CN116516836B - A method for continuous jacking of large-span steel beams without guide beams for approach bridges - Google Patents
A method for continuous jacking of large-span steel beams without guide beams for approach bridgesInfo
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- CN116516836B CN116516836B CN202310362427.5A CN202310362427A CN116516836B CN 116516836 B CN116516836 B CN 116516836B CN 202310362427 A CN202310362427 A CN 202310362427A CN 116516836 B CN116516836 B CN 116516836B
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- girder
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/06—Methods or apparatus specially adapted for erecting or assembling bridges by translational movement of the bridge or bridge sections
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/16—Suspension cables; Cable clamps for suspension cables ; Pre- or post-stressed cables
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
本发明公开了一种引桥无导梁大跨度钢梁连续顶推方法，牵引点设置在钢梁的前端，顶推千斤顶设置在主桥桥塔上，顶推平台搭设在引桥远离主桥的一侧，在顶推平台与引桥各桥墩墩顶安装滑道梁与侧向限位装置，然后在顶推平台上逐段拼装各节段钢梁，利用拖拉钢绞线将牵引点和顶推千斤顶连接，即可开始钢梁的顶推施工，在第一跨钢梁上端安装有临时斜拉索塔，临时斜拉索塔上设有与钢梁前端锚固连接的斜拉索，在第一跨钢梁后部设有配重，同时在第一跨钢梁上位于临时斜拉索塔的两侧安装有抗风索。本申请通过在第一跨钢梁上端设计临时斜拉索塔进行加固，实现了无导梁顶推施工。
This invention discloses a method for continuous jacking of large-span steel beams for approach bridges without guide beams. The traction point is located at the front end of the steel beam, and the jacking jacks are mounted on the main bridge towers. The jacking platform is erected on the side of the approach bridge furthest from the main bridge. Sliding beams and lateral limiting devices are installed on the jacking platform and the tops of each pier of the approach bridge. Then, each segment of the steel beam is assembled segment by segment on the jacking platform. The traction point and the jacking jacks are connected using drag steel strands, allowing the jacking construction to begin. A temporary cable-stayed tower is installed at the upper end of the first span of the steel beam, with stay cables anchored to the front end of the steel beam. A counterweight is installed at the rear of the first span of the steel beam, and wind-resistant cables are installed on both sides of the temporary cable-stayed tower on the first span of the steel beam. This application achieves jacking construction without guide beams by reinforcing the first span of the steel beam with a temporary cable-stayed tower.
Description
Technical Field
The invention belongs to the technical field of bridge construction, and particularly relates to a continuous pushing method of a bridge-approach non-guide girder large-span steel girder.
Background
The existing steel girder installation construction of the large-span combined I-shaped Liang Gangqiao mainly adopts a guide girder continuous pushing method, a bridge girder erection machine whole hole installation method, a bracket installation method, a large-section steel girder lifting installation and other construction methods. As can be seen from the applicability comparison of the conventional construction method under mountain conditions, for the construction of the mountain assembled composite girder steel bridge under relatively inconvenient traffic organization conditions and topography conditions, the guide girder pushing method and the bridge girder erection machine whole-hole installation method have good topography applicability and construction period efficiency, but due to the specialization of the guide girder and the bridge girder erection machine, the standardization degree of the construction method is relatively insufficient, and due to the rapid rising of the lease cost of the bridge girder erection machine, the comprehensive economy and applicability of the guide girder pushing method are superior to those of the bridge girder erection machine whole-hole installation method. However, the traditional guide beam pushing method has the problems that the guide beam installation and dismantling occupied period is long, the guide beam cannot be used generally, the safety risk of high-altitude operation is high, and the like.
In summary, improvements to existing pushing methods are needed.
Disclosure of Invention
The invention mainly aims to provide a continuous pushing method for a bridge-approach guide-beam-free large-span steel beam, which is characterized in that a temporary cable-stayed tower is designed at the upper end of a first span steel beam for reinforcement, so that the pushing construction without a guide beam is realized, the working load of high-altitude operation is reduced, and the operation risk of constructors is reduced.
The continuous pushing method of the bridge approach girder without guide girder comprises the steps of adopting a traction type pushing process without guide girder to construct, wherein the pushing direction is an upward slope, a traction point is arranged at the front end of a girder, a pushing jack is arranged on a main bridge tower, a pushing platform is erected on one side of the bridge approach girder far away from the main bridge, after the pushing platform is erected, a slideway girder and a lateral limiting device are arranged on the pushing platform and the pier tops of bridge approach piers, sliding blocks are arranged on the sliding girders, then all sections of girder are assembled on the pushing platform section by section, and the traction point is connected with the pushing jack by utilizing a traction steel stranded wire, so that the pushing construction of the girder can be started;
The temporary cable-stayed tower is arranged at the upper end of the first span steel beam, a stay cable which is connected with the front end of the steel beam in an anchoring manner is arranged on the temporary cable-stayed tower, a counterweight is arranged at the rear part of the first span steel beam, and meanwhile, wind-resistant cables are arranged on the two sides of the temporary cable-stayed tower on the first span steel beam, and the two ends of each wind-resistant cable are respectively connected with the temporary cable-stayed tower and the first span steel beam in an anchoring manner.
