CN101666068A - Method for hoisting and mounting stiff girder of suspension bridge in mountain areas - Google Patents
Method for hoisting and mounting stiff girder of suspension bridge in mountain areas Download PDFInfo
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- CN101666068A CN101666068A CN200910044444A CN200910044444A CN101666068A CN 101666068 A CN101666068 A CN 101666068A CN 200910044444 A CN200910044444 A CN 200910044444A CN 200910044444 A CN200910044444 A CN 200910044444A CN 101666068 A CN101666068 A CN 101666068A
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Abstract
The invention relates to a method for hoisting and mounting a stiff girder of a suspension bridge in mountain areas. The invention provides a technical scheme, i.e. a method for hoisting and mountingstiff girder of suspension bridge in mountain areas by using deck erection gantry with deflection angle, which is a common name of methods suitable for mounting girder segments in different positionsof a suspension bridge in mountain areas under various terrain conditions. The method comprises three sub-methods, namely straight-to-inclined lifting method with no suspenders at front end, straight-to-inclined lifting or straight lifting method with suspenders at front end and cooperative hoisting method with deck erection gantry. The method can economically and effectively solve the problems ofmounting girder segments in different positions of a suspension bridge in mountain areas under various terrain conditions.
Description
Technical field
The present invention relates to the mast-up equipment, method of mountain area stiffening girder of suspension bridge.
Background technology
Along with carrying out on a large scale of China's mountainous area highway construction, the mountain area suspension bridge of crossing over the mountain valley continues to bring out out
[1～3]Since fortune beam barge can not reach beam section installation site under, thereby the mountain area stiffening girder of suspension bridge set up can't adopt that the stiffening girder of suspension bridge of in the past crossing over great rivers (containing the bay) sets up " striding the cable loop wheel machine vertically or among a small circle swings and moves hanging method
[4]".
The mountain area stiffening girder of suspension bridge sets up at present main erection with cableway, the rope rail moves beam method, bridge floor loop wheel machine method
[1]Deng.Erection with cableway adopts the cable crane system of setting up to realize the level and the vertical transport of stiff girder, setting up order is carried out to two bridge tower directions by span centre usually, (span surpasses for 800～1000m) the suspension bridge this method for large span, because that the cable crane system cable that increases is striden is too big, expense is too high, and increase that Sarasota also needs certain expense and uneconomical.Bridge floor loop wheel machine rule is the front end that beam is transported to mounted stiff girder with bridge floor fortune beam dolly, utilize bridge floor loop wheel machine hoisted in position to install, setting up order is carried out to span centre by two bridge towers usually, though having saved to be bearing in, this method strides the cable loop wheel machine on the main push-towing rope, but bridge floor loop wheel machine cost is higher, and stiff girder is because supporting bridge floor loop wheel machine and increasing section, controlled the design of permanent structure and increased the cost of permanent structure morely.It is to utilize to hang the level transportation that saddle (hanging in the hoist cable lower end), rail rope and fortune beam dolly are realized stiff girder that the rail rope moves the beam rule, utilization is striden the cable loop wheel machine and is realized the vertical transport of stiff girder (the vertical transport distance is less), setting up order is carried out to two sides by span centre usually, this method not only will be used the suspension bridge equipment of setting a roof beam in place commonly used-stride the cable loop wheel machine, and has increased the not low rail cable system of cost.
Summary of the invention
The purpose of this invention is to provide a kind of novel economy, the mountain area stiffening girder of suspension bridge erection method of safety, the economical and efficient that solves the variant position of mountain area suspension bridge beam section under the various orographic conditions sets up problem.
