CN215210579U - Combined type pushing front guide beam of ultra-long high-strength truss - Google Patents
Combined type pushing front guide beam of ultra-long high-strength truss Download PDFInfo
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- CN215210579U CN215210579U CN202120898608.6U CN202120898608U CN215210579U CN 215210579 U CN215210579 U CN 215210579U CN 202120898608 U CN202120898608 U CN 202120898608U CN 215210579 U CN215210579 U CN 215210579U
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Abstract
本实用新型公开了一种超长高强度桁架组合式顶推前置导梁，导梁包括多根互相平行设置的主梁，以及位于主梁之间的联系桁架，联系桁架的两端分别与主梁的侧面连接，相邻主梁之间的联系桁架为多个，从导梁的前端往后端方向横向并排设置。本实用新型通过设置多根主梁，以及在主梁间设置联系桁架，通过联系桁架在主梁间的位置关系，以获得一种强度高、结构稳定、线型控制好、下挠小的导梁，从而有利于导梁在实施时的线型控制、下挠控制以及支反力控制，有助于消除导梁和钢箱梁的安全隐患。
The utility model discloses an ultra-long and high-strength truss combined type jacking front guide beam. The guide beam includes a plurality of main beams arranged in parallel with each other, and a connection truss located between the main beams. The two ends of the connection truss are respectively connected to The sides of the main beams are connected, and there are a plurality of connecting trusses between adjacent main beams, which are arranged laterally side by side from the front end of the guide beam to the rear end direction. The utility model obtains a guide rail with high strength, stable structure, good line shape control and small deflection by setting a plurality of main beams, and arranging a connecting truss between the main beams, and through the positional relationship between the connecting trusses and the main beams. Therefore, it is beneficial to the linear control, downward deflection control and support reaction force control of the guide beam during implementation, which helps to eliminate the safety hazards of the guide beam and the steel box beam.
Description
Technical Field
The utility model relates to a bridge construction technical field especially relates to a leading nose of overlength high strength truss combination formula top push.
Background
The steel box girder pushing construction method is commonly used in bridge construction needing to cross river channels and busy road sections, and has the advantages of simple construction method, low cost, high speed, safety, controllability and the like. Along with the increasingly complex geology that faces in the bridge construction, the river course that the bridge strides is increasingly wider for the steel box girder span is bigger and bigger, and the mode of setting up interim mound that originally was more commonly used is influenced by geology, shipping influence etc. and factor, and can't use, and does not set up interim mound, then has further challenge to the linear control of steel box girder, prop up counter-force control, disturbance control etc.. The existing solution is to arrange a guide beam, the guide beam is extended and arranged at the front part of the steel box girder, the required guide beam is increased along with the increase of the span, the requirements on the linear control, the deflection control and the like of the guide beam are higher, and the existing ultra-long guide beam often has the problems of poor linear type, excessive downward deflection and the like due to the structural problems and the like, so that certain potential safety hazards exist.
SUMMERY OF THE UTILITY MODEL
Not enough more than, the utility model provides a leading nose girder of overlength high strength truss combination formula top pushes away for solve current nose girder length great and have the line type to teach poor, the downwarp too big problem.
In order to achieve the above purpose, the utility model adopts the following technical scheme:
the combined type pushing preposed guide beam of the overlong high-strength truss comprises a plurality of main beams which are arranged in parallel and a plurality of contact trusses which are positioned between the main beams, wherein two ends of each contact truss are respectively connected with the side surfaces of the main beams, and the contact trusses between the adjacent main beams are transversely arranged side by side from the front end to the rear end of the guide beam; and the joint between the main beam and the contact truss is connected with a cross brace.
Further, the height of the main beam is gradually reduced from the root part to the end part, and the width of the main beam is gradually narrowed.
Furthermore, the cross section of the main beam is I-shaped, and comprises a bottom plate, a top plate and a web plate positioned between the bottom plate and the top plate, wherein the web plate is provided with a transverse stiffening plate, and a vertical stiffening plate is arranged between the bottom plate and the top plate.
