CN109853404A - Steel truss girder bridge cantilever assembly erection method - Google Patents
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- CN109853404A CN109853404A CN201910273658.2A CN201910273658A CN109853404A CN 109853404 A CN109853404 A CN 109853404A CN 201910273658 A CN201910273658 A CN 201910273658A CN 109853404 A CN109853404 A CN 109853404A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 141
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Abstract
The present invention provides a kind of steel truss girder bridge cantilever assembly erection method, includes the following steps: to set up multiple groups falsework between the first bridge pier and the second bridge pier, the middle position between each adjacent two bridge pier later sets up one group of falsework；Gantry crane is mounted on the first bridge pier or the second bridge pier；Steel truss beam section assembling construction between first bridge pier and the second bridge pier；Rotary hoist is installed, the steel truss beam section of the first hole assembly described in top lifting is to remove falsework described in multiple groups；Second bridge pier described in cantilever is to half across steel truss beam section between the third bridge pier；It is assembled to complete the second hole of steel truss girder for the other half across steel truss beam section of cantilever；Steel truss beam section cantilever construction between two neighboring bridge pier after third bridge pier repeats second bridge pier to the steel truss beam section construction between the third bridge pier, completes the cantilever assembly erection of the steel truss girder bridge.Compared with the relevant technologies, steel truss girder bridge cantilever assembly erection method secure safety of the invention is good, high-efficient.
Description
Technical field
The present invention relates to a kind of tunnel field of bridge construction more particularly to a kind of steel truss girder bridge cantilever assembly erection methods.
Background technique
It is high as China's urban highway traffic scale, overall trip speed, operating mileage and operation frequency etc. are constantly promoted
The construction of fast highway is more and more, and highway needs to cross over mountain after mountain, it is therefore desirable to frame all in meagrely-populated location mostly
Bridge is current.
Steel truss structure intensity is big, good reliability, is chiefly used in building bridge.
However, in the related technology in steel truss girder bridging method, need assembled one section of road surface for be pushed out to road surface with
Between first bridge pier, then the bridge section between bridge pier below is set up, this method to need in entire steel truss girder bridge erection process
Multi rack sets one section, integral construction low efficiency.
It solves the above problems therefore, it is necessary to provide a kind of new steel truss girder bridge cantilever assembly erection method.
Summary of the invention
The technical problem to be solved by the invention is to provide a kind of short construction periods, the steel truss girder bridge cantilever frame of safety and stability
Equipment, method.
In order to solve the above technical problems, setting up N number of bridge pier, N the present invention provides a kind of steel truss girder bridge cantilever assembly erection method
For the integer more than or equal to 2, this method comprises the following steps:
Multiple groups falsework, and each adjacent two bridge pier after the second bridge pier are set up between first bridge pier and the second bridge pier
Between middle position set up one group of falsework；
Gantry crane is mounted on the first bridge pier or the second bridge pier；
Steel truss beam section assembling construction between first bridge pier and the second bridge pier: assembled steel truss girder lower boom of constructing；Successively apply
Work assembly steel truss girder crossbeam, steel truss girder diagonal web member, steel truss girder top boom, steel truss girder portal and steel truss girder crossbeam complete steel truss girder
The first hole of section is assembled；
Rotary hoist is installed, described the is removed by the steel truss beam section of the first hole assembly described in the rotary hoist top lifting
Falsework described in multiple groups between one bridge pier and second bridge pier, and by this section of steel truss beam section pad preset height, simultaneously
Support is consolidated；
Second bridge pier described in cantilever is between the falsework between second bridge pier and the third bridge pier
Half across steel truss beam section；
The falsework between second bridge pier described in cantilever and the third bridge pier is between the third bridge pier
It is assembled to complete the second hole of steel truss girder for the other half across steel truss beam section；
Steel truss beam section cantilever construction between two neighboring bridge pier after third bridge pier repeats second bridge pier to described
Steel truss beam section construction between third bridge pier, completes the cantilever assembly erection of the steel truss girder bridge.
Preferably, the spacing of the two neighboring bridge pier is 10m, is set up between first bridge pier and second bridge pier
The falsework be 6-7 group.
Preferably, the falsework between first bridge pier and second bridge pier is 6 groups, and the 1st group using single
Rod structure, the 2nd group, the 5th group and the 6th group dual beam configuration using double 630 × 10 steel pipes of limb φ, the 3rd group and the 4th group using perpendicular
The bolts of inclined column type support system that pipe, inclined tube, girder steel mode are constituted.
Preferably, the preset height of the steel truss beam section pad is 200mm.
