CN110258293A - Cable-stayed bridge steel truss girder main pylon pier top erection construction method - Google Patents
Cable-stayed bridge steel truss girder main pylon pier top erection construction method Download PDFInfo
- Publication number
- CN110258293A CN110258293A CN201910662767.3A CN201910662767A CN110258293A CN 110258293 A CN110258293 A CN 110258293A CN 201910662767 A CN201910662767 A CN 201910662767A CN 110258293 A CN110258293 A CN 110258293A
- Authority
- CN
- China
- Prior art keywords
- truss girder
- steel truss
- pier
- cable
- construction method
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/04—Cable-stayed bridges
-
- 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
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The present invention relates to cable-stayed bridge steel truss girder main pylon pier top erection construction methods, beam, the installation of adjustment system, adjustment sliding and circulation segmental erection are fallen including pier-side bracket installation, sliding system mounting arrangements, steel truss girder hook, steel truss girder lifting, the present invention have can reduce influence of the external procedure environment to construction quality progress etc., reduce field operation amount, the advantages of evading Strong Breezes Over high altitude operation risk and marine environmental pollution risk, reaching quality, safe and environment-friendly, efficient rapid construction in harsh environments.
Description
Technical field
The present invention relates to bridge erection technical field more particularly to cable-stayed bridge steel truss girder main pylon pier top erection construction methods.
Background technique
Pingtan straits non-major P.E.subject is China's First gorge non-major P.E.subject over strait.Strait Bridge is different from the past
The bay bridge of construction, the faced wind of construction is big, wave is high, gushes the mal-conditions such as sharp, violent typhoon, complicated geological, especially Pingtan
Straits are one of three tempest sea areas famous in the world, bring huge challenge and superelevation risk to Bridge Construction.This bridge is
The country is in the trial for the first time in bridge over strait beam field, the either severe degree of environment, or the technological challenge that is faced and applies
Work risk is all far super domestic built or in other gulf bridges over strait built.Pingtan straits non-major P.E.subject is in the world first
It is secondary to build strait Bridge in the case where complicated stormy waves gushes environment, marine ten grades of strong wind of bridge floor (land fresh gale operation) will be met after building up
Bridge safe operation under environment.
Currently, the main bridge of large span road-cum-rail bridge mostly uses the structure type of steel truss girder cable-stayed bridge, starting construction
King-tower pier top steel truss girder mostly uses rod piece to dissipate and spells or the construction method of small segment lifting, and site workload is big, construction efficiency and applies
Work precision is lower, and Pingtan bridge scene, because of the larger equal complex working conditions of wind-force, effective operation time is few, continuously can operation window it is short,
Normal construction operation is restricted serious.
Summary of the invention
The technical problem to be solved in the present invention is that for the defects in the prior art, providing cable-stayed bridge steel truss girder master
Tower pier top erection construction method.
In order to solve the above-mentioned technical problems, the present invention provides cable-stayed bridge steel truss girder main pylon pier top erection construction method, packets
Include following steps:
The installation of I, pier-side bracket: it is in factory that steel-pipe welding is in pairs to after inclined space structure, it is whole to pass through crane barge ship
Operating to the two sides Ta Dun are lifted；
II, sliding system mounting arrangements: the sliding system includes slipway beam, three-dimensional regulating system, driving part and pad
Slipway beam is erected on tower pier and pier-side bracket by block, and three-dimensional regulating system interval is erected on slipway beam, and driving part is set up
On slipway beam between adjacent three-dimensional regulating system, cushion block is erected on the slipway beam of three-dimensional regulating system side；
III, steel truss girder hook: according to the shape of steel truss girder and length difference, different types of suspender is selected, when suspender
After fake falls into the rope groove of steel truss girder lifting lug pulley, by the snap-gauge of groove skipping of steel rope while on the pin shaft of crane barge arm, then slowly
Stop after hooking up tense wire rope, starting crane barge arm prepares lifting；
The lifting of IV, steel truss girder falls beam: lifting initial stage gradation sling height is in 2-3m, and subsequent hang in high scope is lifted by crane by several times
Height is within 0.2m in 3-5m, overall process observation each point height difference of girder；It falls by several times when falling beam, pier top to be fallen to
It is fallen on three-dimensional regulating system and cushion block after carrying out last time pose adjustment after 20-50cm；
V, adjustment system installation: three-dimensional regulating system and cushion block are connected to by steel truss girder bottom by bolt, utilize three-dimensional
Regulating system adjusts steel truss girder position in the horizontal direction, so that steel truss girder position after lifting can be in design position；
VI, adjustment sliding: driving part is started so that steel truss girder is moved along slipway beam length direction；
VII, recycles segmental erection: repeating the above steps and carries out the erection of multi-segmental steel truss girder.