Specifically, the temporary cable towers are symmetrically arranged along the longitudinal center line of the first span steel beam as a center, a plurality of stay cables are arranged on the front side and the rear side of each temporary cable tower from top to bottom, wherein,
The stay cable (9) positioned at the front side is in anchoring connection with the front end of the steel beam;
The stay cable (9) positioned at the rear side is in anchoring connection with the rear end of the steel beam.
Specifically, the anti-wind cable sets up a plurality of groups along approach bridge longitudinal direction, and every group includes two anti-wind cables of cross arrangement, and the one end of two anti-wind cables of cross arrangement is connected with the both sides of first girder steel of striding respectively, and the other end is connected with two interim cable-stayed towers of the last outside of first girder steel of striding respectively.
Specifically, erect the antenna that erects that front high back low slope was arranged above the approach bridge, erect the both ends of antenna respectively with top pushing platform and main bridge tower fixed connection, slidable mounting has on the antenna of erectting and hangs the pulley, pulls steel strand wires fixed connection on hanging the pulley, pulls the steel strand wires and erects the time, pulls the steel strand wires and carries out the rope through pushing the rope rack of putting on the platform and put, and actuating mechanism then drives and hangs the pulley and pull the steel strand wires and move towards top pushing jack to this realizes the erection of pulling the steel strand wires.
Specifically, the driving mechanism comprises a pulley traction rope, a first fixed pulley is arranged at the position of the main bridge tower, which is located at the fixed position of the erection antenna, a second fixed pulley is arranged at the position of the fixed position of the erection antenna, one end of the pulley traction rope is wound on a first winch on the fixed pier of the pushing jack after bypassing the first fixed pulley, the other end of the pulley traction rope is wound on a second winch on the pushing platform after bypassing the second fixed pulley, so as to form a single-wire reciprocating traction system, and the hanging pulley is fixedly connected with the pulley traction rope.
Specifically, a post-to-post inhaul cable is connected between adjacent piers, after the steel beam is pushed to a certain pier, one end of the post-to-post inhaul cable is anchored on the pier by adopting an anchorage device and a clamping piece, and the post-to-post inhaul cable tensioning is performed at the next pier, so that the self-balancing of the stress between piers in the steel beam pushing process is realized.
Specifically, girder falling construction is carried out after the girder is pushed in place, and girder falling jacks are symmetrically arranged at the positions of supporting points of each girder falling.
Specifically, after pushing for a certain distance, the sliding blocks need to be switched, and the sliding blocks on the pushing platform and the tops of the piers are about to slide out of the slideway beams at the switching time, so that at least 2 sliding blocks on each slideway beam are ensured, and the stability of the steel beams at the contact positions of the sliding blocks is ensured.
Specifically, the left steel beam and the right steel beam are synchronously assembled and pushed for construction, 1 set of counter-force brackets and 2 pushing jacks are arranged on each steel beam.
Specifically, a slide rail beam on the pushing platform is provided with Cheng Lisan channels in the longitudinal direction, and after the installation of the slide rail beam on the pushing platform is completed, an obvious beam section assembling and positioning mark is arranged on the pushing platform at the slide rail beam by using paint and used for assembling and positioning the steel beam.
Compared with the prior art, at least one embodiment of the invention has the following beneficial effects that the temporary cable stayed tower is designed at the upper end of the first span steel beam, the temporary cable stayed tower is provided with the stay cable which is connected with the front end of the steel beam in an anchoring way, and the rear part of the first span steel beam is provided with the counterweight, so that the large cantilever part at the front part of the first span steel beam is ensured to have enough structural rigidity measurement, and meanwhile, the wind resistance cables are arranged on the two sides of the temporary cable stayed tower on the first span steel beam, so that the pushing construction without guide beams is realized, the working load of high-altitude operation is fully reduced, and the operation risk of constructors is reduced.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings required for the description of the embodiments will be briefly described below, and it is apparent that the drawings in the following description are only some embodiments of the present invention, and other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
Fig. 1 is a schematic diagram of continuous pushing of a bridge-approach non-guide girder large-span steel girder provided by an embodiment of the invention;
fig. 2 is a schematic view of a first cross-steel beam structure according to an embodiment of the present invention;
FIG. 3 is a schematic drawing of a pulling steel strand erection provided by an embodiment of the invention;
FIG. 4 is a schematic view of the pushing process of the steel beam in the engineering case of the invention;
Wherein, 1, pushing jack; 2, bridge tower, 3, pushing platform, 4, bridge pier, 5, slideway beam, 6, slide block, 7, traction steel strand, 8, temporary cable stayed tower, 9, stay cable, 10, erection antenna, 11, hanging pulley, 12, first span steel beam, 13, pulley traction cable, 14, first fixed pulley, 15, second fixed pulley, 16, first hoist, 17, second hoist, 18, inter-column cable, 19, girder dropping jack, 20, wind resistance cable.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
In the description of the present invention, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "axial", "radial", "circumferential", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings are merely for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the device or element being referred to must have a specific orientation, be configured and operated in a specific orientation, and therefore should not be construed as limiting the present invention.
