CN218712227U - Girder steel landing stage that slides - Google Patents

Abstract

The utility model provides a girder steel landing stage that slides, relates to bridge construction technical field, and it includes two first slide roof beams and two second slide roof beams. The two first slideway beams are arranged on the shore along the transverse bridge direction, and an expanding foundation for supporting is arranged below the two first slideway beams; two second slide beams are arranged on the water along the transverse bridge direction, the second slide beams correspond to the first slide beams one by one, a fracture is reserved between each second slide beam and the corresponding first slide beam, and a steel pipe pile foundation for supporting is arranged below the two second slide beams. The fracture is reserved between the first slide roof beam and the second slide roof beam in this application embodiment, the below of first slide roof beam is for enlarging the basis, and the below of second slide roof beam is the steel pipe pile foundation, and when the girder steel trestle that slides on water and the atress on the bank is different, first slide roof beam bears the load with the second slide roof beam separately, is located the part on water and is located the deformation separately of on-bank part, has guaranteed the overall structure stability of girder steel trestle that slides.

Description

Girder steel landing stage that slides

Technical Field

The application relates to the technical field of bridge construction, in particular to a steel beam sliding trestle.

Background

The main bridge steel beam of the suspension bridge and the arch bridge is usually constructed by vertically hoisting the steel beam sections by a cable crane, especially for the bridge across the great river due to the complicated topography and the influence of the bank slope of the river, the river channel and the flood wall, the steel beam sliding trestle is often erected firstly, the steel beam sections are slid to the hoisting position by the steel beam sliding trestle, and then the cable crane is adopted to vertically hoist the steel beam sections at the hoisting position. However, the steel beam sliding trestle has different stresses on water and on the bank, so that the deformation of the part of the steel beam sliding trestle on the water and the deformation of the part of the steel beam sliding trestle on the bank are inconsistent, and the stability of the whole structure of the steel beam sliding trestle is reduced.

Disclosure of Invention

The embodiment of the application provides a girder steel trestle that slides to solve the girder steel trestle that slides and be located the part on water and be located the on-shore deformation uncoordinated, the problem that the overall structure stability of girder steel trestle that slides reduces.

A girder steel landing stage that slides, it includes:

the two first slideway beams are arranged on the bank along the transverse bridge direction, each first slideway beam extends along the longitudinal bridge direction, and an expanded foundation for supporting is arranged below the two first slideway beams;

two second slide roof beams are arranged on water along the transverse bridge direction, every second slide roof beam is arranged along the longitudinal bridge direction in an extending mode, the second slide roof beams correspond to the first slide roof beams one to one, a fracture is reserved between each second slide roof beam and the corresponding first slide roof beam, and a steel pipe pile foundation for supporting is arranged below the two second slide roof beams.

Furthermore, the girder steel trestle that slides still includes the bored concrete pile, the bored concrete pile is inserted and is located the bank, the one end that first slide roof beam is close to the fracture with the one end that the second slide roof beam is close to the fracture all support in the top of bored concrete pile.

Further, enlarge the basis and include rubble bed course, bar basis and be used for smooth backing plate, the rubble bed course lays on the bank, the bar basis set up in the top of rubble bed course, the backing plate lays in the top of bar basis, two first slide roof beams set up in the top of backing plate.

Further, the steel pipe pile foundation comprises a plurality of steel pipe piles and a plurality of connecting systems, each steel pipe pile is vertically inserted into water, the plurality of steel pipe piles below each second slideway beam are symmetrical about the axial line of the second slideway Liang Zongqiao, and the connecting systems are arranged between every two adjacent steel pipe piles.

Furthermore, the steel pipe pile foundation further comprises a plurality of distribution beams arranged along the longitudinal bridge direction, the distribution beams are arranged at the top ends of the steel pipe piles, each distribution beam extends along the transverse bridge direction, at least two steel pipe piles are arranged below each distribution beam, and the second slideway beams are arranged at the top ends of the distribution beams.

Further, the top surfaces of the first slideway beam and the second slideway beam are provided with steel plates for reducing friction.

Further, the girder steel trestle that slides still includes the operation platform that is used for personnel to walk, operation platform set up in the bottom of second slide roof beam, and along the horizontal bridge to the relative both sides that extend second slide roof beam.

Further, operation platform includes bottom plate, railing and many supporting beam, many supporting beam follows the longitudinal bridge to setting up in the below of second slide roof beam, and every supporting beam is followed the longitudinal bridge and is extended, the bottom plate is laid many supporting beam's top surface, and the subsides are located the bottom surface of second slide roof beam, the bottom plate is followed the transversal bridge and is extended the relative both sides of second slide roof beam to, the railing encloses and locates the bottom plate.

Further, the girder steel trestle that slides still includes the anticollision stake and leans on the ship device, the anticollision stake with it all inserts and locates in aqueous to lean on the ship device, and be close to the tip of second slide roof beam, this tip is second slide Liang Yuanli the one end of first slide roof beam.