As to further explanation of the invention, it is preferable that agent on crack resistance of concrete sliding block is added on the outside of pier-side bracket suspension column,
The Concrete Filled of C50 microdilatancy is perfused at the top of the pier-side bracket of part and in suspension column.
As to further explanation of the invention, it is preferable that be provided with epoxy PE steel strand prestress at the top of pier-side bracket
The top layer attached wall of system.
As to further explanation of the invention, it is preferable that slipway beam divides multistage to be erected on tower pier and pier-side bracket.
As to further explanation of the invention, it is preferable that slipway beam falls Liang Chu and is equipped with widened section, widened section and slideway
Beam by etc. strong butt welding be attached.
As to further explanation of the invention, it is preferable that slipway beam top end face is laid with stainless steel plate as sliding surface, no
Rust steel plate is welded and by the way of vacuum grouting glue combines with slipway beam top plate using being interrupted, the connector and slipway beam of stainless steel plate
Joint be staggered, the joint weld grinding of stainless steel plate is smooth.
As to further explanation of the invention, it is preferable that when steel truss girder segmental length is longer, select length direction water
Flat horizontal suspender selects the perpendicular suspender of length direction vertically when steel truss girder segmental length is smaller.
As to further explanation of the invention, it is preferable that three-dimensional regulating system is equipped with vertical top, vertical shift top and traversing
Top, wherein vertically top glide direction it is vertical, vertical shift top glide direction is identical with slipway beam length direction, traversing top glide direction and
Slipway beam length direction and vertical direction are vertical, wherein vertically top output end is abutted with steel truss girder bottom, vertical shift top output end
It is abutted with slipway beam, traversing top output end connects with vertical shift contact.
As to further explanation of the invention, it is preferable that cushion block includes falling beam pad block, base and cushion, and base is logical
It crosses to connect to be bolted to and falls beam pad block bottom, cushion is bolted to base bottom by connection, and cushion uses rubber
Material is made.
As to further explanation of the invention, it is preferable that fall beam pad block two sides and be fixed with guide plate, be connected on guide plate
There is idler wheel pin shaft, idler wheel pin shaft lower rotation is connected with idler wheel, and the idler wheel and slipway beam side distance are less than or equal to 20mm.
Implement of the invention, has the advantages that
1, the whole segment steel truss girder of pier top is integrally welded entirely in factory and makes, and batch production degree is high, reduces the high bolt quantity of girder steel,
Reduce on-site consolidation and high bolt construction workload, accelerates speed of application, reduces site operation risk；
2, pier-side bracket tilts prestressed steel structure, large carrying capacity, jib-length length, space using large-scale space
It is adaptable；
3, slipway beam adds widened section in the area Luo Liang in addition to vertical shift function, and falling beam allows adjustable extent big, and falls in beam bottom
Buffer unit is arranged in beam pad block, meets crane barge and lifts deviation under the conditions of severe sea condition, improves lifting and sets up efficiency；
4, adjustment is accurately positioned using the system transform and steel truss girder that three-way jack adjusts steel truss beam pad block and sliding block
It moves in length and breadth, it is ensured that steel truss erection safety and precision；
5, beam is fallen with fixed point using fixed point lifting, using continuous jack vertical shift to designing position after three-way jack accurate adjustment
It sets, ensure that vertical shift process safety is steadily efficient.
Detailed description of the invention
Fig. 1 is hoisting process logic chart of the invention；
Fig. 2 is lifting state diagram of the invention；
Fig. 3 is suspender type and installation effect figure of the invention；
Fig. 4 A is slipway beam front view of the invention；
Fig. 4 B is slipway beam top view of the invention；
Fig. 5 is the enlarged drawing of A in Fig. 4 A；
Fig. 6 A is slipway beam widening structure and installation effect front view of the invention；
Fig. 6 B is slipway beam widening structure and installation effect top view of the invention；
Fig. 7 is lifting effect figure of the invention；
Fig. 8 is the enlarged drawing of B in Fig. 7；
Fig. 9 A is A type three-dimensional regulating system and cushion block distributed architecture figure of the invention；
Fig. 9 B is Type B three-dimensional regulating system and cushion block distributed architecture figure of the invention；
Fig. 9 C is the cushion block distributed architecture figure after installation of the invention；
Figure 10 A is three-dimensional regulating system structure chart of the invention；
Figure 10 B is Type B three-dimensional regulating system top view of the invention；
Figure 11 is pier-side bracket structure chart of the invention；
Figure 12 is cushion block structure figure of the invention；
Figure 13 is cushion block slip state figure of the invention.