Furthermore, the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying a relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include one or more such feature. In the description of the present invention, the meaning of "a plurality" is two or more, unless explicitly defined otherwise.
Referring to fig. 1-3, a continuous pushing method of a bridge-approach girder large-span girder without guide girders is constructed by adopting a traction type pushing process without guide girders, the pushing direction is an upward slope, a traction point is arranged at the front end of the girder, a pushing jack 1 is arranged on a main bridge tower 2, a pushing platform 3 is erected on one side of the bridge approach girder far away from the main bridge, after the erecting of the pushing platform 3 is completed, a slideway girder 5 and a lateral limiting device are arranged on the pier tops of the pushing platform 3 and bridge piers 4, sliding blocks 6 are arranged on the sliding girders, then each section of girder is assembled on the pushing platform 3 section by section, the traction point is connected with the pushing jack 1 by utilizing a traction steel strand 7, the pushing construction of the girder can be started, wherein a temporary cable-stayed tower 8 is arranged at the upper end of a first span girder 12, a stay cable 9 which is connected with the front end of the girder is anchored, a counterweight is arranged at the rear part of the first span girder 12, and simultaneously anti-wind cables 20 are arranged on two sides of the temporary cable-stayed tower 8, and two ends of the anti-wind cables 20 are respectively connected with the temporary cable 8 and the first cable 12.
According to the application, the temporary cable-stayed tower 8 is designed at the upper end of the first span steel beam 12, the front part of the first span steel beam 12 is pulled by the stay cable 9, and the counterweight is designed at the rear part of the first span steel beam 12, so that the large cantilever part at the front part of the first span steel beam 12 is ensured to have enough structural rigidity, and meanwhile, the wind-resistant cables 20 are arranged on the two sides of the temporary cable-stayed tower 8 on the first span steel beam 12, so that the non-guide beam pushing construction is realized, the working load of high-altitude operation is fully reduced, and the operation risk of constructors is reduced.
In order to further ensure the safety of pushing, a plurality of temporary cable-stayed towers 8 are symmetrically arranged along the longitudinal center line of the first span steel beam 12 from top to bottom, a plurality of stay cables are arranged on the front side and the rear side of each temporary cable-stayed tower 8, the stay cable 9 on the front side is connected with the front end of the steel beam in an anchoring manner, the stay cable 9 on the rear side is connected with the rear end of the steel beam in an anchoring manner, a plurality of groups of wind-resistant cables 20 are arranged along the longitudinal direction of the approach bridge, each group comprises two wind-resistant cables 20 which are arranged in a crossing manner, one ends of the two wind-resistant cables 20 which are arranged in a crossing manner are respectively connected with two sides of the first span steel beam 12, and the other ends of the two temporary cable-stayed towers 8 which are arranged on the outermost side of the first span steel beam 12 are respectively connected.
The continuous pushing method of the bridge approach non-guide girder large-span steel girder comprises the following steps of:
1. Pushing platform is erected
The pushing platform 3 is arranged at the position of the 3X 40m cast-in-situ box Liang Qiaokua, adopts the form of pier top supporting frames, pier side steel pipe truss piers and beret beams, adopts a 5mm steel plate to be paved on the surface layer of the platform during assembly and pushing construction, is used as a manual operation platform, and independently lays a 3.5m wide and 2cm thick steel plate channel at the axis of a pier column to serve as an automobile transportation channel when an automobile is needed to be installed, and removes the 5mm steel plate surface layer after pushing construction is finished, adopts 10cm square lumber to serve as a distribution beam, and lays a 12mm thick bamboo plywood on the distribution beam to serve as a cast-in-situ box girder construction bottom die.