Preferably, the rotary hoist is the Full Rotary rotary hoist of single arm support, and maximum lifting is 40 tons when 20m, rotation
360 ° of angle.
Preferably, between N bridge pier, the transverse center distance of the two neighboring falsework is second bridge pier
13.8m, and the falsework uses 8 1000 × 12 steel pipes of φ, φ 600 × 10 and φ 426 × 8 is respectively adopted in connection system
Steel pipe is constituted.
Compared to the prior art, the structure of an essay of steel truss girder bridge cantilever assembly erection method of the invention in the first bridge pier and the second bridge pier
If multiple groups falsework, and the middle position between each adjacent two bridge pier after the second bridge pier sets up one group of falsework,
Combination multiple groups falsework construction steel truss girder section between the first bridge pier and the second bridge pier is assembled, and adjacent after the second bridge pier
Between two bridge piers, then by completed steel truss beam section, pass through two bridge piers and one group of falsework between the two successively cantilever
Two and Ban across steel truss beam sections greatly improve speed of application, and safety can to complete the cantilever assembly erection of entire steel truss girder bridge
It is good by property.
Detailed description of the invention
To describe the technical solutions in the embodiments of the present invention more clearly, make required in being described below to embodiment
Attached drawing is briefly described, it should be apparent that, drawings in the following description are only some embodiments of the invention, for
For those of ordinary skill in the art, without creative efforts, it can also be obtained according to these attached drawings other
Attached drawing, in which:
Fig. 1 is the flow diagram of steel truss girder bridge cantilever assembly erection method of the present invention；
Fig. 2 is the constructing structure schematic diagram of step S1；
Fig. 3 is the constructing structure schematic diagram of step S31；
Fig. 4 is the constructing structure schematic diagram of step S32；
Fig. 5 is the constructing structure schematic diagram of step S4；
Fig. 6 is the constructing structure schematic diagram of step S5；
Fig. 7 is the constructing structure schematic diagram of step S6.
Specific embodiment
Following will be combined with the drawings in the embodiments of the present invention, and technical solution in the embodiment of the present invention carries out clear, complete
Site preparation description, it is clear that the described embodiments are merely a part of the embodiments of the present invention, instead of all the embodiments.It is based on
Embodiment in the present invention, it is obtained by those of ordinary skill in the art without making creative efforts all other
Embodiment shall fall within the protection scope of the present invention.
Please join shown in Fig. 1, the present invention provides a kind of steel truss girder bridge cantilever assembly erection method, set up N number of bridge pier, N be greater than
Or the integer equal to 2.In present embodiment, N is illustrated for taking 5, and the spacing of the two neighboring bridge pier is 10m, the party
Method includes the following steps:
Step S1, multiple groups falsework 10 is set up between the first bridge pier 1 and the second bridge pier 2, and every after the second bridge pier 2
Middle position between two neighboring bridge pier sets up one group of falsework 20, i.e., between the second bridge pier 2 and third bridge pier 3, third
Between bridge pier 3 and the 4th bridge pier 4 and between the 4th bridge pier 4 and the 5th bridge pier 5.As shown in Figure 2, Figure 6 and Figure 7.Certainly, second
The process that middle position between each adjacent two bridge pier after bridge pier 2 sets up one group of falsework 20 can be with subsequent any step
Suddenly it carries out simultaneously.
In present embodiment, the falsework 10 set up between first bridge pier 1 and second bridge pier 2 is 6-
7 groups.For example, the falsework 10 between first bridge pier 1 and second bridge pier 2 is 6 groups, the 1st group uses single-column
Structure, the 2nd group, the 5th group and the 6th group dual beam configuration using double 630 × 10 steel pipes of limb φ, the 3rd group and the 4th group using vertical tube,
The bolts of inclined column type support system that inclined tube, girder steel mode are constituted.
Second bridge pier is between N bridge pier, i.e. the second bridge pier is between the 5th bridge pier, the two neighboring interim branch
The transverse center distance of frame is 13.8m, and the falsework 20 uses 8 1000 × 12 steel pipes of φ, and connection system adopts respectively
It is constituted with φ 600 × 10 and 426 × 8 steel pipe of φ.
Step S2, gantry crane 30 is mounted on the first bridge pier 1 or the second bridge pier 2.
Step S3, the steel truss beam section assembling construction between the first bridge pier 1 and the second bridge pier 2.
This step specifically includes:
Step S31, the assembled steel truss girder lower boom of construction, the steel truss girder lower boom are main boom part, as shown in Figure 3.