Description of symbols:
1, crane barge arm；2, horizontal suspender；21, suspender is erected；3, steel truss girder；31, A type suspension centre segment；32, Type B suspension centre segment；
33, c-type suspension centre segment；4, Ta Dun；41, bearing pad stone；42, stiffness bearer；5, slipway beam；51, end bay section；52, pier top section；
53, middle span；54, bracing；55, widened section；56, connection system；6, pier-side bracket；61, resistant slide block；62, concrete is filled out
It fills；63, top layer attached wall；7, three-dimensional regulating system；71, A type system；72, Type B system；73, vertical top；74, vertical shift top；75, horizontal
Move top；8, driving part；81, continuous jack；82, counter-force seat is drawn；83, steel strand wires；9, cushion block；91, beam pad block is fallen；92,
Base；93, cushion；94, prestressing force anchor slab；95, bolt is connected；96, guide plate；97, idler wheel pin shaft.
Specific embodiment
In order to make the object, technical scheme and advantages of the embodiment of the invention clearer, below in conjunction with the embodiment of the present invention
In attached drawing, technical scheme in the embodiment of the invention is clearly and completely described, it is clear that described embodiment is
A part of the embodiments of the present invention, instead of all the embodiments.Based on the embodiments of the present invention, ordinary skill people
Member's every other embodiment obtained without making creative work, shall fall within the protection scope of the present invention.
Cable-stayed bridge steel truss girder main pylon pier top erection construction method, in conjunction with Fig. 1, Figure 11, comprising the following steps:
The installation of I, pier-side bracket 6: pier-side bracket 6 is mainly made of steel pipe support, in factory that steel-pipe welding is in pairs to inclining
It after oblique space structure, is lifted by crane barge ship overall operation to 4 two sides of tower pier, pier-side bracket 6 is empty using large-scale
Between tilt prestressed steel structure, large carrying capacity, jib-length are long, spatial adaptation ability is strong；It is added on the outside of 6 suspension column of pier-side bracket
Agent on crack resistance of concrete slides block 61, and the Concrete Filled 62 of C50 microdilatancy is perfused in 6 top of part pier-side bracket and suspension column, with
Guarantee that top layer connection is the steel pipe post local stability in region；Epoxy PE steel strand wires are provided at the top of pier-side bracket 6 to answer in advance
The top layer attached wall 63 of power system, to balance the horizontal force that steel truss girder 3 and girder erection crane gravity load generate pier-side bracket 6.
II, sliding system mounting arrangements: the sliding system includes slipway beam 5, three-dimensional regulating system 7,8 and of driving part
Cushion block 9, in conjunction with Fig. 4 A, Fig. 4 B and Fig. 5, slipway beam 5 divides for end bay section 51, pier top end 52 and middle span 53, wherein end bay section 51
It can be used as the area Luo Liang, end bay section 51 and middle span 53 are respectively erected on the pier-side bracket 6 of 4 two sides of tower pier, and pier top end 52 is set up
On tower pier 4, integral installation in three times during installation；5 middle part space-stop rack of slipway beam is equipped with several bracings 54, bracing 54
It is in same level with slipway beam 5, the stitching position of bracing 54 and slipway beam 5 carries out bearing pad stone 41, stiffness bearer
42 limit with three-dimensional, are easily installed and supporting skid rail beam 5 and three-dimensional regulating system 7；Slipway beam 5 is erected at by tower pier 4 and pier
On bracket 6, and 5 top end face any two points depth displacement of slipway beam within the scope of every 5m is required it is ensured that within ± 2mm, and nothing
Catastrophe point, elevation difference is within ± 2mm between two sides slipway beam 5.
The stainless steel plate that 5 top end face of slipway beam is laid with 4mm thickness is used as sliding surface, stainless steel plate and 5 top plate of slipway beam
The mode that interruption welding and vacuum grouting glue combine, the connector of stainless steel plate and the joint of slipway beam are staggered, stainless steel plate
Joint weld grinding it is smooth, to reduce the frictional force in mobile steel truss girder 3.
