred to: completing to adopt within 48h in tensioning
Hole path pressure grouting is carried out with vacuum compaction techniques.
Compared with prior art, the present invention have the following advantages that and the utility model has the advantages that
(1) present invention carrys out balancedunbalanced section concrete weight by adjusting absolute altitude, effectively guarantees the mixed of asymmetric cantilever
Solidifying soil pours；
(2) present invention can effectively ensure that uneven section is overweight, the limited problem in precompressed space, save the construction period；
(3) the effective solution of the present invention problem that preloading counterweight speed is slow in the prior art, the period is long.
Detailed description of the invention
Fig. 1 is work flow diagram of the invention；
Fig. 2 is the work flow diagram of prestressed stretch-draw in the present invention；
Fig. 3 is the work flow diagram of hole path pressure grouting in the present invention.
Specific embodiment
The present invention is described in further detail below with reference to embodiment, embodiments of the present invention are not limited thereto.
Embodiment 1:
The present invention is achieved through the following technical solutions, and as shown in Figure 1-Figure 3, it is uneven that the high porous big span length of pier joins continuous steel frame
Weigh section cantilever casting construction engineering method, using finite element analysis, establishes Midas's model, simulates the high pre- lift amount balance of uneven segment mark not
The stress condition for balancing section concrete, using lifting the method for absolute altitude in advance to uneven section come the weight of balancedunbalanced section concrete
Amount；Construction loads when using light counterweight come the construction of balancedunbalanced section.
It should be noted that carrying out modeling using Midas's software is very existing technology, to this by above-mentioned improvement
It is no longer described in detail for how to be modeled by Midas's software.By Midas's model and practice of construction situation it is completely the same come
Precognition pours beam section to this segment and with the influence of Anterior Segment and specific deflection, then according to the practical sinking of full-bridge in advance
Amount and theoretical deflection compare and analyze to adjust the mould absolute altitude of different beam sections.
Embodiment 2:
The present embodiment advanced optimizes on the basis of the above embodiments, as shown in Figure 1, further, in order to more preferable
Realization the present invention, specifically includes the following steps:
Step S1: using finite element analysis, establish Midas's model, according to the practical deflection of full-bridge and theoretical sinking
Amount does the mould absolute altitude that comparative analysis adjusts different beam sections；
Step S2: hanging basket advancing, positioning, formwork erection；Specifically includes the following steps:
Step S21: construction section top surface is levelling, it is laid with bearing beam and track thereon；
Step S22: counterweight is carried out to the cantilever section other side；
Step S23: after loosening bed die frame front hanger, rear hanger, bed die frame, crossbeam is suspended on external mold with 2 10t jacks and walks
On cross girders；
Step S24: the connection of back strap and bed die frame is removed；
Step S25: truss rear end anchorage screw is released；
Step S26: rail top face installs 10t jack, and the position for marking good preceding support mobile；
Step S27: support before being drawn with jack moves forward Hanging Basket truss, bed die, external mold together；When moving, T
Structure both sides are symmetrical, synchronize Forward, in order to avoid unbalanced moment is generated in back.
Step S28: after movement in place, back strap is installed, bed die frame is sling；
Step S29: releasing external mold and walk a rear suspension bar on cross girders, hanger is moved at previous beam section top plate preformed hole,
Then link again with sunpender, another hanger is moved into previous beam section with same method；
Step S3: reinforcing bar, form work engineering construction；Reinforcing bar makes in steel bar meter place, and connection uses flash butt welder
Welding is transported in beam body by the sequencing of reinforcing bar binding using hand fit's automobile, crane.Reinforcing bar binding sequence: beam body
Lower part, beam body middle part, beam body top, reserved steel bar are embedded.
The binding installation of reinforcing bar is carried out according to design drawing and test standard requirement, while noticing that splice is staggered cloth as required
It sets, to be bound from top to bottom, from one to other end point sequence by the reinforcing bar of design drawing number when reinforcing bar is bound, to avoid
Error is focused on into a certain head when installation, can be divided into several Duan Jinhang, guarantees all bar gauges, model, spacing, quantity and guarantor
Sheath etc. meets design requirement.The binding of reinforcing bar interface point is all made of right-angled intersection and ties up, and does not allow to jump using plum blossom and tie up, and binds iron
The endpiece of silk should not protrude into protective layer.
Ad eundem concrete pad of the cover to reinforcement using purchase, cushion block at least four/m2 of beam body side and bottom surface.