Technical scheme provided by the invention " the cable loop wheel machine band drift angle mast-up of striding of mountain area stiffening girder of suspension bridge is managed " is under the various orographic conditions of a kind of adaptation, the general designation of the variant position of mountain area suspension bridge beam section erection method, it comprises " front end do not have suspension rod just put oblique hoisting method ", " front end have suspension rod just put oblique lifting or positive hoisting method ", " striding the collaborative lift-on/lift-off system of cable loop wheel machine " three submethods; Wherein
What (1) front end did not have a suspension rod just puts oblique hoisting method: fortune beam dolly is transported to the mounting rail section foremost with the beam section, half-twist is in the beam section and just puts the position, stride on the corresponding cord clip after the cable loop wheel machine places the lifting beam section in place, its hoisting rope along bridge to the inclination beam section of slinging, the hoist engine of using up the flat application of force of water gaging simultaneously holds the beam section also slowly to be loosened, make steadily slow of beam section winch to hoisting rope and be in vertical state, remove the connection of the horizontal application of force of hoist engine, the beam section is accurately located, and it is connected with mounting rail section, the suspension rod of the last mounting rail section of stretch-draw then, and loosen the hoisting line of striding the cable loop wheel machine;
What (2) front end had a suspension rod just puts oblique lifting or positive hoisting method: fortune beam dolly is transported to the relevant position on the ground under bridge, half-twist is in the beam section and just puts the position, again by just lifting by crane with preceding a kind of identical method or oblique lifting beam section and in place, again it is connected with mounting rail section, the suspension rod of this mounting rail section of stretch-draw then, and loosen the hoisting line of striding the cable loop wheel machine;
(3) stride the collaborative lift-on/lift-off system of cable loop wheel machine: place near striding the cable loop wheel machine and placing that the cable loop wheel machine of striding of cord clip hangs the lifting beam section jointly directly over this beam section on-station position of the cord clip top, beam section lifting position, lifting beam Duan Shunqiao to arrive two stride between the cable loop wheel machine before, by just putting oblique hoisting method lifting, treat along bridge after reaching first and striding cable loop wheel machine below, remove the connection of horizontal application of force hoist engine, then transfer hoisting line, make lift heavy enough distances be arranged striding below the cable loop wheel machine, to reduce the perpendicular value drift angle of hoisting rope, avoid loop wheel machine to bear excessive horizontal force, put respectively then, receive two wire rope of striding the cable loop wheel machine, realize that lift heavy strides moving under another strides the cable loop wheel machine under the cable loop wheel machine by one.
The main push-towing rope of beam section position and back relative relief or sling length h are more than or equal near the beam section of [h] (generally king-tower to 1/4 is striden), if platform for lining and fortune beam orbit are arranged in the following ground inconvenience of its bridge floor, then it install to adopt " front end do not have suspension rod just put oblique hoisting method ", if convenient platform for lining and the fortune beam orbit arranged in the following ground of bridge floor, then it installs and adopts " front end have suspension rod just put oblique lifting or positive hoisting method "; The relative stiff girder end face of main push-towing rope distance or sling length h less than [h] (generally two 1/4 stride near between the span centre section) the beam section then adopt " stride the cable loop wheel machine and work in coordination with lift-on/lift-off system ";
[h] by formula (1) calculates:
In the formula: Δ l be the beam segment length or along bridge to two adjacent suspension rod horizontal ranges; P-hangs thing weight, δ can reach for fortune beam dolly its on treat hanging beam section center of gravity to suitable the bridge of assembled beam section suspension rod to minimum safe distance, generally get 1.5m～3m, decide according to self construction assurance precision by the constructor, assurance precision height can get the small value; h
1Be deck-molding; h
2Be the little overall height of fortune beam; h
3Be the movable pulley of suspender minimum range to back, 1/3～1/2 of general desirable beam segment length, the suspender length of steel wire rope and the big or small kind that have according to unit in charge of construction are calculated by simple known mechanics principle and to be determined.
Implement front end do not have suspension rod just put oblique hoisting method the time, for ease of carriage walking, be generally between the mounting rail section and rigidly connected; Mounting rail section stress exceeds standard in order to avoid, establishes hinge between indivedual beam sections, establishes hinge position and stage and determines by calculating.Install foremost for fear of lifting beam Duan Yuyi that the suspension rod of beam section bumps, this suspension rod is not installed before lifting beam section is sling, and install the back of slinging and be shifted.
Implement front end have suspension rod just put oblique lifting or positive hoisting method the time, need not the hoist engine of the horizontal application of force.