III, steel truss girder 3 hook: in conjunction with Fig. 1, Fig. 3, steel truss girder 3 is integrally welded entirely in factory and makes, and batch production degree is high, protects
3 manufacturing quality of steel truss girder has been demonstrate,proved, high bolt dosage is largely saved, has reduced on-site consolidation and high bolt construction workload, accelerates
Speed of application reduces site operation risk；Wherein steel truss girder 3 includes that A type suspension centre segment 31, Type B suspension centre segment 32 and c-type are hung
Point segment 33,31 length of A type suspension centre segment are greater than 32 length of Type B suspension centre segment, and 32 length of Type B suspension centre segment is greater than c-type suspension centre
33 length of segment；According to the shape of steel truss girder 3 and length difference, different types of suspender is selected, wherein 31 He of A type suspension centre segment
The horizontal suspender 2 of length direction level is selected in Type B suspension centre segment 32, and length direction perpendicular hanging vertically is selected in c-type suspension centre segment 33
Tool 21, to guarantee that steel truss girder 3 is with good stability in lifting.
(wind-force >=7 grade, unrestrained height >=2.0m, flow velocity >=1.5m/s) is linked up with when selection stormy waves is smaller, floating in order to reduce
3 short side suspender of steel truss girder is first hung in influence of the swing of boom 1 and fortune beam ship to hook, is hung when the fake of suspender falls into steel truss girder 3
After the rope groove of ear pulley, by the snap-gauge of groove skipping of steel rope while on the pin shaft of crane barge arm 1, after then slowly hooking up tense wire rope
Stop, preventing from hanging other suspension centres at an entirety by two fake hoops of the same suspension centre with the soft nylon rope of diameter 10mm
Fake is job-hoped when suspender；The wirerope of lifting uses the wirerope of diameter 120, and tensile strength can reach 1870MPa, lift
When can guarantee and be not pulled off, and then guarantee the safety of lifting.
The lifting of IV, steel truss girder 3 falls beam: in conjunction with Fig. 1, Fig. 2, strict implement sound carries examination and hangs when lifting, and arrangement personnel are to hanging
Dress process carries out whole process supervision monitoring, initially hangs within the scope of high 20m, gradation sling height is in 2-3m, subsequent to hang high scope
Interior gradation sling height is within 0.2m in 3-5m, overall process observation each point height difference of girder；And using height difference 0.2m as police
Line is guarded against, should also control each hook load deviation in hoisting process；Slowly loose hook falls beam to crane barge, falls by several times when falling beam, wait fall to
It is fallen in three-dimensional regulating system 7 and cushion block 9 after carrying out last time pose adjustment after pier top 20-50cm.
In conjunction with Fig. 4 A, Fig. 4 B, Fig. 6 A and Fig. 6 B, slipway beam 5, which is located at the area Luo Liang, can install widened section 55 additional, and widened section 55 is pushed up
End face is overlapped with 5 top end face of slipway beam, widened section 55 and slipway beam 5 by etc. strong butt welding be attached, between widened section 55
Being provided with connection is 56, and connection is 56 be in same level with widened section 55, install widened section 55 additional so that fall that beam allows can
Adjust range big, even if also can guarantee the progress that lifting work can be smooth and stable when wind-force is compared with causing by force installation error larger.
V, adjusts system installation: in conjunction with Fig. 9 A, Fig. 9 B, Fig. 9 C, Figure 10 A and Figure 10 B, three-dimensional regulating system 7 is erected at cunning
On road beam 5, three-dimensional regulating system 7 includes A type system 71 and Type B system 72, and A type system 71 and Type B system 72 are Multi-direction fluid
Pressure system, and it is designed with vertical top 73, vertical shift top 74 and traversing top 75, wherein vertically 73 glide directions of top are vertical, vertical shift top 74
Glide direction is identical as 5 length direction of slipway beam, and 75 glide directions of traversing top and 5 length direction of slipway beam and vertical direction are hung down
Directly；The parameter of three-dimensional regulating system 7: vertical top lifting weight 400t, stroke 200mm；Lateral top lifting weight 60t, stroke 400mm；
Longitudinal top lifting weight 60t, stroke 150mm；And A type system 71 is equipped with two groups and vertically pushes up 73, has A type system 71 bigger
Bearing capacity；73 output ends of vertical top are abutted with 3 bottom of steel truss girder, and 74 output end of vertical shift top is abutted with slipway beam 5, traversing top 75
Output end is abutted with vertical shift top 74；In conjunction with Fig. 7, A type system 71 is erected at the area Luo Liang of end bay section 51, and Type B system 72 is set up
At middle span 53.
In conjunction with Fig. 9 A, Fig. 9 B, Fig. 9 C, Figure 10 A and Figure 10 B, three-dimensional regulating system 7 and cushion block 9 are connected to by bolt
3 bottom of steel truss girder utilizes the 75 adjusting position in the horizontal direction of steel truss girder 3 of vertical shift top 74 and traversing top in three-dimensional regulating system 7
It sets, and adjustable range is small, so that the position after lifting of steel truss girder 3 can accurately be in design position.