2. The cable-stayed cable tower is erected
Referring to fig. 2, a group of cable-stayed towers are respectively arranged on left and right steel beams, the cable-stayed towers are supported by steel pipe upright post short towers as fulcrums, the beam ends are tensioned and suspended by steel strand stay cables, the front end length is 53m, the rear end length is 42m, the height is 15m, the short towers are arranged in longitudinal 2 columns and transverse 4 rows, the tower heights are 15m, the stay cables are arranged in longitudinal 4 columns and transverse 4 rows and are respectively T1-T4, 5 bundles of phi s/15.2 steel strands are adopted, the cross section area ap=695 mm2, the elastic modulus ep=1.95×105MPa, the tensile strength standard value fpk =1860 MPa, and the initial tension control forces are respectively TI=230 KN, T2=228 KN, T3=235 KN and T4=275 KN. In addition, in order to strengthen the pushing wind resistance of the steel beam, 6 groups of wind resistance cables 20 are arranged between a cable tower and the steel beam, wherein the wind resistance cables 20 are steel wire ropes with the diameter of 6 multiplied by 19+FC-1770MPa phi of 30mm, the steel wire ropes are arranged in a crossing manner, the steel wire ropes are respectively K1-K6, the arrangement distance between the steel wire ropes and the front end of the steel beam is respectively K1=13 m, K2=29 m, K3=45 m, K4=73 m, K5=89 m, K6=105 m, and saddle type rope clamp anchoring is adopted, and the initial fastening force recommended values of the wind resistance cables 20 are K1=12 kN, K2=9 kN, K3=4 kN, K4=8 kN, K5=12 kN and K6=14 kN.
In order to install the low tower inhaul cable, an inhaul cable anchoring point is arranged on a steel beam, the anchoring point is of a triangular anchor box structure, a 2cm thick steel plate is adopted for welding and forming, the height of a welding line is 16mm, and the steel beam is manufactured with the steel beam in a steel beam manufacturing factory. The upper flanges of the upright posts and the steel beams are subjected to width widening treatment, and the two sides of the upper flanges are widened by 15cm respectively and widened by 30cm in total. The cable tower guy anchor end adopts JYM 15-5P anchor, the tensioning end adopts YJM15-5 anchor, the cable-stayed short tower adopts No. 13 and No. 15 pier tower crane hoisting and erecting, the steel pipe is installed from bottom to top during erecting, a section of steel pipe upright post is erected to install parallel connection and diagonal bracing in time, and the parallel connection and diagonal bracing are strictly forbidden to be not installed to lift the upright post.
3. Slideway beam installation
The slide rail beams 5 on the pushing platform 3 are arranged in a discrete mode, the longitudinal distance is 10m, and 12 channels are arranged along the longitudinal direction. The slide rail beams 5 on the platform are used as splicing pedestals, after the platform slide rail beams 5 are installed, obvious beam section splicing positioning marks are arranged on the platform at the slide rail positions by using paint and used for splicing and positioning the steel beams, so that the splicing plane positions of the steel beams are checked conveniently, the elevation difference and the design of all the transversely adjacent slide rails are required to be consistent, and the slide rails are required to be in an ideal circular arc curve by pushing the vertical curve. And all the slide ways are required to be adjusted to be parallel to the pushing track before being installed, so that the steel beams, the sliding blocks 6 and the slide way beams 5 are ensured to be in surface contact in the pushing process, the control requirements of pushing on the elevation and the levelness of the slide ways are quite high, errors and overlarge measurement errors are not allowed to occur, and the slide way beams 5 are in a discontinuous arrangement type steel combination mode. Because the upper bridge approach structure has slopes in the transverse and longitudinal directions of the beam bottom of the steel beam, transverse and longitudinal slope adjusting cushion blocks are required to be respectively arranged, and after the steel beam is pushed in place, only the front section and the tail section are used as temporary support of the beam falling and the beam falling jack 19 is used for switching support.
Stainless steel plates paved on the top surfaces of the slide rail beams 5, stainless steel strips with the thickness of 8mm are adopted for pier top slide rails, stainless steel strips with the thickness of 5mm are adopted for pushing the slide rail of the platform 3, the surface roughness of the continuous slide rail is smaller than Ra5 mu m, and the following points should be noted when the stainless steel plates are paved:
1. the edge of the stainless steel top surface is subjected to edge wrapping treatment, so that the edge is prevented from damaging the sliding plate, and the swelling phenomenon of unstable welding in the pushing process can be reduced.
2. Before the stainless steel plates are paved on the top surface of the slideway beam 5, the spliced weld joints are polished and leveled, and the planeness of the top surface of the slideway beam 5 is increased.
3. The stainless steel plates are continuously arranged in the middle of the whole length, the whole sliding surface is continuously maintained, intermittent continuous welding is adopted for side surface welding, and the welding seam at the butt joint of the top surfaces is continuously welded in the length and is smoothly polished.
4. In the pushing process, if the friction force and the traction force borne by the slideway beam 5 cannot be completely balanced, the friction force and the traction force are necessarily transmitted to the platform tubular pile to influence the stability of the platform, so that the slideway beam 5 is considered to be fixed on each pier top cover beam through the anti-anchor steel plate, and the pushing platform 3 is welded on the platform steel distribution beam.
4. Lateral limiting device installation
In order to prevent the steel beam from deviating from a larger axis in the pushing process, lateral limiting devices are arranged on slideways on two sides of the steel beam, the device is formed by adopting 2cmQ A steel plates for assembly welding, a phi 90mm steel bar outer sleeve phi 110 x 5.3mm PE pipe is inserted for limiting, the maximum limiting distance on one side is 10cm, and when the deviation of the axis of the steel beam reaches 5cm, a jack can be adopted to conduct deviation rectifying treatment by taking the steel bar as a counter-force point.