Implementing to stride the collaborative lift-on/lift-off system of cable loop wheel machine, realize in the horizontal transportation of lift heavy, the discrepancy in elevation that needs control lift heavy and two to stride the cable loop wheel machine is not less than certain value, and to guarantee horizontal force H that loop wheel machine the bears ability [H] less than its load level power, [H] is that loop wheel machine is lifting by crane maximum weight P
MaxThe beam section time horizontal force that can bear, this horizontal force with general Finite Element Method to loop wheel machine checking computations determine.The design formulas of H is as follows:
In the formula: P-hangs thing weight, α
1For first of collaborative lifting strides the vertical drift angle of cable loop wheel machine hoisting line when hanging thing, α
2For another of collaborative lifting striden the vertical drift angle of cable loop wheel machine hoisting line when hanging thing, and α
1, α
2Can stride the discrepancy in elevation and the horizontal range of cable loop wheel machine position and draw by hanging thing position and two according to geometrical relationship.
Because the horizontal range of Heave Here and on-station position is different and different with the beam section, at hoisting line under the long and condition the such as vertically drift angle is limited, the transfer number of beam section also different (a beam Duan Congyi permanent position stride the cable loop wheel machine under transfer to another permanent position stride the cable loop wheel machine under process be called once transfer), can be 1 time or 2 times (by analysis, difference each beam Duan Jun of mountain area suspension bridge of striding the footpath can be controlled in 2 times).Therefore, striding the collaborative lift-on/lift-off system of cable loop wheel machine is divided into again and strides cable loop wheel machine transfer method of collaborative lifting and stride the collaborative lifting of cable loop wheel machine secondary transferring method.Obviously, striding transfer method of the collaborative lifting of cable loop wheel machine only needs two to stride the cable loop wheel machine, striding the collaborative lifting of cable loop wheel machine secondary transferring rule can use two or three to stride the cable loop wheel machine, but adopt three to stride the cable loop wheel machine to set up efficient much higher, avoided striding the walking repeatedly of cable loop wheel machine zero load, so the suspension bridge to there being more beam section need adopt the secondary transferring method to set up recommends to adopt three to stride cable loop wheel machine realization secondary transferring.In view of the installation of suspension bridge span centre both sides stiff girder beam section admits of bigger asymmetry, therefore, full-bridge at most only needs three and strides the cable loop wheel machine.
Because in three kinds of methods two kinds or all will set up middle application (the just beam section difference of using) at the stiff girder of same seat mountain area suspension bridge, capital equipment is strides the cable loop wheel machine, and set up control one of emphasis and all be the vertical drift angle of hoisting rope after stressed and should be controlled in certain limits, use above-mentioned three kinds (perhaps two kinds) methods so same seat mountain area stiffening girder of suspension bridge sets up priority.
The mast-up of implementing mountain area provided by the invention stiffening girder of suspension bridge is managed employed equipment and is existing equipment.That is to say by utilizing known device of the prior art can realize that the mast-up of mountain area provided by the invention stiffening girder of suspension bridge manages.
This method comprehensively and economical and efficient solved the problem of setting up of the variant position of mountain area suspension bridge beam section under the various orographic conditions.Move the beam method and compare with erection with cableway, rail rope, though increased by 4 costs very low hoist engine that applies horizontal force relatively, but it has effectively utilized the main push-towing rope of permanent load control design, saved the cable or the rail cable system of supporting level fortune beam, total expense will reduce (especially true to the super-large span suspension bridge) greatly; Compare with bridge floor loop wheel machine method, the cost of striding the cable loop wheel machine is suitable with the bridge floor loop wheel machine, but supporting is striden the main push-towing rope of cable loop wheel machine by permanent load control design, do not stride the cable loop wheel machine and additionally increase cost because of supporting, and the stiff girder of supporting bridge floor loop wheel machine then will have been controlled the design of part permanent structure because of the extra increasing section of supporting bridge floor loop wheel machine, increased considerably the cost of permanent structure, the total expense of bridge floor loop wheel machine method will increase greatly.According to not exclusively definite estimation, for the suspension bridge of span more than 1000 meters, will be because of the difference of bridge location landform, design span, suspension rod design pitch etc., the operating expenses of this method (containing because the permanent structure expense that the job practices difference is increased) will save 20%～60% than the operating expenses of existing additive method.