In conjunction with Figure 12, Figure 13, cushion block 9 includes falling beam pad block 91, base 92 and cushion 93, falls beam pad block 91 and passes through bolt
It is connected in 3 bottom of steel truss girder, base 92 is connected to by connection bolt 95 and falls 94 bottom of beam pad block, and cushion 93 passes through connection spiral shell
Bolt 95 is connected to 92 bottom of base, and cushion 93 is made of rubber material, is arranged cushion 93, and when lifting can not only assist three
Play the role of supporting steel truss girder 3 to regulating system 7, also meets crane barge and lift deviation under the conditions of severe sea condition, improve and hang
It shelves and sets efficiency；It falls 91 two sides of beam pad block and is fixed with guide plate 96, idler wheel pin shaft 97, idler wheel pin shaft 97 are fixed on guide plate 96
Axis direction is vertical, and 97 lower rotation of idler wheel pin shaft is connected with idler wheel, and the idler wheel is less than or equal to 5 side distance of slipway beam
20mm；Idler wheel pin shaft 97 and idler wheel are set, the deviation post in 3 moving process of steel truss girder can be prevented, play guiding role, again
It is avoided that and generates larger friction with slipway beam 5 in deviation post, guarantee that the movement of steel truss girder 3 is more smooth.
In conjunction with Fig. 7, Fig. 9 A, Fig. 9 B and Fig. 9 C, make steel truss girder using the vertical shift top 74 and traversing top 75 of three-dimensional regulating system 7
3 lateral deviations are fine-tuning to design offset distance, and subsequent start-up vertically pushes up 73 top lifting steel truss girders 3, remove base 92 and cushion 93, and
It falls on 91 bottom of beam pad block and slipway beam 5 and smears lubrication butter, then transfer steel truss girder 3 so as to fall beam pad block 91 and slipway beam 5
Contact.
VI, adjustment sliding: in conjunction with Fig. 7, Fig. 8, driving part 8 is erected at the slipway beam 5 between adjacent three-dimensional regulating system 7
On, driving part 8 includes continuous jack 81, dilatory counter-force seat 82 and steel strand wires 83, and dilatory counter-force seat 82 is connected in continuous thousand
On the slipway beam 5 of 81 sides of jin top, continuous jack 81 is erected on dilatory counter-force seat 82, and 83 one end of steel strand wires passes through dilatory anti-
Power seat 82 is connected with continuous jack 81, and 83 other end of steel strand wires is connected with the prestressing force anchor slab 94 fallen on beam pad block 91.
In conjunction with Fig. 7, Fig. 8, after the decentralization of steel truss girder 3, starting continuous jack 81 makes steel strand wires 83 pull cushion block 9 and then makes
Steel truss girder 3 and three-dimensional regulating system 7 are moved along 5 length direction of slipway beam, realize the docking of steel truss girder 3；4 segment steel truss girder of tower pier
3, which set up sliding, should be noted that consideration splice plate extension and steel truss girder 3 set up the influence for falling safety beam distance, in design slipway beam
The pre- deviator of first erecting steel truss girder 3 is as more as possible in 5 length ranges, to guarantee that last erecting steel truss girder 3 has enough safety to fall beam
Space.
VII, recycles segmental erection: repeating the above steps and carries out the erection of multi-segmental steel truss girder 3, each segment is linked to be whole
Body after the completion of 3 top-bottom chord of steel truss girder, secondary purlin top boom and brace are connected, then carries out the embedding benefit section installation of bridge floor；It first will be embedding
It mends section to hang to floorings, then embedding 3 floorings of the benefit Duan Yuyi erecting steel truss girder welding of bridge floor is linked to be entirety, 3 frame of steel truss girder
Notice that coating protects work in docking operation if adjusting.
In conclusion even if utilizing rigid constraint fine position after lifting using elder generation is rough in the biggish environment of wind-force,
Recycle rigid constraint stablize steel truss girder moving direction, compared to directly lifting position, effectively reduce steel truss girder during installation by
The influence of wind-force extends effective duration of construction, and then improves working effect, greatly shortens the construction time.
Finally, it should be noted that the above embodiments are merely illustrative of the technical solutions of the present invention, rather than its limitations；Although
Present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that: it still may be used
To modify the technical solutions described in the foregoing embodiments or equivalent replacement of some of the technical features；
And these are modified or replaceed, technical solution of various embodiments of the present invention that it does not separate the essence of the corresponding technical solution spirit and
Range.