Step S32, successively construct assembled steel truss girder crossbeam, steel truss girder diagonal web member, steel truss girder top boom, steel truss girder portal and
Steel truss girder crossbeam completes the assembly of the first hole of steel truss beam section, as shown in Figure 4.
It is symmetrical assembled at left and right sides of main truss rod piece.4 even directly adopt full framing installation across main the first hole of bridge；Remaining steel truss
When beam cantilever, connecting rod, which generates biggish stress, keeps rod piece contraposition difficult, and bolt, tie-rod or rigging etc. can be used and hang rod piece
Cantilever end.
To ensure that the camber (amount of deflection) when cantilever, punch diameter less than normal (must not can be taken 0.1- smaller than design nail hole diameter
0.2mm)。
To ensure that girder steel camber is correct, big node twists the distance for keeping abreast with cantilever one big internode eventually, and primary stubborn eventually
It finishes.
When the steel truss girder lower boom assembly as main truss rod piece is away from the last one internode of pier top, side boom part is use up
It is spliced to pier top fastly, single purlin and keeps the gap 20-30mm with fulcrum at the triangle rock-steady structure state of closure, assembled immediately another
Side main truss and other rod pieces.It is copied after rock-steady structure being integrally formed and node high-strength bolt 100% is twisted eventually, then by two truss fulcrums
Extremely, but not top lifting, continue it is assembled, when crossing one internode of pier top, after main truss, portal frame, the high bolt of crossbeam node are all twisted eventually,
It can top lifting tune beam.
Step S4, rotary hoist 40 is installed, the steel truss beam section of the first hole assembly described in 40 top lifting of rotary hoist is passed through
To remove falsework described in the multiple groups between first bridge pier and second bridge pier, and this section of steel truss beam section pad is pre-
If height, while support being consolidated, as shown in Figure 5.
In this step, the preset height of the steel truss beam section pad is 200mm.The rotary hoist 40 is single arm support full circle swinging
Formula rotary hoist, maximum lifting is 40 tons when 20m, rotates 360 ° of angle.
Wherein, when lifting, each steel girder member bar lifting, device to hole and fastening bolt specific requirement are as follows:
Bundle is hung: checking whether the rod piece being hoisted on assembled workbench by crane meets assembled sequence, connector before fastening bundle
When place is if any sundries such as dirts, it should remove, in order to avoid do over again.Bolt should be noted that when tying indicates size and center on rod piece.Bar
The suitable special hanger bolt bundle of part, lifting, keep the holding as far as possible such as chord member, crossbeam horizontal, brace keeps 40 ° -50 ° of inclination angle.It spells
Dress should be hung near node in advance with scaffold, be lifted by crane together in company with rod piece.
Should be verified in advance before lifting rod piece gravity whether loop wheel machine accordingly hang away from specified lifting power within, examination hang after be not intended to
It is promoted again outside.
Device to hole: when rod piece lifts by crane aperture after in place, in the moment (being staggered within 10mm) that keyhole essentially coincides by small sled
Rod, which inserts in the hole, to set right, and then rise and fall hoist lifting hook slightly, and rod piece is made to rotate other eyelets of pairing.Chord member is first to proximal end eyelet；
Brace first hangs into steeper state, reduces suspension hook pairing upper end slowly again after the pairing of lower end.When pairing chord member, with the small sled of flat chisel formula
Rod guidance, is pulled in gusset plate space with tractor or chain block.Punch can only be tapped down in hole with hand hammer.It not use and force
The method device to hole of via hole, in case hole edge deforms.
It penetrates spike dowel: after good eyelet, first squeezing into no less than four positioning punches in keyhole group's surrounding, then squeeze into general
Punch is up to 50% eyelet number, upper full 30% bolt, then could loose hook, then upper full remaining high-strength bolt, just twists, checks
Whether plate stitch is closely connected: being inserted into 0.3mm inserted sheet, plate stitch cannot be greater than 2mm.
On falsework when assembled steel truss girder, punch and bolt sum are no less than the 1/3 of eyelet sum, and wherein punch accounts for 2/
3, it is evenly arranged with bolt.The less position of eyelet, punch and bolt sum must not wear foot less than 6 or all.
Adjust flat, facade position and camber: the flat of girder steel, facade position are observed in assembly work at any time after starting, and timely
It is adjusted；After having spelled a section, risen and fallen the node spelled with jack by design camber immediately, and carry out immediately it is stubborn eventually,
The spelling of lower internode is carried out again.When next internode spelling completes adjustment camber, repetition measurement eventually stubborn node camber whether there is or not
Variation, such as changes, adjusts together.
After node forms closed triangle, allow to change into punch high-strength bolt, and just twist；The punch number once unloaded
Amount is no more than the 20% of punch sum；Punch is changed to high-strength bolt and reaches just stubborn degree.