Description of drawings
Fig. 1 (a)---(f) be the schematic diagram of just putting oblique lifting method that front end does not have hoist cable, wherein (a) transports the beam section of being sidelong along track, (b) the beam section of being sidelong is become a full member, (c) the oblique lifting beam section (front end does not have suspension rod) of just putting (d) is striden the cable loop wheel machine and is received wire rope, and hoist engine is put wire rope, (e) stride the cable loop wheel machine and will treat that the joggle beam section hangs the precalculated position, and the rear end hoist cable is installed, and (f) spliced girder section, pine strides cable loop wheel machine suspension centre and reach;
Fig. 2 .1 (a)---(e) be the schematic diagram of just putting oblique hoisting method that front end has suspension rod, wherein (a) transports the beam section of being sidelong along track, (b) the beam section of being sidelong is become a full member, (c) the oblique lifting beam section (front end has suspension rod) of just putting, (d) steel truss girder is hung precalculated position and assembly unit, (e) stride cable loop wheel machine pine suspension centre and reach;
Fig. 2 .2 (a)---(e) be the schematic diagram of just putting positive hoisting method that front end has suspension rod, wherein (a) transports the beam section of being sidelong along track, (b) the beam section of being sidelong is become a full member, (c) just lifting by crane the beam section (front end has suspension rod) of just putting, (d) steel truss girder is hung precalculated position and assembly unit, (e) stride cable loop wheel machine pine suspension centre and reach;
Fig. 3 (a)---(j) be the schematic diagram of striding the collaborative lift-on/lift-off system of cable loop wheel machine, wherein (a) transports the beam section of being sidelong along track, (b) the beam section of being sidelong is become a full member, (c) 1# strides the cable loop wheel machine and is just putting oblique lifting steel truss girder, (d) loosening the hoist engine wire rope makes 1# stride cable loop wheel machine steel truss girder vertically to hang steel truss girder, (e) 2# strides cable loop wheel machine suspender and is connected with steel truss girder to be pieced together, (f) 1#, 2# strides cable loop wheel machine work compound and makes and wait to piece together steel truss girder and move to 2# loop wheel machine direction, the 1# that comes loose when (g) steel truss girder is under 2# strides the cable loop wheel machine strides cable loop wheel machine suspender, 3# strides cable loop wheel machine suspender and is connected with steel truss girder, (h) 2#, 3# strides cable loop wheel machine work compound and makes and wait to piece together steel truss girder and move to 3# loop wheel machine direction, the 2# that comes loose when (i) steel truss girder is under 3# strides the cable loop wheel machine strides cable loop wheel machine suspender, and (j) 3# strides the cable loop wheel machine and steel truss girder is hung the precalculated position is connected with hoist cable and loosens suspension centre.
The meaning of each label is as follows among Fig. 1～Fig. 3:
A1# strides cable loop wheel machine B2# and strides cable loop wheel machine C3# and stride cable loop wheel machine D fortune beam direction
1, be sidelong treat hanging beam section 2, just putting treat hanging beam section 3, treat joggle beam section 4, the Beam transportation vehicle track
5, hoist engine 6, wire rope
Fig. 4 is the schematic diagram of an embodiment provided by the invention.
The specific embodiment is:
Therefore implementation process of the present invention is described in detail in manual of the present invention and the accompanying drawing thereof, in this part, do not remake and be repeated in this description.In the present embodiment, specify each subscheme of how selecting in the technical solution of the present invention.