5. Slider design
When the steel beam moves on the slideway, in order to ensure that the steel beam stably advances on the slideway beam 5, a sliding block 6 is required to be arranged between the slideway beam 5 and the steel beam, the steel beam is allowed to advance relative to the slideway beam 5 under the action of the pushing jack 1, the thickness of the sliding block 6 is influenced by a steel beam bottom plate splice plate, and the steel beam is required to be selected according to the splice plate thickness and the nut height. According to the design drawing, when the thickness of the steel beam bottom plate is 32mm and 40mm, the P5 splice plate is connected with the T2 filling plate through M30 bolts, the thickness of the P5 splice plate is 24mm, the thickness of the T2 splice plate is 8mm, the height of an M30 bolt and nut is 18.6mm, namely the total height difference of the bottom plate connection part is 24+8+18.6=54.6 mm, so the thickness of the sliding block 6 is larger than 54.6mm, and the sliding block 6 is intended to be 60mm in the project.
Because the MGE sliding plate has low friction coefficient and small difference of dynamic friction coefficient and static friction coefficient (K=0.06), no creeping phenomenon can occur, and the sliding block 6 runs stably, the sliding block 6 adopts the MGE sliding block 6, the surface is provided with a groove, the friction coefficient is reduced by smearing lubricant, the size is 700 multiplied by 350 multiplied by 60mm, and the single block weighs about 24.99kg. In the steel beam pushing process, the plates are timely fed, and 2 groups (2 groups of sliding blocks) 6 are always arranged on the slideway beam 5. Before the steel beam is about to be pushed in place, the positions of the sliding blocks 6 are calculated, and the fact that the front sliding block 6 and the rear sliding block 6 fall on the front section slide rail beam 5 and the tail section slide rail beam 5 is convenient to detach the middle section slide rail beam 5 is ensured.
In addition, in order to prevent the sliding block 6 from being ejected out of the slide way due to abrupt change of the downwarping pressure of the front end of the steel beam when the sliding block 6 is pushed, the tail end of the sliding block 6 is designed into an arc shape, so that the problem of variation of the downwarping pressure of the front end of the steel beam when the sliding block is pushed is solved.
6. Installation of pushing jack 1 and counterforce support
Referring to fig. 1, a DYSC D-300 pushing jack 1 counter-force bracket is arranged on the middle span side of a beam in a main bridge tower 2, the jacks are arranged on the counter-force bracket to provide pushing force for pushing a steel beam to move forward, 1 set of bracket 2 jacks are arranged on each frame, and 2 sets of brackets are arranged on the whole bridge in total to form 4 jacks.
The pushing jack 1 adopts a pushing jack 1, the model is DYSC D-300, the rated pushing weight is 358.5t, the structure is a through-core structure, steel strands are used as pushing rigging, wedge-type anchors at two ends of the pushing jack 1 have unidirectional self-locking function, when the anchors work (are tight), the steel strands can be automatically locked, when the anchors do not work (are loose), the steel strands are released, the steel strands can move up and down, one flow of the hydraulic pushing process is a stroke process of the pushing jack 1, and when the pushing jack 1 repeatedly acts, the pushed weight moves forwards step by step. In the pushing process of the pushing jack 1, the top of the pushing jack must be reserved with a long steel strand, if the reserved steel strand is too much, the operation of the steel strand in the pushing process and the locking and opening of the anchor adding and the anchor loading of the pushing jack 1 are greatly influenced, so that each pushing jack 1 must be provided with a guide frame in advance, the guiding out of the reserved too many steel strands at the top of the pushing jack is convenient to be smooth, the redundant steel strands can be freely guided backwards and downwards along the pushing platform 3, the guide frame is arranged behind the hydraulic pushing device, and the guiding out direction of the guide frame is based on the principle of conveniently installing an oil pipe and a sensor and not influencing the free falling of the steel strand.
Because the steel strand wires are longer, the steel strand wires of wearing take first put the cable frame by the platform end of assembling, pull to the top pushing device end through setting up traction system, roughly after target in place, correspond to pass the connection ground tackle, the steel strand wires can not take place the condition such as scurrying, knot, whole torsion. The exposed section of each bundle of steel stranded wires is leveled as much as possible, and the upper ends of the penetrated steel stranded wires are fixed through the clamping heads and the anchor sheets.
In order to ensure the stability of the steel beam framework in the pushing process, the positioning accuracy of each pushing unit structure is ensured, and each lifting point of the steel beam framework body always keeps synchronism (+ -20 mm) in the ascending or descending process. In view of the construction difficulties, the following management and control measures are adopted, namely, hydraulic pushing jacks 1 of the top oblique dragging points arranged on the cross beam of the bridge tower 2 are connected in series and in parallel on pump machines of hydraulic numerical control pump stations, and 2 pump machines are arranged in each hydraulic numerical control pump station.