The welding of steel truss girder crossbeam: after full-bridge high-strength bolt is just twisted, welding is carried out to welding position.Before welding, Ying Gen
According to the material of corresponding position, groove, station state, welding is carried out, welding personnel must take appointment with certificate.
Steel truss girder beam welding uses CO2 gas shielded arc welding.After appearance detection is qualified, ultrasound examination need to be carried out.Crossbeam
Upper cover plate butt weld is level-one, when detecting unqualified, examines bright reason, after taking corrective action, welding again, but must not reprocess
More than twice.Weld lower process of being allowed for access after detection is qualified.
In the steel truss beam section when buttress: in order to guarantee that steel truss beam section can smoothly upper buttress, steel truss beam section be pre- in assembly
Raise 200mm；In addition in 1 300t jack of the first bridge pier and the second bridge pier bearing pad location arrangements (every side two), span centre faces
When bracket on 4 300t jack are arranged on each steel truss girder crossbeam, amount to 8, when steel truss beam section cannot smoothly upper pier when, benefit
With the intermediate interim fulcrum of jack jacking, keep buttress internode smoothly assembled.
When steel truss beam section pier top is moved in length and breadth, during steel truss girder segment frame is set, due to shining partially manufacturing and fixing error, day,
It rises and falls the influence of fulcrum and system transform, causes steel truss beam section to necessarily lead to vertically and horizontally deviation, therefore require after setting up to steel
Trusses section carry out in length and breadth transposition it is whole make its reach design position, such as:
In each support position of the pier top of the first bridge pier and the second bridge pier, steel truss girder crossbeam is arranged in cross shifting device
Position is jacked, the steel plate of 30mm thickness is divided into, the steel plate and built-in fitting weld, and pier top slope position uses mortar levelling.On steel plate
The MGE plate of 20mm thickness, the steel cushion block and steel plate cushion block that top setting is welded by I 22 are set.A set of moving device in length and breadth is arranged 6 instead
Power support and 6 100T jack.Two 300T of setting jack oil overhold at steel truss girder lower boom jacking position, are responsible for steel truss girder
The jacking of section.
When falling beam, steel truss beam section guarantees smoothly to go up pier in cantilever in assembly, raises absolute altitude in advance when assembled
200~300mm, so to fall depth of beam little for steel truss girder.First by steel truss girder paragraph a part height, in beam bottom away from support top surface
It is moved in length and breadth when 100mm.
Alternating falls beam: carrying out falling beam using the method that both ends alternately fall, i.e., the other end begins when steel truss beam section one end falls beam
Each every end is remained stationary eventually falls a cushion block height.
Such as:
Oil return, steel truss beam section are supported by buttress under steel truss girder crossbeam, extraction lower layer of steel cushion block of jack, and 4 300 tons thousand
Jin top jacks up girder steel one end, and one layer of cushion block under extraction steel truss girder crossbeam support pier, jack oil return is by steel truss girder paragraph in steel
On trusses crossbeam buttress, falls beam buttress and be adjusted with protection buttress height difference and the stroke of steel plate and jack.
It is repeated according to above-mentioned steps, realization falls beam.
Steel truss beam section 4, every end jack is by an oil pump control, it is ensured that steel truss beam section one end, which synchronizes, falls beam, can also
Individually to control every jack.
Falling beam process is to prevent oil overhold Condition of Sudden Unloading, causes support unstability, and steel plate anchor ear is arranged in spy in oil overhold；Oil overhold
Rising and falling every time, only reliability is pacified in the gap of 20mm, guarantee entirely.
Step S5, the second bridge pier 2 described in cantilever is to described interim between second bridge pier 2 and the third bridge pier 3
Half across steel truss beam section between bracket, as shown in Figure 6.
Step S6, the falsework between the second bridge pier 2 and the third bridge pier 4 described in cantilever is to the third bridge
The other half across steel truss beam section between pier completes the assembly of the second hole of steel truss girder, as shown in Figure 7.
Step S7, the steel truss beam section cantilever construction between the two neighboring bridge pier after third bridge pier repeats second bridge pier
Steel truss beam section construction between to the third bridge pier, i.e., in the way of step S6, complete the cantilever frame of the steel truss girder bridge
If.