Furthermore, the tower comprises a tower frame, wherein a plurality of tensioning units are arranged on the tower frame, and part of the tensioning units are connected with the main beam.
Further, a hinged support is arranged at the bottom of the tower.
Furthermore, the hinged support comprises a lower fork lug and an upper fork lug which are rotatably arranged mutually, the upper fork lug is positioned on the lower fork lug, a rotating plane between the lower fork lug and the upper fork lug is parallel to the longitudinal direction of the guide beam, and a temporary locking piece is arranged between the lower fork lug and the upper fork lug to temporarily limit the lower fork lug and the upper fork lug from rotating mutually.
Further, the tensioning unit is including stiff end anchor case, cable and stretch-draw end anchor case, the cable is installed between stiff end anchor case and stretch-draw end anchor case, stiff end anchor case installs the top of pylon, be provided with the stretch-draw jack on the stretch-draw end anchor case in order to realize the stretch-draw to the cable, the stretch-draw end anchor case of part tensioning unit is installed on the girder.
Further, the tower comprises tower units, and the transverse connection between the adjacent tower units is realized, and the hinged support is positioned at the bottom of each tower unit.
Furthermore, the tower unit comprises four upright columns and four cross beams, the upright columns form a cubic structure and are fixed on the hinged support, and adjacent upright columns are connected through the cross beams.
Furthermore, the one end that the cable is close to stretch-draw end anchor case is connected with the pull rod through connecting the ground tackle, the pull rod passes stretch-draw end anchor case and passes the tensioning jack, be provided with pull rod nut and tensioning nut respectively in the front and back position department of tensioning jack on the pull rod.
Compared with the prior art, the beneficial effects of the utility model are that: the utility model discloses a set up many girders to and set up the contact truss between the girder, through the position relation of contact truss between the girder, in order to obtain an intensity height, stable in structure, line type control good, down warp little nose girder, thereby be favorable to the line type control of nose girder when implementing, down warp control and counter-force control, help eliminating the potential safety hazard of nose girder and steel box girder.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings used in the description of the embodiments will be briefly described below.
FIG. 1 is a schematic structural view (top view) of embodiment 1;
FIG. 2 is a schematic structural view (left side view) of a main beam in embodiment 1;
FIG. 3 is a schematic structural view (left side view) of embodiment 2;
FIG. 4 is a schematic structural view (top view) of a main beam, a contact truss and a cross brace in embodiment 2;
FIG. 5 is a schematic structural view (left side view) of a main beam in embodiment 2;
FIG. 6 is a schematic structural view (front view) of a tower in embodiment 2;
FIG. 7 is a schematic structural view of the tower unit of FIG. 6;
FIG. 8 is a schematic structural view of a hinge support in embodiment 2;
FIG. 9 is a schematic view of the hinge bracket of FIG. 8 with the temporary lock removed;
FIG. 10 is a schematic view of the structure at the position of the upright post and the flange;
FIG. 11 is a schematic view of the structure of a column top box in example 2;
FIG. 12 is a partial cross-sectional view of one view of the overhead box;
FIG. 13 is a schematic view showing the structure of a tension unit in embodiment 2;
FIG. 14 is a schematic diagram of an embodiment 2.
Wherein the labels shown herein are: 11-a main beam; 12-a contact truss; 13-nose end; 14-a scissor brace; 111-a backplane; 112-a top plate; 113-a web; 114-transverse stiffener plates; 115-vertical stiffener plates; 2-a tower; 21-a tower unit; 22-hinged support; 23-horizontal relation; 211-overhead tank; 2111-anchor end; 212-upright post; 213-a cross beam; 214-a flange; 215-flange stiffener; 221-lower fork ear; 222-upper fork ear; 223-temporary locking; 224-pin axis; 225-fork ear mount; 226-lower distribution beam; 227-upper distribution beam; 2211-fork ear floor; 2212-connecting plate B; 2213-Rib plate B; 2221-fork ear top plate; 2222-connecting plate A; 2223-rib plate; 3-a tensioning unit; 31-fixed end anchor box; 32-a pull cable; 33-tensioning end anchor boxes; 311-box A; 312-fixed end anchorage; 331-connecting an anchorage device; 332-a pull rod; 333-tensioning jack; 334-draw-bar nuts; 335-a tension nut; 336-case B; 337-foot support.