As shown in Figure 4, certain mountain area single span freely-supported steel truss suspension bridge, across certain valley, the about 400m of paddy top width, the wide about 50m in the lowest point about paddy top and the about 300m of the lowest point discrepancy in elevation, is a typical mountain area suspension bridge, bridge location place ground profile and bridge type are arranged and are seen figure 0.Main push-towing rope is striden the footpath and is arranged as (200+850+190) m, and the main push-towing rope ratio of rise to span is that 1/10, two main push-towing rope horizontal spacing is 28m.Full-bridge adopts 69 pairs of hoist cables, and the hoist cable normal pitch is 12m, and end hoist cable to the distance of Sarasota is 17m.Steel truss girder total length 848m, the high 6.5m in purlin, the wide 28.0m in purlin, panel length 6.0m, a standard knot segment length 12.0m is made up of two internodes, establishes main transverse frame one at each internode place.Establish vertical support and horizontal wind-resistant support at bridge tower lower transverse beam place, span centre is established flexible central authorities button.Sarasota adopts portal frame construction, and two sides anchor ingot all adopts gravity anchor ingot.The two sides access bridge is the 30mT beam, and the total bridge type of this grand bridge is arranged as 9 * 30mT beam+850m single span steel truss suspension bridge+2 * 30mT beam, overall length of bridge 1188.20m.
This bridge steel purlin stiff girder set up employing this method, for this bridge, Δ l=12m, δ=2m, h
1=6.5m, h
2=1.6m, h
3=4m, P=120t strides the hoist engine formula that the cable loop wheel machine adopts Huangpu, Guangzhou bridge steel box beam erection to use and strides the cable loop wheel machine, and through finite element analysis and structural checking computation, this strides cable loop wheel machine [H]=90t.By formula (1) gets [h]=30.76m.In the sling length that plan provides, No. 14 sling lengths are 35.2m, and No. 15 sling lengths are 32.4m, and No. 16 sling lengths are 29.8m, determine that therefore the beam section between left bank 15# hoist cable and the right bank 15# hoist cable adopts " striding the collaborative lift-on/lift-off system of cable loop wheel machine "; Because physical features is more smooth under the beam section between left bank 4#～15# hoist cable, so ground in this beam segment limit is flattened and is provided with the Beam transportation vehicle track a little, beam section between 4# on it～15# hoist cable then adopts " front end have suspension rod just put positive hoisting method ", the beam section between the king-tower～4# hoist cable in its left side then to adopt " front end have suspension rod just put oblique hoisting method "; Again since right bank king-tower～15# hoist cable between the beam section below landform rugged, be not easy to be provided with the Beam transportation vehicle track, must the Beam transportation vehicle track be set at the end bay bridge floor, so the beam section between right bank king-tower～15# hoist cable adopts " front end do not have suspension rod just put oblique hoisting method ".Walk on the truss end face for the ease of dolly, except that between right side the 8th, No. 9 suspension rod, change into after No. 9 suspension rod stretch-draw of beam Duan Zaidi hinged, remaining row is in luck and is promptly begun to keep rigidly connecting behind corresponding beam section hoisted in position between the beam section of beam dolly; The beam Duan Ze of other non-walkings fortune beam dollies sets up in whole beam sections and realizes rigidly connecting (all hinged before) after finishing.The numerical computations and the test of such scheme work progress show, carrying out steel purlin stiff girder by this scheme sets up, (safety factor of construction middle hanger is greater than 2.3 for all satisfied design of each deformation of members, stress and internal force and code requirement in the work progress, the stress of stiff girder is less than 162MPa, and the additional longitudinal gradient of bridge floor is in 8%).
List of references
[1] Liu's height, Peng Yundong, Zhou Ping, etc. project study [J] highway communication science and technology .26 (5): 80-85 is set up in stiff girder construction in bridge steel purlin, Ba Ling river.
[2] Wang Bibo, Yi Lunxiong. the town wins dish river, highway north bridge steel truss girder scheme of architecture research [J] bridge construction .2009.3:48-50.
[3] Li Deqin, Bao Jianwu, bright positive flood, village value political affairs .900m strides the footpath cable greatly and hangs checking computations and loading test [J] highway and automotive, 2009.1:131-134.
[4] Xue Guangxiong, Jin Cang, Shen Liangcheng just weighs earlier. steel case beam suspension bridge is land, shoal beam section installation double crane swings and moves job practices: the People's Republic of China (PRC), CN1710208[P] .2005-12-21.