Further, the ship-leaning device is attached to the anti-collision pile, the anti-collision pile is adjacent to the second slide way beam, and a connecting system is arranged between the anti-collision pile and the adjacent steel pipe pile.

The beneficial effect that technical scheme that this application provided brought includes:

the embodiment of the application provides a girder steel landing stage that slides, it includes two first slide roof beams and two second slide roof beams, wherein, first slide roof beam is located the shore, the second slide roof beam is located on water, it is equipped with the fracture to reserve between first slide roof beam and the second slide roof beam, when the girder steel landing stage is different at water and the atress on the shore, first slide roof beam bears the load with the second slide roof beam separately, the girder steel landing stage is located the part on water and the part that is located the shore is out of shape separately, can not exert an influence each other, thereby the overall structure stability of girder steel landing stage that slides has been guaranteed. And the lower part of the first slide way beam is an enlarged foundation, the lower part of the second slide way beam is a steel pipe pile foundation, and different slide way beams bear loads through different foundations without mutual interference, so that the stability of the whole structure of the steel beam sliding trestle is further ensured.

Drawings

In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings needed to be used in the description of the embodiments are briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present application, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.

FIG. 1 is a schematic overall structure diagram of an embodiment of the present application;

FIG. 2 is a schematic view of a 1/2 top view of the cast-in-situ bored pile, the steel pipe pile and the connection system shown in FIG. 1;

FIG. 3 is a schematic view of the connection of the first skid beam of FIG. 1 to an enlarged base;

FIG. 4 is a cross-sectional structural view of the first skid beam of FIG. 1 coupled to an enlarged base;

FIG. 5 is a schematic view of the structure at the fracture in FIG. 1;

FIG. 6 is a schematic structural view of the first skid beam of FIG. 1;

FIG. 7 is a cross-sectional structural view of the first skid beam of FIG. 1;

FIG. 8 is a schematic structural view of the second ramp beam of FIG. 1;

FIG. 9 is a schematic cross-sectional view of the second skid beam of FIG. 1 coupled to a distributor beam;

FIG. 10 is a schematic structural view of the distributor beam of FIG. 1;

FIG. 11 is a schematic view of the construction of the connection between the distributor beam and the pile cap of FIG. 1;

fig. 12 is a schematic structural view of a connection system between the steel pipe piles in fig. 1;

fig. 13 is a schematic structural view of a connection system between the steel pipe pile and the impact pile in fig. 1;

FIG. 14 is a cross-sectional view of a rod in the linkage of FIG. 1;

fig. 15 is a schematic overall structure diagram of the operation platform in the embodiment of the present application.

Reference numerals:

1. a first slideway beam; 2. a second slideway beam; 3. a strip foundation; 4. a gravel cushion layer; 5. A base plate; 6. drilling a cast-in-place pile; 7. a cap beam; 8. steel pipe piles; 9. pile caps; 10. a distribution beam; 11. a connecting system; 111. a rod member; 112. a gusset plate; 12. a stiffening plate; 13. anti-collision piles; 14. a means for docking; 15. embedding parts; 16. a steel plate; 17. an operating platform; 171. a support beam; 172. a base plate; 173. a railing; 18. and (5) breaking.

Detailed Description

In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.

The embodiment of the application provides a girder steel landing stage that slides, its deformation that can solve the girder steel landing stage and be located part on water and be located the bank is uncoordinated, and the problem that the overall structure stability of girder steel landing stage reduces.

As shown in fig. 1, a steel beam sliding trestle comprises two first slideway beams 1 and two second slideway beams 2.

Wherein, two first slide roof beams 1 are arranged on the bank along the horizontal direction of the bridge, every first slide roof beam 1 extends along the vertical direction of the bridge and sets up, and the below of two first slide roof beams 1 is provided with the expansion basis that is used for supporting.

Two second slide roof beams 2 are arranged on water along the horizontal bridge direction, every second slide roof beam 2 is arranged along the vertical bridge direction, and second slide roof beam 2 and first slide roof beam 1 one-to-one, and every second slide roof beam 2 is equipped with fracture 18 with keeping somewhere between the first slide roof beam 1 that corresponds, and the below of two second slide roof beams 2 is provided with the steel-pipe pile basis that is used for supporting.

Specifically, the first slideway beam 1 and the second slideway beam 2 are located on the same straight line to form a slideway, and a fracture 18 is reserved between the first slideway beam 1 and the second slideway beam 2. The other first slideway beam 1 and the other second slideway beam 2 are positioned on the same straight line to form another slideway, a fracture 18 is reserved between the first slideway beam 1 and the second slideway beam 2, and the two slideways have the same length. Preferably, the top surface parallel and level of every first slide roof beam 1 of complaining and a second slide roof beam 2 that corresponds to when the girder steel subsection slips the landing stage through the girder steel and slides, block in 18 departments of fracture, can't slide smoothly, influence the efficiency of construction.