Detailed Description
The technical solution in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention. It is to be understood that the embodiments described are only some embodiments of the invention, and not all embodiments. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative efforts belong to the protection scope of the present invention.
Example 1
Referring to fig. 1 and 2, a preferred embodiment of the present invention provides an ultra-long high-strength truss combined type incremental launching front guide beam, which includes a plurality of main beams 11 arranged in parallel with each other, and a plurality of contact trusses 12 located between the main beams 11, wherein two ends of each contact truss 12 are respectively connected to the side surfaces of the main beams 22, and the plurality of contact trusses 12 located between adjacent main beams 11 are transversely arranged side by side from the front end to the rear end of the guide beam; a cross brace 14 is connected to the joint between the main beam 11 and the contact truss 12.
In the present preferred embodiment, with continued reference to fig. 1 and 2, the guide beam includes four main beams 11 arranged in parallel with each other, and a connection truss 12 located between the main beams 11, so that the guide beam forms a truss structure, that is, the entire guide beam structure is a truss structure. In the preferred embodiment, four main beams 11 arranged in parallel are located on a plane, five contact trusses 12 are located between adjacent main beams 11, and the contact trusses 12 are transversely arranged between the main beams 11, and each contact truss 12 located at the same position of the main beams 11 is arranged in a row facing one kind. The joint between the main beam 11 and the contact truss 12 is connected with the cross brace 14, and through the arrangement of the cross brace 14, the contact between the main beam 11 and the contact truss 12 is enhanced, the deformation of the main beam 11 can be effectively prevented, and the deformation between the adjacent main beams 11 can be cooperated.
The cross section of the main beam 11 is in an i shape, and comprises a bottom plate 111, a top plate 112 and a web plate 113 positioned between the bottom plate 111 and the top plate 112, wherein the web plate 113 is provided with a transverse stiffening plate 114, a vertical stiffening plate 115 is arranged between the bottom plate 111 and the top plate 112, and the transverse stiffening plate 114 and the vertical stiffening plate 115 are arranged in a mutually crossed manner to enhance the strength of the main beam 11, so that the main beam 11 can be effectively prevented from being deformed and excessively downwarped.
The girder 11 cross-section is the variable curve cross-section, girder 11 is from root (rear end) toward tip (front end), the cross-section diminishes gradually, show for highly reducing gradually, the width also narrows down gradually, root to tip cross-section height be 6.01m ~ 4.888 ~ 3.86m ~ 0.858m in proper order, root to tip width is 3m ~1m ~0.6m, through this design, firstly can reduce the use of steel, secondly can reduce girder 11 front end weight, make the atress of nose girder more reasonable. The main beam 11 is divided into 8 sections, the length of the first section is 9.41m, the length of the second section is 10.59m, the lengths of the other six sections are 10m, the total length is 80m, a sectional splicing mode is adopted, fusion penetration welding is adopted between each section, the sections are spliced to the end part from the root part, and after each section is spliced, the connection truss 12 of the guide beam is immediately connected; the bottom plate 111, the top plate 112 and the uniform web 113 are made of Q345 steel plates with the material delta =24mm, and the transverse stiffening plates 114 and the vertical stiffening plates 115 are made of Q235 steel plates with the material delta =16 mm. The contact truss 12 adopts channel steel of [25a and [16 ], and a bottom plate 111, a top plate 112 and a uniform web plate 113 at the rear end of the guide beam are respectively welded and connected with a panel, a bottom plate and a side longitudinal clapboard of the steel box girder. And the joint of the guide beam and the steel beam is connected by adopting groove penetration welding. In order to facilitate the upper pier of the guide beam 1, a nose 13 with the width of 1.95m and the height of 70cm is arranged at the bottom of the foremost end of the main beam 11, and the nose 13 is arranged to facilitate the upper pier of the guide beam.