Claims (4)
1, the mast-up of mountain area stiffening girder of suspension bridge is managed, and comprises " front end do not have suspension rod just put oblique hoisting method ", " front end have suspension rod just put oblique lifting or positive hoisting method ", " striding the collaborative lift-on/lift-off system of cable loop wheel machine " three submethods; Wherein
What (1) front end did not have a suspension rod just puts oblique hoisting method: fortune beam dolly is transported to the mounting rail section foremost with the beam section, half-twist is in the beam section and just puts the position, stride on the corresponding cord clip after the cable loop wheel machine places the lifting beam section in place, its hoisting rope along bridge to the inclination beam section of slinging, the hoist engine of using up the flat application of force of water gaging simultaneously holds the beam section also slowly to be loosened, make steadily slow of beam section winch to hoisting rope and be in vertical state, remove the connection of the horizontal application of force of hoist engine, the beam section is accurately located, and it is connected with mounting rail section, the suspension rod of the last mounting rail section of stretch-draw then, and loosen the hoisting line of striding the cable loop wheel machine;
What (2) front end had a suspension rod just puts oblique lifting or positive hoisting method: fortune beam dolly is transported to the relevant position on the ground under bridge, half-twist is in the beam section and just puts the position, again by just lifting by crane with preceding a kind of identical method or oblique lifting beam section and in place, again it is connected with mounting rail section, the suspension rod of this mounting rail section of stretch-draw then, and loosen the hoisting line of striding the cable loop wheel machine;
(3) stride the collaborative lift-on/lift-off system of cable loop wheel machine: place near striding the cable loop wheel machine and placing that the cable loop wheel machine of striding of cord clip hangs the lifting beam section jointly directly over this beam section on-station position of the cord clip top, beam section lifting position, lifting beam Duan Shunqiao to arrive two stride between the cable loop wheel machine before, by just putting oblique hoisting method lifting, treat along bridge after reaching first and striding cable loop wheel machine below, remove the connection of horizontal application of force hoist engine, then transfer hoisting line, make lift heavy enough distances be arranged striding below the cable loop wheel machine, to reduce the perpendicular value drift angle of hoisting rope, avoid loop wheel machine to bear excessive horizontal force, put respectively then, receive two wire rope of striding the cable loop wheel machine, realize that lift heavy strides moving under another strides the cable loop wheel machine under the cable loop wheel machine by one.
2, the mast-up of mountain area according to claim 1 stiffening girder of suspension bridge is managed, it is characterized in that 1) when bridge location landform and beam section position main push-towing rope and back relative relief or sling length h beam section more than or equal to [h], if platform for lining and fortune beam orbit are arranged in the following ground inconvenience of its bridge floor, then it install to adopt " front end do not have suspension rod just put oblique hoisting method ", if convenient platform for lining and the fortune beam orbit arranged in the following ground of bridge floor, then it installs and adopts " front end have suspension rod just put oblique lifting or positive hoisting method "; 2) when the relative stiff girder end face of main push-towing rope distance or sling length h less than [h] (generally two 1/4 stride near between the span centre section) the beam section then adopt " stride the cable loop wheel machine and work in coordination with lift-on/lift-off system ";
[h] by formula (1) calculates:
In the formula: Δ l be the beam segment length or along bridge to two adjacent suspension rod horizontal ranges; P-hangs thing weight, δ can reach for fortune beam dolly its on treat hanging beam section center of gravity to suitable the bridge of assembled beam section suspension rod to minimum safe distance, generally get 1.5m～3m, decide according to self construction assurance precision by the constructor, assurance precision height can get the small value; h
1Be deck-molding; h
2Be the little overall height of fortune beam; h
3Be the movable pulley of suspender minimum range to back, 1/3～1/2 of general desirable beam segment length, the suspender length of steel wire rope and the big or small kind that have according to unit in charge of construction are calculated by simple known mechanics principle and to be determined.