7. Traction steel strand erection
Referring to fig. 3, an erection antenna 10 with a front high and a rear low inclined arrangement is erected above the approach bridge, two ends of the erection antenna 10 are fixedly connected with the pushing platform 3 and the main bridge tower 2 respectively, a hanging pulley 11 is slidably mounted on the erection antenna 10, a pulling steel strand 7 is fixedly connected to the hanging pulley 11, when the pulling steel strand 7 is erected, the pulling steel strand 7 is released through a releasing frame on the pushing platform 3, and a driving mechanism drives the hanging pulley 11 and the pulling steel strand 7 to move towards the pushing jack 1, so that the erection of the pulling steel strand 7 is realized.
Specifically, the driving mechanism comprises a pulley traction rope 13, a first fixed pulley 14 is arranged at the fixed position of the erection antenna 10 on the main bridge tower 2, a second fixed pulley 15 is arranged at the fixed position of the erection antenna 10 on the pushing platform 3, one end of the pulley traction rope 13 winds around the first fixed pulley 14 and then winds around a first winch 16 on a fixed pier of the pushing jack 1, the other end winds around the second fixed pulley 15 and then winds around a second winch 17 on the pushing platform 3, a single-wire reciprocating traction system is formed, the hanging pulley 11 is fixedly connected with the pulley traction rope 13, the antenna 10 is erected by setting a traction steel strand 7, the traction steel strand 7 is suspended, and the cross-scrubbing damage between the traction steel strand 7 and a pier in the erection process is avoided.
When the steel strand 7 is pulled and erected, one steel strand is pulled each time, the anchoring end of the steel strand adopts JYM 15-19P type fixed end anchors (P type anchor plates, extrusion sleeves and extrusion springs), the pushing and stretching end adopts YJM15-19 type anchors (working anchor plates and clamping pieces), and the antenna and the traction rope 13 of the traction pulley are continuously transmitted and erected by adopting manual work and a tower crane.
8. Inter-column guy cable 18 erection
Referring to fig. 1, 2 bundles of steel strand inter-column cables 18 with the diameter of 3 phi s of 15.2 and 1870MPa are arranged on each span of a single pier from 6 to 13# pier, the tension force of each cable is 20kN, after the girder is pushed to N # piers, steel strand anchoring is carried out by adopting YM15-3 anchors and clamping pieces, steel strand tensioning is carried out at the tensioning end of the N-1 # piers, the stress self-balance among the piers in the girder pushing process is realized, and the inter-column cables 18 are erected by adopting an erection antenna 10.
Specifically, after pushing for a certain distance, the sliding blocks 6 need to be switched, the sliding blocks 6 on the pushing platform 3 and the pier tops of the piers 4 are about to slide out of the slideway beams 5 when the sliding blocks 6 are switched, at least 2 sliding blocks 6 are guaranteed on each slideway beam 5, the stability of the steel beams at the contact position of the sliding blocks 6 is guaranteed, and 1 set of counter-force brackets and 2 pushing jacks 1 are arranged according to synchronous assembly and pushing construction of left and right steel beams.
The steel beam pushing process according to the scheme of the application will be described in detail with reference to specific engineering cases
The pushing length of the bridge approach pushing construction is 480m, the total pushing is 8 spans, each span is 60m, namely, the bridge approach pushing construction is divided into 8 pushing rounds, each round of pushing is 60m, each pushing section is taken as a construction step, and the subsequent steel beam sections are installed according to the step;
the prefabricated bridge deck plate components are prefabricated and stored in a bridge deck plate processing area, and are transported to a bridge deck through a gun truck to be installed step by step after the pushing beam falling is completed.
Referring to fig. 4, specifically, the pushing process of the approach bridge includes the following steps:
Step one:
1. The construction of the lower tower column of the 5# bridge tower is completed;
2. And finishing the construction of the pier abutment of No. 6 to No. 16.
Step two:
1. erecting a pushing platform bracket to finish the construction of the pushing platform;
2. carrying out corresponding stacking or hoisting operation;
3. a slideway beam is arranged on the pushing platform, and a sliding block is arranged on the sliding beam;
4. Mounting pier top brackets, girder placing jacks, slideway girders and lateral limiting devices on the pier tops of No. 6-No. 13;
5. installing a steel beam assembly gantry crane;
step three:
1. hoisting and splicing the 5 th and 6 th spans of the first 11 sections by using a gantry crane;
2. the cable-stayed towers, stay cables and wind-resistant cables are installed on the 5 th and 6 th cross steel beams after installation;
3. And (3) in the range from the beginning of the cable-stayed tower to 60-120 m behind the tower, using bridge decks to carry out weight in the bridge abutment direction, and transversely configuring 2 bridge decks every 10 m.