Main built-in fitting has drain hole, catenary mast mistake fixing bolt and stiffener, base plate connection in box girder construction
Reinforcing bar, integrated ground measure and construction built-in fitting should require to carry out when construction pre-buried in strict accordance with design drawing.
It reserves longitudinally connected reinforcing bar and is staggeredly arranged by 60cnm, 120cm in each segment.
Step S4: concrete construction；The following should be carried out in concrete construction:
1. Hanging Basket absolute altitude controls.When Hanging Basket adjusts absolute altitude afterwards in place, it is necessary to position, pour mixed according to the pre- lift absolute altitude of calculating
Repetition measurement is carried out to absolute altitude before solidifying soil.
2. concrete placings select 2 concrete automobile pumps to be poured outward from pouring concrete, pump line is always from beam face
Pass through, construct concrete when security official's whole process footman's operation, the construction of automotive pump also arranges special messenger to command.Two sections it is symmetrical simultaneously into
Row, concreting guarantee horizontal slice, the oblique principle be segmented, be symmetrical, being continuously poured.When pour concrete, the thickness of every layer of concrete
For 30cm, concrete is vibrated with blanking alternately, is vibrated using internal vibration stick.When being poured bridge deck concrete, internal vibration is first used
Stick vibrates concrete, then uses artificial quadric-plastering.After concrete moulding by casting final set, geotextiles water seasoning is covered.
The goose 3. concrete shakes.It the perfusion of concrete and vibrates and wants close fit, layering perfusion, layering are vibrated.The use of vibrating of beam body concrete
Immersion vibrator mode of vibration.There should be special messenger to be responsible for nursing template in concrete casting process, check that stay-bolt has non-loosening, send out
Existing problem is handled in time.
4. concrete curing.Repeatedly compacting is carried out after concreting is complete to smooth out, and eliminates contraction crack, then will with geotextiles
Exposure covering, and take the measures such as covering watering to carry out moisture-keeping maintaining to concrete in time and be no less than 28d.Mixed birth native curing period
Between, temperature sense piece is set by reason, monitoring temperature is carried out to structure, timing measures concrete core temperature, skin temperature and ring
The parameters such as border temperature, relative humidity, and conservation system is adjusted according to the situation of change of concrete temperature and environmental parameter in time, sternly
The internal-external temperature difference of lattice control concrete is met the requirements.
It may be noted that geotextiles must be fastened using weight when covering curing, prevents wind from being blown off to pier, cause thing
Therefore.Web maintenance uses brushing curing agent.
5. beam section joint treatment.Dabbing is wanted on beam section concrete joint surface, removes cement slurry and loose stone, and use clear water
It rinses well, before novel concrete casting, is poured one layer of cement slurry.
Step S5: prestressed stretch-draw and mud jacking.
It should be noted that by above-mentioned improvement,
The other parts of the present embodiment are same as the previously described embodiments, and so it will not be repeated.
Embodiment 3:
The present embodiment advanced optimizes on the basis of the above embodiments, as shown in Fig. 2, the step S5 is specifically
Refer to:
Tensioning is carried out after the tensioning intensity that beam section concrete strength reaches design requirement, transverse stretching, longitudinal tensioning exist
Hanging basket advancing carries out afterwards in place, and the tensioning of vertical finish rolling deformed bar carries out after the completion of longitudinally, laterally tensioning；
The difference of the tensioning of the vertical finish rolling deformed bar and longitudinal tensioning beam section number is not greater than 3 sections；
Tensioning is carried out using " dual control " method, i.e., according to " 0 → 10% σk→σk→ mend and draw σk→ anchoring " controls stretching force,
It is checked with stretch value.
As shown in Fig. 2, the tensioning of longitudinal steel strand wires is to control the critical process of duration, it is strong in beam section concrete strength tensioning
Tensioning can be carried out after degree, transverse stretching is whole with regard to later row before Hanging Basket, and the tensioning of vertical finish rolling deformed bar waits for longitudinally, laterally
After the completion of tensioning between baby and difference that longitudinal tensioning beam will count is not greater than 3 sections, and in strict accordance with operating instruction to jack, oil
Table is detected.Tensioning is carried out using " dual control " method, i.e., is carried out according to tensioning using " dual control " method, i.e., according to " 0 → 10% σk→
σk→ mend and draw σk→ anchoring " controls stretching force, is checked with stretch value.
The other parts of the present embodiment are same as the previously described embodiments, and so it will not be repeated.