The utility model discloses a set up many girders 11 to and set up contact truss 12 between the girder, through contact truss 12 position relation between girder 11, with obtain an intensity height, stable in structure, line type control good, down warp little nose girder, thereby be favorable to the line type control of nose girder when implementing, down warp control and a counter-force control, help eliminating user's potential safety hazard.
Example 2
Referring to fig. 3 to 13, unlike embodiment 1, the guide beam of the preferred embodiment further includes a tower 2 and a tension unit 3, and the tension unit 3 is disposed between the tower 2 and the main beam 11.
Specifically, the tower 2 includes a tower unit 21 and a hinge support 22 located at the bottom of the tower unit 21, and the bottom of the tower unit 21 is fixedly connected to the top of the hinge support 22. The number of the tower units 21 is the same as that of the main beams 11, one tower unit 21 corresponds to one main beam 11 and is respectively positioned on the extension line of the corresponding main beam 11, four tower units 21 are arranged corresponding to four webs of the section of the steel box girder, the installation position of the tower 2 is 86.26m away from the front end of the steel box girder, and the top of the tower 2 is 32m away from the top surface of the steel box girder. The tower unit 21 comprises upright columns 212 and cross beams 213, wherein four upright columns 212 are provided, the specification is phi 630 multiplied by 12mm, one group of four upright columns form a cubic structure and are fixed on the hinged support 22, adjacent upright columns 212 are connected through the cross beams 213, and adjacent upright columns 212 can also be provided with inclined struts to form a triangular stable structure. The individual tower units 21 are connected by transverse links 23, the transverse links 23 being located at top and bottom positions between the tower units 21. Further, the tower unit 21 is a multi-layer stacked modular structure, a cubic structure formed by four upright posts 212 is arranged on each module, adjacent upright posts 212 are connected through cross beams 213, the modules and the modules are connected through flanges 214, the flanges are arranged at the ends of the upright posts 212, bolt holes are formed in the flanges 214, the adjacent flanges 214 can be connected through bolts and are reinforced through welding, and flange reinforcing ribs 215 are arranged on the flanges 214 to reinforce the strength of the joints of the flanges 214. In the preferred embodiment, each tower unit 21 is formed by stacking three modules, and the modular structure is adopted, so that the modules of the tower unit 21 can be prefabricated before implementation, and the modules can be directly stacked, connected and fixed during construction, thereby realizing rapid construction operation and saving construction time.
The hinge support 22 comprises a lower fork lug 221 and an upper fork lug 222 which are arranged in a mutually rotating mode, the lower fork lug 221 and the upper fork lug 222 are connected through a shaft pin 224 with the specification of phi 250 so that the lower fork lug 221 and the upper fork lug 222 can rotate mutually, the upper fork lug 222 is positioned above the lower fork lug 221, the tower unit 21 is positioned above the upper fork lug 222, and a rotating plane between the lower fork lug 221 and the upper fork lug 222 is parallel to the longitudinal direction of the main beam 11, so that when the upper fork lug 222 rotates relative to the lower fork lug 221, the tower unit 21 inclines, and the inclination is inverted to the front end or the rear end of the main beam 11. The hinged support 22 is arranged on the top surface of the steel box girder, specifically, the lower fork lug 221 of the hinged support 22 is correspondingly arranged on four webs of the section of the steel box girder, and I25a I-shaped steel is transversely and fully paved between the lower fork lug 221 and the top surface of the steel box girder and is fixedly connected in a welding mode.