3, the mast-up of mountain area according to claim 1 stiffening girder of suspension bridge is managed, it is characterized in that implementing to stride the collaborative lift-on/lift-off system of cable loop wheel machine, realize in the horizontal transportation of lift heavy, the discrepancy in elevation that needs control lift heavy and two to stride the cable loop wheel machine is not less than certain value, to guarantee horizontal force H that loop wheel machine the bears ability [H] less than its load level power, [H] is that loop wheel machine is at lifting maximum weight P
MaxThe beam section time horizontal force that can bear, this horizontal force with general Finite Element Method to loop wheel machine checking computations determine.The design formulas of H is as follows:
In the formula: P-hangs thing weight, α
1For first of collaborative lifting strides the vertical drift angle of cable loop wheel machine hoisting line when hanging thing, α
2For another of collaborative lifting striden the vertical drift angle of cable loop wheel machine hoisting line when hanging thing, and α
1, α
2Can stride the discrepancy in elevation and the horizontal range of cable loop wheel machine position and draw by hanging thing position and two according to geometrical relationship.
4, the mast-up of mountain area according to claim 1 stiffening girder of suspension bridge is managed, and it is characterized in that said striding adopt three in the collaborative lift-on/lift-off system of cable loop wheel machine and stride the cable loop wheel machine.
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| CN103103923A (en) * | 2012-11-20 | 2013-05-15 | 西南交通大学 | Window hinge joint method for erection of suspension bridge steel truss stiffening girder |
| CN105839537A (en) * | 2016-04-11 | 2016-08-10 | 中交第四公路工程局有限公司 | Construction method for hoisting stiffening girder of suspension bridge by adopting girdle-carrying traveling of deck erection gantry |
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| CN102587288A (en) * | 2012-04-06 | 2012-07-18 | 武船重型工程有限公司 | Method for lifting steel box girder segments of cable-stayed bridge |
| CN102587288B (en) * | 2012-04-06 | 2015-02-11 | 武船重型工程股份有限公司 | Method for lifting steel box girder segments of cable-stayed bridge |
| CN103103923A (en) * | 2012-11-20 | 2013-05-15 | 西南交通大学 | Window hinge joint method for erection of suspension bridge steel truss stiffening girder |
| CN105839537A (en) * | 2016-04-11 | 2016-08-10 | 中交第四公路工程局有限公司 | Construction method for hoisting stiffening girder of suspension bridge by adopting girdle-carrying traveling of deck erection gantry |
| CN105839537B (en) * | 2016-04-11 | 2017-04-12 | 中交第四公路工程局有限公司 | Construction method for hoisting stiffening girder of suspension bridge by adopting girdle-carrying traveling of deck erection gantry |
| CN106744351A (en) * | 2016-11-24 | 2017-05-31 | 中交路桥华南工程有限公司 | The method that cable-stayed bridge main-beam lifting is carried out using cable crane |
| CN107100090A (en) * | 2017-05-23 | 2017-08-29 | 王燏斌 | A kind of Bridge Erector and its construction method for suspension bridge |
| CN108842634A (en) * | 2018-08-06 | 2018-11-20 | 王燏斌 | A kind of Bridge Erector for cable-stayed bridge and suspension bridge |
| CN109914223A (en) * | 2019-04-26 | 2019-06-21 | 四川路桥华东建设有限责任公司 | A kind of Lift-on/Lift-off System and its operating method suitable for suspension bridge steel construction bridge deck |
| CN109914223B (en) * | 2019-04-26 | 2024-01-23 | 四川路桥华东建设有限责任公司 | Hoisting system suitable for suspension bridge steel structure bridge deck system and operation method thereof |
| CN111535146A (en) * | 2020-04-30 | 2020-08-14 | 中交二公局第二工程有限公司 | Method for installing steel truss girder of suspension bridge |
| CN111535146B (en) * | 2020-04-30 | 2021-11-02 | 中交二公局第二工程有限公司 | Method for installing steel truss girder of suspension bridge |
| CN112942058A (en) * | 2021-04-08 | 2021-06-11 | 四川交大工程检测咨询有限公司 | Synchronous construction method for steel box girder welding frame of large-span suspension bridge |
| CN112942058B (en) * | 2021-04-08 | 2021-11-23 | 四川交大工程检测咨询有限公司 | Synchronous construction method for steel box girder welding frame of large-span suspension bridge |
| CN114657879A (en) * | 2022-03-06 | 2022-06-24 | 中交第四公路工程局有限公司 | Method for hoisting and lifting main beam in suspender area of tied arch bridge with steel truss girder by using cable |
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