Embodiment 4:
The present embodiment advanced optimizes on the basis of the above embodiments, as shown in figure 3, the step S5 is specifically
Refer to: being completed within 48h in tensioning, carries out hole path pressure grouting using vacuum compaction techniques.
Prestressed pore passage is vacuumized using vacuum pump in the one end in duct, makes its generation -0.06MPa--- 0.08MPa
Vacuum degree, cement slurry is pressed into using mudjack from the other end in duct then, until being full of whole duct, and is subject to
The normal pressure of 0.5MPa--- 0.6MPa, to improve the plumpness and compactness of prestressed pore passage grouting.
It before mud jacking 24 hours, cuts out steel strand wires and rinses duct, after the completion of tensioning, require to cut according to sealing off and covering anchorage and sealing end
Except steel strand wires, anchor head whole gap is blocked tight.
Mud jacking strength of cement grade is 42.5 grades of low alkali ordinary portland cements；Slurry final setting time was less than 12 hours, pressure
When slurry, slurry temperature is no more than 35 DEG C.
The other parts of the present embodiment are same as the previously described embodiments, and so it will not be repeated.
The above is only presently preferred embodiments of the present invention, not does limitation in any form to the present invention, it is all according to
According to technical spirit any simple modification to the above embodiments of the invention, equivalent variations, protection of the invention is each fallen within
Within the scope of.
Claims (8)
1. the high porous big span length of pier joins continuous steel frame imbalance section cantilever casting construction engineering method, it is characterised in that: using finite elements point
Analysis, establishes Midas's model, using lifting the method for absolute altitude in advance to uneven section come the weight of balancedunbalanced section concrete；Using
Light counterweight carrys out the construction loads when construction of balancedunbalanced section.
2. the porous big span length of high pier according to claim 1 joins continuous steel frame imbalance section cantilever casting construction engineering method, feature
It is: specifically includes the following steps:
Step S1: using finite element analysis, establish Midas's model, is done according to the practical deflection of full-bridge and theoretical deflection
Comparative analysis adjusts the mould absolute altitude of different beam sections；
Step S2: hanging basket advancing, positioning, formwork erection；
Step S3: reinforcing bar, form work engineering construction；
Step S4: concrete construction；
Step S5: prestressed stretch-draw and mud jacking.
3. the porous big span length of high pier according to claim 2 joins continuous steel frame imbalance section cantilever casting construction engineering method, feature
Be: the step S2 specifically includes the following steps:
Step S21: construction section top surface is levelling, it is laid with bearing beam and track thereon；
Step S22: counterweight is carried out to the cantilever section other side；
Step S23: after loosening bed die frame front hanger, rear hanger, bed die frame, crossbeam is suspended on external mold with 2 10t jacks and walks cross girders
On；
Step S24: the connection of back strap and bed die frame is removed；
Step S25: truss rear end anchorage screw is released；
Step S26: rail top face installs 10t jack, and the position for marking good preceding support mobile；
Step S27: support before being drawn with jack moves forward Hanging Basket truss, bed die, external mold together；
Step S28: after movement in place, back strap is installed, bed die frame is sling；
Step S29: it releases external mold and walks a rear suspension bar on cross girders, hanger is moved at previous beam section top plate preformed hole, then
Link again with sunpender, another hanger is moved into previous beam section with same method；
Step S210: after Hanging Basket walking in place, adjustment formwork erection carries out next beam section construction.
4. the porous big span length of high pier according to claim 3 joins continuous steel frame imbalance section cantilever casting construction engineering method, feature
Be: the step S22 is specifically referred to: using water tank ballast to the other side of cantilever section；Using the flat-die group of pier shaft and cushion cap
At the side wall of water tank, and plastic cloth is installed in water tank.
5. the porous big span length of high pier according to claim 4 joins continuous steel frame imbalance section cantilever casting construction engineering method, feature
Be: the step S3 specifically includes the following steps:
Step S31: after coordinate, size and the elevation acceptance(check) to the template in step S2, progress beam body bottom web reinforcement,
Prestressed pore passage installation and positioning；
Step S32: internal model, side form installation；
Step S33: beam body roof steel bar, prestressed pore passage are fixed and positioned.