The upper fork 222 comprises a fork top plate 2221 and two connecting plates a2222 which are positioned on the bottom surface of the fork top plate 2221 and are perpendicular to the fork top plate 2221, in the preferred embodiment, the number of the upper fork 222 is two, the two connecting plates a2222 of each upper fork 222 are arranged in parallel, the two connecting plates a2222 have an interval, pin holes are formed in the connecting plates a2222, the fork top plate 2221 is made of a 60mm thick steel plate, and the connecting plates a2222 are made of a 30mm thick steel plate; a rib plate A2223 is arranged between the fork lug top plate 2221 and the connecting plate A12, the rib plates A2223 are multiple and are respectively vertical to the fork lug top plate 2221 and the connecting plate A2222, and the rib plates A2223 are steel plates with the thickness of 40 mm. The lower fork lug 221 comprises a fork lug bottom plate 2211 and two connecting plates B2212 which are positioned on the top surface of the fork lug bottom plate 2211 and are perpendicular to the fork lug bottom plate 2211, in the preferred embodiment, the two connecting plates B2212 are arranged in parallel, and are respectively corresponding to the spacing intervals formed by the connecting plates a2222 of the two upper fork lugs 222, pin holes are formed in the connecting plate B2212, the pin holes of the connecting plate B2212 are aligned with the pin holes of the connecting plate a2222, and the pin shaft 224 passes through the pin holes of the connecting plate a2222 and the pin holes of the connecting plate B2212; fork ear bottom plate 2211 adopts 60mm thick steel plate, and connecting plate B2212 adopts 40mm thick steel plate, is provided with gusset B2213 between fork ear bottom plate 2211 and the connecting plate B2212, and gusset B2213 is the polylith, is perpendicular mutually with fork ear bottom plate 2211 and connecting plate B2212 respectively, and gusset B2213 is 40mm thick steel plate.
Through the specific structures of the upper fork lug 222 and the lower fork lug 221, the rotating connection mode of the upper fork lug 222 and the lower fork lug 221 can be guaranteed, and a stable mechanism is realized to support the tower.
Further, a fork lug base 225 is arranged on the bottom surface of the lower fork lug 221, and the fork lug base 225 is fixedly connected with a bottom plate 2221 of the lower fork lug 222, specifically, fixedly connected in a welding manner. The fork ear base 225 is a plurality of I25a I-shaped steel beams distributed laterally side by side. Through setting up fork ear base 225, can help strengthening being connected of fork ear base 225 and the top surface of steel box girder, the bottom of the fork ear base 225 of the I25a I-steel form that is the polylith transversely distributes side by side links firmly with the top surface of steel box girder mutually during the implementation, and the mode of linking firmly adopts the welding form.
The top surface of the upper fork lug 222 is provided with a lower distribution beam 226, the lower distribution beam 226 comprises a lower distribution beam end plate positioned on the upper end surface and the lower end surface and I-shaped steel positioned between the lower distribution beam end plates, the lower distribution beam end plate adopts a steel plate with the thickness of 30mm, the I-shaped steel is perpendicular to the lower distribution beam end plate, the lower distribution beam end plate positioned below is fixedly connected with the top plate of the upper fork lug 222, and the fixedly connecting mode is welding. The lower distribution beam 226 is one, laterally disposed, and is laid flat on the upper fork ear 222.
The top surface of lower floor's distribution beam 226 is provided with upper distribution beam 227, and upper distribution beam 227 is including the upper distribution beam end plate that is located upper and lower both ends face and the I-steel that is located between the upper distribution beam end plate, and upper distribution beam end plate adopts the 30mm steel sheet, and the I-steel sets up with upper distribution beam end plate is perpendicular, and the bottom surface of the upper distribution beam end plate that is located the below is connected with the lower floor's distribution beam end plate fixed connection of the top surface of lower floor's distribution beam 226, and the mode of linking firmly is the welding. The upper distribution beam 227 has two parallel and transverse beams, which are respectively located at two ends of the lower distribution beam 226.
In a preferred embodiment, after the fork ear base 225 and the upper distribution beam 227 are arranged, the temporary locking member 223 may be arranged between the fork ear base 225 and the upper distribution beam 227, specifically, the temporary locking member 3 is located at four corners of the fork ear base 225 and the upper distribution beam 227, and when the locking is required, the top end and the bottom end thereof are fixedly connected by welding, and through this arrangement, the connection strength of the temporary locking member 223 can be enhanced to achieve firm locking.