Claims (10)
1. cable-stayed bridge steel truss girder main pylon pier top erection construction method, which comprises the following steps:
The installation of I, pier-side bracket (6): it is in factory that steel-pipe welding is in pairs to after inclined space structure, it is integrally transported by crane barge ship
Ta Dun (4) two sides are gone to be lifted；
II, sliding system mounting arrangements: the sliding system includes slipway beam (5), three-dimensional regulating system (7), driving part (8)
With cushion block (9), slipway beam (5) is erected on tower pier (4) and pier-side bracket (6), three-dimensional regulating system (7) interval is erected at cunning
On road beam (5), driving part (8) is erected on the slipway beam (5) between adjacent three-dimensional regulating system (7), and cushion block (9) is erected at
On the slipway beam (5) of three-dimensional regulating system (7) side；
III, steel truss girder (3) hook: according to the shape of steel truss girder (3) and length difference, different types of suspender is selected, suspender is worked as
Fake fall into the rope groove of steel truss girder (3) lifting lug pulley after, by the snap-gauge of groove skipping of steel rope while mounted in crane barge arm (1) pin shaft on,
Then stop after slowly hooking up tense wire rope, starting crane barge arm (1) prepares lifting；
The lifting of IV, steel truss girder (3) falls beam: lifting initial stage gradation sling height is in 2-3m, and subsequent hang in high scope is lifted by crane by several times
Height is within 0.2m in 3-5m, overall process observation each point height difference of girder；It falls by several times when falling beam, pier top to be fallen to
It is fallen in three-dimensional regulating system (7) and cushion block (9) after carrying out last time pose adjustment after 20-50cm；
V, adjustment system installation: three-dimensional regulating system (7) and cushion block (9) are connected to by steel truss girder (3) bottom by bolt, benefit
Steel truss girder (3) position in the horizontal direction is adjusted with three-dimensional regulating system (7), so that steel truss girder (3) position after lifting can be located
In design position；
VI, adjustment sliding: driving part (8) are started so that steel truss girder (3) is moved along slipway beam (5) length direction；
VII, recycles segmental erection: repeating the above steps and carries out the erection of multi-segmental steel truss girder (3).
2. cable-stayed bridge steel truss girder main pylon pier top according to claim 1 erection construction method, which is characterized in that pier-side bracket
(6) agent on crack resistance of concrete sliding block (61) is added on the outside of suspension column, it is micro- swollen to be perfused with C50 in part pier-side bracket (6) top and suspension column
Swollen Concrete Filled (62).
3. cable-stayed bridge steel truss girder main pylon pier top according to claim 2 erection construction method, which is characterized in that pier-side bracket
(6) top is provided with the top layer attached wall (63) of epoxy PE steel strand prestress system.
4. cable-stayed bridge steel truss girder main pylon pier top according to claim 1 erection construction method, which is characterized in that slipway beam
(5) multistage is divided to be erected on tower pier (4) and pier-side bracket (6).
5. cable-stayed bridge steel truss girder main pylon pier top according to claim 4 erection construction method, which is characterized in that slipway beam
(5) Liang Chu is fallen to be equipped with widened section (55), widened section (55) and slipway beam (5) by etc. strong butt welding be attached.
6. cable-stayed bridge steel truss girder main pylon pier top according to claim 5 erection construction method, which is characterized in that slipway beam
(5) top end face is laid with stainless steel plate as sliding surface, stainless steel plate and slipway beam (5) top plate using interruption welding and vacuum grouting
The joint of the mode that glue combines, the connector and slipway beam (5) of stainless steel plate is staggered, the joint weld grinding of stainless steel plate
Smoothly.
7. cable-stayed bridge steel truss girder main pylon pier top according to claim 1 erection construction method, which is characterized in that work as steel truss girder
(3) when segmental length is longer, the horizontal suspender (2) of length direction level is selected, when steel truss girder (3) segmental length is smaller, choosing
With the perpendicular suspender (21) that length direction is vertical.
8. cable-stayed bridge steel truss girder main pylon pier top according to claim 1 erection construction method, which is characterized in that three-dimensional is adjusted
System (7) is equipped with vertical top (73), vertical shift top (74) and traversing top (75) and indulges wherein vertically top (73) glide direction is vertical
It is identical as slipway beam (5) length direction to move top (74) glide direction, traversing top (75) glide direction and slipway beam (5) length direction
It is vertical with vertical direction, wherein vertically top (73) output end is abutted with steel truss girder (3) bottom, vertical shift top (74) output end and cunning
Road beam (5) abuts, and traversing top (75) output end is abutted with vertical shift top (74).