Compared to the prior art, the structure of an essay of steel truss girder bridge cantilever assembly erection method of the invention in the first bridge pier and the second bridge pier
If multiple groups falsework, and the middle position between each adjacent two bridge pier after the second bridge pier sets up one group of falsework,
Combination multiple groups falsework construction steel truss girder section between the first bridge pier and the second bridge pier is assembled, and adjacent after the second bridge pier
Between two bridge piers, then by completed steel truss beam section, pass through two bridge piers and one group of falsework between the two successively cantilever
Two and Ban across steel truss beam sections greatly improve speed of application, and safety can to complete the cantilever assembly erection of entire steel truss girder bridge
It is good by property.
The above description is only an embodiment of the present invention, is not intended to limit the scope of the invention, all to utilize this hair
Equivalent structure or equivalent flow shift made by bright specification and accompanying drawing content is applied directly or indirectly in other relevant skills
Art field, is included within the scope of the present invention.
Claims (6)
1. a kind of steel truss girder bridge cantilever assembly erection method, sets up N number of bridge pier, N is the integer more than or equal to 2, which is characterized in that should
Method includes the following steps:
Multiple groups falsework is set up between first bridge pier and the second bridge pier, and between each adjacent two bridge pier after the second bridge pier
Middle position set up one group of falsework；
Gantry crane is mounted on the first bridge pier or the second bridge pier；
Steel truss beam section assembling construction between first bridge pier and the second bridge pier: assembled steel truss girder lower boom of constructing；Successively construction is spelled
Steel loading trusses crossbeam, steel truss girder diagonal web member, steel truss girder top boom, steel truss girder portal and steel truss girder crossbeam complete steel truss beam section the
One hole is assembled；
Rotary hoist is installed, first bridge is removed by the steel truss beam section of the first hole assembly described in the rotary hoist top lifting
Falsework described in multiple groups between pier and second bridge pier, and by this section of steel truss beam section pad preset height, while will branch
Seat consolidation；
Second bridge pier described in cantilever to half between the falsework between second bridge pier and the third bridge pier across
Steel truss beam section；
The falsework between second bridge pier described in cantilever and the third bridge pier is to another between the third bridge pier
Half across steel truss beam section, it is assembled to complete the second hole of steel truss girder；
Steel truss beam section cantilever construction between two neighboring bridge pier after third bridge pier repeats second bridge pier to the third
Steel truss beam section construction between bridge pier, completes the cantilever assembly erection of the steel truss girder bridge.
2. steel truss girder bridge cantilever assembly erection method according to claim 1, which is characterized in that between the two neighboring bridge pier
Away from for 10m, the falsework set up between first bridge pier and second bridge pier is 6-7 group.
3. steel truss girder bridge cantilever assembly erection method according to claim 2, which is characterized in that first bridge pier and described the
The falsework between two bridge piers is 6 groups, and the 1st group uses single-column structure, and the 2nd group, the 5th group and the 6th group using double limb φ
The dual beam configuration of 630 × 10 steel pipes, the 3rd group and the 4th group bolts of inclined column type support system constituted using vertical tube, inclined tube, girder steel mode.
4. steel truss girder bridge cantilever assembly erection method according to claim 1, which is characterized in that the steel truss beam section pad is preset
Height is 200mm.
5. steel truss girder bridge cantilever assembly erection method according to claim 1, which is characterized in that the rotary hoist is single arm support
Full Rotary rotary hoist, maximum lifting is 40 tons when 20m, rotates 360 ° of angle.
6. steel truss girder bridge cantilever assembly erection method according to claim 1, which is characterized in that second bridge pier to N bridge
Between pier, the transverse center distance of the two neighboring falsework is 13.8m, and the falsework uses 8 φ
1000 × 12 steel pipes, φ 600 × 10 is respectively adopted in connection system and 426 × 8 steel pipe of φ is constituted.
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| CN201910273658.2A CN109853404A (en) | 2019-04-06 | 2019-04-06 | Steel truss girder bridge cantilever assembly erection method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201910273658.2A CN109853404A (en) | 2019-04-06 | 2019-04-06 | Steel truss girder bridge cantilever assembly erection method |
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| CN111119070A (en) * | 2019-12-24 | 2020-05-08 | 江苏中铁山桥重工有限公司 | Method for erecting W-shaped steel truss girder by adopting symmetrical gantry crane suspension assembly |
| CN111926714A (en) * | 2020-08-19 | 2020-11-13 | 中交路桥华南工程有限公司 | Installation method of steel truss girder bridge |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111119070A (en) * | 2019-12-24 | 2020-05-08 | 江苏中铁山桥重工有限公司 | Method for erecting W-shaped steel truss girder by adopting symmetrical gantry crane suspension assembly |
| CN111926714A (en) * | 2020-08-19 | 2020-11-13 | 中交路桥华南工程有限公司 | Installation method of steel truss girder bridge |
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