6. the porous big span length of high pier according to claim 5 joins continuous steel frame imbalance section cantilever casting construction engineering method, feature
Be: the step S4 specifically includes the following steps:
Step S41: when Hanging Basket adjusts absolute altitude afterwards in place, it is necessary to be positioned according to the pre- lift absolute altitude of calculating, and carry out repetition measurement to absolute altitude；
Step S42: it is poured using two concrete automobile pumps from casting concrete extroversion, pump line refers to and leads to from beam face
It crosses；Two sections are symmetrically poured simultaneously；Guarantee horizontal slice, oblique segmentation, symmetrical and continuous placing in casting process；
Step S43: concrete curing is carried out after the completion of pouring；
Step S44: beam section seam is handled；To beam section concrete joint surface dabbing, cement slurry and loose stone are removed
Son pours one layer of cement slurry before novel concrete pours.
7. the porous big span length of high pier according to claim 6 joins continuous steel frame imbalance section cantilever casting construction engineering method, feature
Be: the step S5 is specifically referred to:
Tensioning is carried out after the tensioning intensity that beam section concrete strength reaches design requirement, transverse stretching is after hanging basket advancing is in place
It carries out, the tensioning of vertical finish rolling deformed bar carries out after the completion of longitudinally, laterally tensioning；
The difference of vertical and longitudinal tensioning beam section number is not greater than 3 sections；
Tensioning is carried out using " dual control " method, i.e., according to " 0 → 10% σk→σk→ mend and draw σk→ anchoring " controls stretching force, to stretch
Long value is checked.
8. the porous big span length of high pier according to claim 7 joins continuous steel frame imbalance section cantilever casting construction engineering method, feature
Be: the step S5 is specifically referred to: being completed within 48h in tensioning, is carried out hole path pressure grouting using vacuum compaction techniques.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114657898A (en) * | 2022-02-19 | 2022-06-24 | 中铁二十局集团第六工程有限公司 | Construction method for cantilever beam in alpine region |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001348816A (en) * | 2000-06-12 | 2001-12-21 | Ps Corp | Installing method and device of precast segment overhanging installing bridge |
| CN204530508U (en) * | 2015-03-31 | 2015-08-05 | 陕西铁路工程职业技术学院 | A kind of continuous equilibrium Weighting system for bridge cantilever construction unsymmetrical beam section |
| CN106836013A (en) * | 2017-03-20 | 2017-06-13 | 北京科技大学 | Ballasting method under closure section both sides bridge flexibility is asymmetric during cantilever construction |
| CN108004928A (en) * | 2017-12-01 | 2018-05-08 | 中铁二十局集团第工程有限公司 | A kind of asymmetric rigid frame-continuous girder construction technology |
| CN109505267A (en) * | 2018-12-12 | 2019-03-22 | 中建港务建设有限公司 | A kind of Hanging Basket cantilever pouring construction method |
-
2019
- 2019-06-14 CN CN201910517513.2A patent/CN110230270A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001348816A (en) * | 2000-06-12 | 2001-12-21 | Ps Corp | Installing method and device of precast segment overhanging installing bridge |
| CN204530508U (en) * | 2015-03-31 | 2015-08-05 | 陕西铁路工程职业技术学院 | A kind of continuous equilibrium Weighting system for bridge cantilever construction unsymmetrical beam section |
| CN106836013A (en) * | 2017-03-20 | 2017-06-13 | 北京科技大学 | Ballasting method under closure section both sides bridge flexibility is asymmetric during cantilever construction |
| CN108004928A (en) * | 2017-12-01 | 2018-05-08 | 中铁二十局集团第工程有限公司 | A kind of asymmetric rigid frame-continuous girder construction technology |
| CN109505267A (en) * | 2018-12-12 | 2019-03-22 | 中建港务建设有限公司 | A kind of Hanging Basket cantilever pouring construction method |
Non-Patent Citations (5)
| Title |
|---|
| 基建架子队联盟: "精品图文︱中铁连续刚构桥悬臂浇筑施工工法（完成版）", 《百度》 * |
| 多冉伟等: "大跨高墩连续刚构桥不对称悬臂段施工技术", 《公路交通科技（应用技术版）》 * |
| 张忠义: "168 m 刚构连续梁合龙施工技术研究", 《铁道建筑技术》 * |
| 曾波: "株洲建宁大桥斜拉桥主梁合龙施工技术与控制", 《湖南交通科技》 * |
| 罗强: "不对称高墩大跨连续刚构桥设计关键问题研究", 《湖南交通科技》 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114657898A (en) * | 2022-02-19 | 2022-06-24 | 中铁二十局集团第六工程有限公司 | Construction method for cantilever beam in alpine region |
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