9. cable-stayed bridge steel truss girder main pylon pier top according to claim 1 erection construction method, which is characterized in that cushion block (9)
Including falling beam pad block (91), base (92) and cushion (93), base (91) is connected to by connection bolt (95) and falls beam pad block
(91) bottom, cushion (93) are connected to base (91) bottom by connecting bolt (95), and cushion (93) uses rubber material
It is made.
10. cable-stayed bridge steel truss girder main pylon pier top according to claim 9 erection construction method, which is characterized in that fall beam pad
Block (91) two sides are fixed with guide plate (96), are fixed on guide plate (96) idler wheel pin shaft (97), and idler wheel pin shaft (97) bottom turns
Dynamic to be connected with idler wheel, the idler wheel and slipway beam (5) side distance are less than or equal to 20mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910662767.3A CN110258293A (en) | 2019-07-22 | 2019-07-22 | Cable-stayed bridge steel truss girder main pylon pier top erection construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910662767.3A CN110258293A (en) | 2019-07-22 | 2019-07-22 | Cable-stayed bridge steel truss girder main pylon pier top erection construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN110258293A true CN110258293A (en) | 2019-09-20 |
Family
ID=67927512
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910662767.3A Pending CN110258293A (en) | 2019-07-22 | 2019-07-22 | Cable-stayed bridge steel truss girder main pylon pier top erection construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110258293A (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110593111A (en) * | 2019-09-25 | 2019-12-20 | 中交路桥华南工程有限公司 | Method for installing beam section of cable tower area |
| CN110629677A (en) * | 2019-09-29 | 2019-12-31 | 中铁大桥局集团有限公司 | Method for erecting section steel beam on pier top short slideway beam |
| CN111441259A (en) * | 2020-04-03 | 2020-07-24 | 中铁大桥局集团第五工程有限公司 | Construction method for transversely erecting steel plate combination beam |
| CN111676815A (en) * | 2020-05-28 | 2020-09-18 | 中铁十局集团青岛工程有限公司 | Positioning method and positioning system for steel truss girder in-place construction |
| CN112048984A (en) * | 2020-08-19 | 2020-12-08 | 中铁大桥勘测设计院集团有限公司 | Steel truss girder segment and installation method thereof |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN203546599U (en) * | 2013-09-27 | 2014-04-16 | 中铁大桥局股份有限公司 | Pier-side bracket |
| CN103911956A (en) * | 2014-03-21 | 2014-07-09 | 中铁大桥局股份有限公司 | Long-span cable stayed bridge steel truss girder mounting method |
| CN105839536A (en) * | 2016-04-01 | 2016-08-10 | 中铁大桥局集团第五工程有限公司 | Construction method of cable-stayed bridge pylon |
| CN107905117A (en) * | 2017-12-21 | 2018-04-13 | 中国铁建大桥工程局集团有限公司 | Suitable for high-block bridge degree steel truss girder bridge push construction method |
| CN109024288A (en) * | 2018-07-26 | 2018-12-18 | 中铁大桥局集团有限公司 | A method of using precast concrete pad erecting steel truss girder |
| CN109356036A (en) * | 2018-11-26 | 2019-02-19 | 中铁六局集团有限公司 | Middle pier pier-side bracket and its construction method |
-
2019
- 2019-07-22 CN CN201910662767.3A patent/CN110258293A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN203546599U (en) * | 2013-09-27 | 2014-04-16 | 中铁大桥局股份有限公司 | Pier-side bracket |
| CN103911956A (en) * | 2014-03-21 | 2014-07-09 | 中铁大桥局股份有限公司 | Long-span cable stayed bridge steel truss girder mounting method |
| CN105839536A (en) * | 2016-04-01 | 2016-08-10 | 中铁大桥局集团第五工程有限公司 | Construction method of cable-stayed bridge pylon |
| CN107905117A (en) * | 2017-12-21 | 2018-04-13 | 中国铁建大桥工程局集团有限公司 | Suitable for high-block bridge degree steel truss girder bridge push construction method |
| CN109024288A (en) * | 2018-07-26 | 2018-12-18 | 中铁大桥局集团有限公司 | A method of using precast concrete pad erecting steel truss girder |
| CN109356036A (en) * | 2018-11-26 | 2019-02-19 | 中铁六局集团有限公司 | Middle pier pier-side bracket and its construction method |
Non-Patent Citations (3)
| Title |
|---|
| （德）拉达伊: "《焊接结构疲劳强度》", 30 September 1994, 机械工业出版社 * |
| 刘传志: "平潭海峡公铁两用大桥元洪航道桥桥塔墩顶钢梁施工技术", 《世界桥梁》 * |