By providing the lower distribution beam 226 and the upper distribution beam 227, in practice, the bottom of the tower (mainly the upright 212, the bottom of the upright 212 can be reinforced by providing the flange 214) is connected to the top surface of the upper distribution beam 227, specifically, the bottom of the tower is fixedly connected to the end of the top of the upper distribution beam 227, and the lower distribution beam 226 and the upper distribution beam 227 have the function of evenly distributing loads, so that the force applied by the tower to the hinged support 22 can be more even, and the hinged support 22 can firmly and firmly support the tower.
Referring to fig. 3, 6, 7, and 11 to 13, the tower frame 2 is connected to the main beam 11 through a plurality of tension units 3, specifically, each tower frame unit 21 is correspondingly provided with six tension units 3, each tower frame unit is bounded by a hinge support 22, the hinge support 22 is a large-mileage side from the front end of the main beam 11, the hinge support 22 is a small-mileage side from the rear end of the steel box beam, three tension units 3 of each tower frame unit 21 are located on the large-mileage side, the top of the tower frame unit 21 is connected to the main beam 11, the main beam 11 is the main beam 11 corresponding to the tower frame unit 21, that is, the tower frame unit 21 is located on an extension line of the main beam 11, three connection points on the main beam 11 are 102.26m, 128.26m, and 150.26m from the tower frame 2, the other three tension units 3 are located on the small-mileage side, the top of the tower frame unit 21 is connected to the steel box beam, and the three connection points on the steel box beam are 43.5m, 43.5m from the tower frame 2, respectively, 55.5m and 67.5 m. The tensioning unit 3 comprises a fixed end anchor box 31, a guy cable 32 and a tensioning end anchor box 33, wherein the guy cable 32 is installed between the fixed end anchor box 31 and the tensioning end anchor box 33, the fixed end anchor box 31 is installed at the top of the tower unit 21, and the tensioning end anchor box 33 is installed on the small-mileage side and the large-mileage side and is respectively connected with the main beam 11 and the steel box beam. The top of each tower unit 21 is provided with a tower top box body 211, two opposite sides of the tower top box body 211 are respectively provided with a plurality of layers of anchoring ends 2111, the anchoring ends 2111 are three layers, the distance between each layer is 1m, the tower top box body 211 is welded into a box-shaped structure by steel plates with the thickness of delta =30mm, delta =24mm and delta =16mm, and the box-shaped structure is bolted with steel pipe columns by bolts. The fixed end anchor box 31 comprises a box body A311 and a fixed end anchor 312, wherein each side of the tower top box body 211 is correspondingly provided with three box bodies A311 which correspond to the three layers of anchor ends 2111 one to one and are connected in a fork ear type connection mode, and the upper end of the inhaul cable 32 is fixedly installed on the box body A311 through the fixed end anchor 312.
The tensioning end anchor box 33 comprises a tensioning jack 333 and a box body B336, the box body B336 is connected with the main beam 11 or the steel box girder through a fork ear type connection mode, the tensioning jack 333 is installed in the box body B336, the lower end of the inhaul cable 32 is connected with the tensioning jack 333, tensioning of the inhaul cable 32 is achieved through the tensioning effect of the tensioning jack 333, the line type, the deflection, the supporting reaction force and the like of the guide beam are adjusted, the contact area is increased by reducing the corner of the root of the cantilever through tensioning of the inhaul cable 32, the stress concentration problem is relieved, the front end of the guide beam can be tilted through tensioning, and accordingly pier passing is achieved in the pushing process.
In a preferred embodiment, one end of the guy cable 32 close to the tension end anchor box 33 is connected with a pull rod 332 through a connecting anchor 331, the pull rod 332 passes through a box body B336 of the tension end anchor box 33 and passes through a tension jack 333 so that the tension jack 333 can stretch the tension, a foot support 337 is further arranged at the tension jack 333, pull rod nuts 334 and tension nuts 335 are respectively arranged on the pull rod 332 at front and rear positions of the tension jack 333, the corresponding pull rod 332 is provided with matching threads at sleeving positions of the pull rod nuts 334 and the tension nuts 335, and the pull rod nuts 334 are positioned inside the box body B336.