Step four:
1. Pushing forward a spliced segment length (10.91 m);
2. checking whether the pushing system operates normally;
3. And checking beam monitoring data.
Step five:
1. after checking and checking that no abnormal condition exists, continuously pushing forward for 2 segments, and splicing 12 to 14 segments;
2. Complete counterweight
Step six:
1. forward pushing, and pausing when the front end of the 1 st section is pushed to the center line position of the 12# pier;
2. at this time, a span steel beam pushing length is finished, a cable tower, a cable system and beam body monitoring data are checked;
step seven:
1. Continuing pushing, and suspending when the front end of the 1 st section is pushed to the center line position of the 11# pier;
2. advancing the gantry crane system to a 14 th to 15 th span;
3. 16 spans are used as a pole stack.
Step eight:
1. continuing to assemble the 15 th to 18 th sections;
step nine:
1. continuing pushing, and suspending when the front end of the 1 st section is pushed to the center line position of the 10# pier;
Step ten:
1. the assembling and pushing processes of the step eight and the step nine are circulated;
2. Pushing into place.
Step eleven:
1. installing a beam falling bracket;
2. dismantling a cable tower, a stay cable, an anti-wind cable and a pushing sliding system (a sliding beam and a sliding block);
3. The first multi-point synchronous beam falling;
4. Installing 5-12 bridge decks and pouring wet joints;
5. And the beam falls synchronously at multiple points for the second time.
Any of the above-described embodiments of the present invention disclosed herein, unless otherwise indicated, if they disclose a range of values, then the disclosed range of values is a preferred range of values, and any person skilled in the art will appreciate that the preferred range of values is merely a relatively obvious or representative value of many possible values. Since the numerical values are more and cannot be exhausted, only a part of the numerical values are disclosed to illustrate the technical scheme of the invention, and the numerical values listed above should not limit the protection scope of the invention.
Meanwhile, if the above invention discloses or relates to components or structural members fixedly connected with each other, the fixed connection can be understood as being detachably fixed connection (such as using bolts or screws), or can be understood as being non-detachably fixed connection (such as riveting and welding), and of course, the mutually fixed connection can be replaced by an integral structure (such as integrally formed by casting process) (except obviously that the integral forming process cannot be adopted).
In addition, terms used in any of the above-described aspects of the present disclosure to express positional relationship or shape have meanings including a state or shape similar to, similar to or approaching thereto unless otherwise stated. Any part provided by the invention can be assembled by a plurality of independent components, or can be manufactured by an integral forming process.
The above examples are only illustrative of the invention and are not intended to be limiting of the embodiments. Other variations or modifications of the above teachings will be apparent to those of ordinary skill in the art. Nor is it necessary or impossible to exhaust all embodiments herein. And obvious variations or modifications thereof are contemplated as falling within the scope of the present invention.
Claims (8)
1. A bridge approach continuous pushing method of a large-span steel girder without guide beams is characterized in that a guide beam-free traction type pushing process is adopted for construction, the pushing direction is an upward slope, a traction point is arranged at the front end of the steel girder, a pushing jack (1) is arranged on a main bridge tower (2), a pushing platform (3) is erected on one side of a bridge approach far away from the main bridge, after the pushing platform (3) is erected, a slideway beam (5) and a lateral limiting device are arranged on the pushing platform (3) and the pier tops of bridge approach piers (4), a sliding block (6) is arranged on the sliding beam, then all section steel girders are assembled on the pushing platform (3) section by section, and the traction point is connected with the pushing jack (1) by utilizing a traction steel stranded wire (7), so that the pushing construction of the steel girder can be started;
The temporary cable-stayed tower (8) is arranged at the upper end of the first span steel beam (12), a stay cable (9) which is connected with the front end of the steel beam in an anchoring manner is arranged on the temporary cable-stayed tower (8), a counterweight is arranged at the rear part of the first span steel beam (12), meanwhile, wind-resistant cables (20) are arranged on the two sides of the temporary cable-stayed tower (8) on the first span steel beam (12), and the two ends of the wind-resistant cables (20) are respectively connected with the temporary cable-stayed tower (8) and the first span steel beam (12) in an anchoring manner;
An erection antenna (10) with a front high and a rear low inclined arrangement is erected above the approach bridge, two ends of the erection antenna (10) are fixedly connected with the pushing platform (3) and the main bridge tower (2) respectively, a hanging pulley (11) is slidably mounted on the erection antenna (10), a pulling steel strand (7) is fixedly connected to the hanging pulley (11), when the pulling steel strand (7) is erected, the pulling steel strand (7) is subjected to rope releasing through a rope releasing frame on the pushing platform (3), and a driving mechanism drives the hanging pulley (11) and the pulling steel strand (7) to move towards the pushing jack (1), so that the erection of the pulling steel strand (7) is realized;
The driving mechanism comprises a pulley traction rope (13), a first fixed pulley (14) is arranged at the fixed position of the erection antenna (10) on the main bridge tower (2), a second fixed pulley (15) is arranged at the fixed position of the erection antenna (10) on the pushing platform (3), one end of the pulley traction rope (13) bypasses the first fixed pulley (14) and then winds on a first winch (16) on a fixed pier of the pushing jack (1), the other end bypasses the second fixed pulley (15) and then winds on a second winch (17) on the pushing platform (3) to form a single-wire reciprocating traction system, and the hanging pulley (11) is fixedly connected with the pulley traction rope (13).