| 沈大才等: "平潭海峡公铁两用大桥钢梁架设关键技术", 《桥梁建设》 * |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110593111A (en) * | 2019-09-25 | 2019-12-20 | 中交路桥华南工程有限公司 | Method for installing beam section of cable tower area |
| CN110629677A (en) * | 2019-09-29 | 2019-12-31 | 中铁大桥局集团有限公司 | Method for erecting section steel beam on pier top short slideway beam |
| WO2021057145A1 (en) * | 2019-09-29 | 2021-04-01 | 中铁大桥局集团有限公司 | Method for erecting segmental steel girder on pier-top short slideway girder |
| GB2603424A (en) * | 2019-09-29 | 2022-08-03 | China Railway Major Bridge Engineering Group Co Ltd | Method for erecting segmental steel girder on pier-top short slideway girder |
| JP2022550266A (en) * | 2019-09-29 | 2022-12-01 | チャイナ レイルウェイ メジャー ブリッジ エンジニアリング グループ カンパニー リミテッド | Method of erecting segment steel girders on pier top short slide girders (Pier-Top Short Slideway Girder) |
| JP7276599B2 (en) | 2019-09-29 | 2023-05-18 | チャイナ レイルウェイ メジャー ブリッジ エンジニアリング グループ カンパニー リミテッド | Method of erecting segment steel girders on pier top short slide girders (Pier-Top Short Slideway Girder) |
| GB2603424B (en) * | 2019-09-29 | 2023-07-05 | China Railway Major Bridge Engineering Group Co Ltd | Method for erecting segmental steel girder on pier-top short slideway girder |
| CN111441259A (en) * | 2020-04-03 | 2020-07-24 | 中铁大桥局集团第五工程有限公司 | Construction method for transversely erecting steel plate combination beam |
| CN111676815A (en) * | 2020-05-28 | 2020-09-18 | 中铁十局集团青岛工程有限公司 | Positioning method and positioning system for steel truss girder in-place construction |
| CN112048984A (en) * | 2020-08-19 | 2020-12-08 | 中铁大桥勘测设计院集团有限公司 | Steel truss girder segment and installation method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110258293A (en) | Cable-stayed bridge steel truss girder main pylon pier top erection construction method | |
| CN103882812B (en) | Across the construction method of girder in stayed-cable bridge | |
| CN101418543A (en) | Self-anchored rope-suspension bridge inclined drawing construction method | |
| CN105603881A (en) | Integral erecting system for large sea-crossing arch bridge and construction method thereof | |
| CN205399220U (en) | Whole system of erectting of large -scale arched bridge over strait | |
| CN105839537B (en) | Construction method for hoisting stiffening girder of suspension bridge by adopting girdle-carrying traveling of deck erection gantry | |
| CN106522112A (en) | Cable-stayed bridge side span beam section erecting system and method thereof | |
| CN201106155Y (en) | Inclined guy cable auxiliary full cantaliver crane trussed steel beam device | |
| CN110374008A (en) | A method of the erection of cable-stayed bridge steel truss is carried out in marine environment | |
| CN102367650A (en) | Construction method of steel pipe arch bridge | |
| CN110306442A (en) | A kind of few fulcrum pushing tow is floating to drag method bridge falsework erection method | |
| CN110468743B (en) | Movable hanging bracket for transformation of old bridge pier cap and construction method | |
| CN103147405B (en) | Method for erecting steel girder of cable-stayed bridge with diagonal main trusses | |
| CN105540446A (en) | Interior-climbing type lifting platform | |
| CN113026563B (en) | Suspension bridge high-low displacement girder trestle girder hoisting facility and construction method thereof | |
| CN108360385A (en) | A kind of steel box-girder lifting limiting buffer construction method | |
| CN103132702A (en) | Longspan pipe truss pulling bar lifting and overhead rotating emplacing construction method | |
| CN112942069B (en) | Heaving mesh cloth device for inhibiting flutter of sea-crossing bridge | |
| CN111483925B (en) | Asynchronous basket of hanging of wave form steel web bridge | |
| CN206538687U (en) | Cable-stayed bridge end bay beam section construction system | |
| CN108086168A (en) | Ride cable-styled erection crane | |
| CN205329550U (en) | Suspension bridge catwalk system | |
| CN205529915U (en) | Ladder type masts type hangs pieces together loop wheel machine | |
| CN209338005U (en) | A kind of mobile height leg gantry crane of erecting beam construction | |
| CN110373990A (en) | The double-deck whole hole of Combined steel truss beam manufactures and erection construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20190920 |