When the tensioning is needed, the tensioning jack 333 enters a working state, the tensioning nut 335 is stressed, the pull rod nut 334 is free to rotate, the jack is kept pressed for 2min after being tensioned to a required force value, the pull cable 32, the pull rod 332, the box body B336 and the like at each position are checked, the pull rod nut 335 is screwed down after no abnormity exists, pressure relief can be realized, and tensioning is realized at the moment; the cable force adjustment should ensure the synchronization of the cable force of the front and rear cables 32 of the tower as much as possible, and the cable force adjustment should be controlled within 20% in mutual correspondence. When the operations of the guide beam passing through the pier, the adjustment of the line type of the guide beam and the like need to be realized, the guy cable 32 is tensioned to adjust the cable force of the guy cable 32, so that the adjustment of the deflection and the like of the guide beam is realized, and the adjustment of the pier passing, the line type, the support reaction force and the like of the guide beam is facilitated. It should be noted that the adjustment of the cable force of the cable 32 can be performed synchronously during the pushing process.
In implementation, referring to fig. 14, by arranging the tower frame 2, the bottom of the tower frame 2 is provided with the hinged support 22, the hinged support 22 is installed on the steel box girder 4, the tower frame 2 is provided with the plurality of tensioning units 3, some of the tensioning units 3 are connected with the main girder 11, the other tensioning units 3 are connected with the steel box girder 4, the tower frame 2 is connected with the top of the steel box girder 4 through the hinged support 22 in a tiltable tower frame 2 structure mode, so that the constraint of rotation in the bridge direction can be released, the tower frame 2 and the steel box girder 4 can rotate freely, when the jacking cantilever is increased and the working condition of the upper pier is changed, the change of the horizontal force at the top of the tower frame 2 can be automatically eliminated in a tilting mode, the whole tower frame 2 is only pressed and is not bent, the bending moment at the root is eliminated, so that stress concentration is avoided, and the structure safety is ensured.
The above description is only for the specific embodiments of the present invention, but the protection scope of the present invention is not limited thereto, and any changes or substitutions that can be easily conceived by those skilled in the art within the technical scope of the present invention should be covered by the protection scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
Claims (10)
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120898608.6U CN215210579U (en) | 2021-04-28 | 2021-04-28 | Combined type pushing front guide beam of ultra-long high-strength truss |
| JP2021002688U JP3234128U (en) | 2021-04-28 | 2021-07-09 | Ultra-long high-strength truss combination type extrusion front auxiliary beam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120898608.6U CN215210579U (en) | 2021-04-28 | 2021-04-28 | Combined type pushing front guide beam of ultra-long high-strength truss |
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| Publication Number | Publication Date |
|---|---|
| CN215210579U true CN215210579U (en) | 2021-12-17 |
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| CN202120898608.6U Active CN215210579U (en) | 2021-04-28 | 2021-04-28 | Combined type pushing front guide beam of ultra-long high-strength truss |
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| CN (1) | CN215210579U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114717971A (en) * | 2022-05-26 | 2022-07-08 | 中铁十二局集团建筑安装工程有限公司 | Support system for quickly pushing spatial double-fold steel truss girder |
| CN116716824A (en) * | 2023-06-08 | 2023-09-08 | 中交建筑集团有限公司 | A device and control method for controlling the deflection deformation of the cantilever end of a jacking beam |
| 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 |
-
2021
- 2021-04-28 CN CN202120898608.6U patent/CN215210579U/en active Active
- 2021-07-09 JP JP2021002688U patent/JP3234128U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114717971A (en) * | 2022-05-26 | 2022-07-08 | 中铁十二局集团建筑安装工程有限公司 | Support system for quickly pushing spatial double-fold steel truss girder |
| CN116716824A (en) * | 2023-06-08 | 2023-09-08 | 中交建筑集团有限公司 | A device and control method for controlling the deflection deformation of the cantilever end of a jacking beam |
| 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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| Publication number | Publication date |
|---|---|
| JP3234128U (en) | 2021-09-24 |
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