2. The continuous pushing method of the bridge-approach non-guide girder large-span steel girder of claim 1, wherein a plurality of temporary cable-stayed towers (8) are symmetrically arranged along the longitudinal center line of the first span steel girder (12) as a center, a plurality of stay cables are arranged on the front side and the rear side of each temporary cable-stayed tower (8) from top to bottom, wherein,
The stay cable (9) positioned at the front side is in anchoring connection with the front end of the steel beam;
The stay cable (9) positioned at the rear side is in anchoring connection with the rear end of the steel beam.
3. The continuous pushing method of the bridge-approach girder without guide beams, as set forth in claim 2, characterized in that the wind-resistant cables (20) are arranged in a plurality of groups along the longitudinal direction of the bridge approach, each group comprises two wind-resistant cables which are arranged in a crossing manner, one ends of the two wind-resistant cables (20) which are arranged in a crossing manner are respectively connected with two sides of the first span girder (12), and the other ends of the two wind-resistant cables are respectively connected with two temporary cable-stayed cable towers (8) which are arranged on the outermost side of the first span girder (12).
4. The continuous pushing method of the bridge approach non-guide girder large-span steel girder is characterized in that inter-column stay ropes (18) are connected between adjacent bridge piers (4), after the steel girder is pushed to a certain bridge pier (4), one end of each inter-column stay rope (18) is anchored on the bridge pier (4) by adopting an anchor and a clamping piece, and the inter-column stay ropes (18) are tensioned at the position of the next bridge pier (4), so that stress self-balance among the bridge piers (4) in the steel girder pushing process is realized.
5. The continuous pushing method of the bridge-approach girder without guide beams for the large span steel girder according to claim 1, wherein the girder is pushed in place and then subjected to girder falling construction, and girder falling jacks (19) are symmetrically arranged at the positions of supporting points of each girder falling.
6. The continuous pushing method of the bridge-approach girder without guide beams for the large span of the steel girder according to claim 1, wherein after each pushing step is carried out for a certain distance, the sliding blocks (6) are required to be switched, the switching time of the sliding blocks (6) on the pushing platform (3) and pier tops of all piers (4) is that the sliding blocks (6) are about to slide out of the sliding rail girders (5), at least 2 sliding blocks (6) are arranged on each sliding rail girder (5), and the stability of the steel girder at the contact position of the sliding blocks (6) is ensured.
7. The continuous pushing method of the bridge approach girder without guide girder for the large span steel girder is characterized in that the construction is synchronously assembled and pushed according to left and right steel girders, 1 set of counter-force brackets are arranged on each girder, and2 pushing jacks (1) are arranged on each girder.
8. The continuous pushing method of the bridge-approach girder-free large-span steel girder according to claim 1, wherein the slideway girders (5) on the pushing platform (3) are arranged in a discrete mode, N channels are arranged in the longitudinal direction, and after the slideway girders (5) on the pushing platform (3) are installed, obvious girder segment assembling positioning marks are arranged on the pushing platform (3) at the slideway girders (5) by using paint and used for assembling and positioning the steel girder.
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| CN117449211A (en) * | 2023-12-07 | 2024-01-26 | 中交建筑集团有限公司 | An installation method for long-span lightweight curved truss girder bridge in mountainous areas |
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| US4799279A (en) * | 1985-12-02 | 1989-01-24 | Figg And Muller Engineers, Inc. | Method of constructing the approach and main spans of a cable stayed segmental bridge |
| CN102373671B (en) * | 2011-11-18 | 2013-08-07 | 中铁四局集团有限公司 | Construction method of steel truss flexible arch bridge with vault push |
| CN103510475B (en) * | 2013-09-27 | 2015-09-23 | 中铁大桥局集团有限公司 | Three main truss steel truss girder simply connected twin spans are without nose girder long distance push construction method |
| CN106284083A (en) * | 2016-08-15 | 2017-01-04 | 云南云岭桥隧科技有限公司 | Pushing tow climbs shifting formula cable crane arch bridge hanging method |
| CN111455872A (en) * | 2020-05-19 | 2020-07-28 | 中交路桥建设有限公司 | Single arch rib framing and rotating system of steel box arch bridge and construction method thereof |
| CN111733703A (en) * | 2020-07-02 | 2020-10-02 | 中国建筑第八工程局有限公司 | Accumulated dragging and pushing construction mechanism for bridge structure and construction method thereof |
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| Title |
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| "无导梁大跨度钢梁连续顶推施工技术应用分析"，付华，《现代工程科技》，第55-58页及附图1-5;付华;《现代工程科技》;20221231;第55-58页及附图1-5 * |
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