Specifically, as shown in fig. 6 to 8, the first slideway beam 1 includes three pieces of H-shaped steel and a plurality of stiffening plates 12, the three pieces of H-shaped steel are welded to the plurality of stiffening plates 12, the stiffening plates 12 are uniformly distributed on the outward sides of the webs of the two pieces of H-shaped steel located on the outermost sides, and each stiffening plate 12 is welded to the upper flange plate, the lower flange plate and the webs of the H-shaped steel at the same time. The structural form of the second slideway beam 2 is the same as that of the first slideway beam 1, and the second slideway beam is also formed by welding three pieces of H-shaped steel and a plurality of stiffening plates 12. The number and the pitch of the H-section steel and the stiffener plates 12 may be determined according to actual circumstances.

Further, as shown in fig. 1, fig. 2 and fig. 5, the steel beam sliding trestle of the embodiment of the present application further includes a cast-in-situ bored pile 6, the cast-in-situ bored pile 6 is inserted on the bank, and both the end of the first slide rail beam 1 close to the fracture 18 and the end of the second slide rail beam 2 close to the fracture 18 are supported at the top of the cast-in-situ bored pile 6.

Specifically, in the present embodiment, the number of cast-in-situ bored piles 6 is two, and two cast-in-situ bored piles 6 are located at two fractures 18, respectively. The end portion of each first slide beam 1 close to the fracture 18 is located on the bank, the first cast-in-place pile 6 is inserted on the bank, one end of the first slide beam 1 close to the fracture 18 and one end of the second slide beam 2 close to the fracture 18 are both supported at the top of the cast-in-place pile 6, the loads borne by the end portions of the first slide beam 1 and the second slide beam 2 are large, the cast-in-place pile 6 has strong bearing capacity, and therefore the stability of the overall structure of the steel beam sliding trestle is guaranteed.

Specifically, the depth of the bored pile 6 can be calculated according to the load borne by the bored pile. In the present embodiment, a cap beam 7 is further provided on the top of each bored pile 6, and the cap beam 7 can support the first and second chute beams 1 and 2 above and transmit the entire load to the bored pile 6 below. Still be provided with built-in fitting 15 between cap roof beam 7 and the top of the bored concrete pile 6 that corresponds, cap roof beam 7 passes through built-in fitting 15 with bored concrete pile 6 and is connected, has guaranteed the fastening nature of connection, and this built-in fitting 15 can be pre-buried when construction bored concrete pile 6.

Further, as shown in fig. 3 and 4, the enlarged foundation comprises a gravel cushion layer 4, a strip-shaped foundation 3 and a backing plate 5 for leveling, the gravel cushion layer 4 is laid on the shore, the strip-shaped foundation 3 is arranged at the top of the gravel cushion layer 4, the backing plate 5 is laid at the top of the strip-shaped foundation 3, and the two first slide beams 1 are arranged at the top of the backing plate 5.

Specifically, above-mentioned rubble bed course 4 can strengthen the foundation structure intensity on the bank, and bar basis 3 mainly used bears the load, lays backing plate 5 at the top surface of bar basis 3, can guarantee the stationarity of first slide roof beam 1. In other embodiments, other types of bases may be used instead of the bar base 3. The bar foundation is made of 3-position reinforced concrete. In addition, in this embodiment of the application, an embedded part 15 is further disposed between the strip foundation 3 and the backing plate 5, the strip foundation 3 and the backing plate 5 are connected through the embedded part 15, the fastening performance of the connection is ensured, and the embedded part 15 can be embedded while the cast-in-situ bored pile 6 is constructed. In specific construction, a backing plate 5 can be welded and installed on the top surface of the embedded part 15 for leveling, and then the first slideway beam 1 is installed on the top surface of the backing plate 5, so that the first slideway beam 1 is ensured to be horizontal.

Further, as shown in fig. 2, 12 and 14, the steel pipe pile foundation includes a plurality of steel pipe piles 8 and a plurality of connecting systems 11, each steel pipe pile 8 is vertically inserted into the water, the plurality of steel pipe piles 8 below each second slideway beam 2 are symmetrical with respect to the longitudinal axis of the second slideway beam 2, and the connecting system 11 is provided between every two adjacent steel pipe piles 8.

Specifically, a plurality of steel pipe piles 8 are arranged below each second slideway beam 2, and a distance is reserved between every two adjacent steel pipe piles 8. In this application embodiment, the steel-pipe pile 8 of the below of every second slide roof beam 2 has the multiunit, multiunit steel-pipe pile 8 will indulge the bridge to arranging, the quantity of the steel-pipe pile 8 of every group can be two, also can be four, when the quantity of the steel-pipe pile 8 of every group is two, this two steel-pipe piles 8 are symmetrical about the axis that this second slide roof beam 2 indulges the bridge to, when the quantity of the steel-pipe pile 8 of every group is four, four steel-pipe piles 8 are arranged for the matrix, form two rows and two, this four steel-pipe piles 8 are symmetrical about the axis that this second slide roof beam 2 indulges the bridge to. In other embodiments, the number of groups of steel pipe piles 8 below each second slipway beam 2 may be determined according to actual conditions, and the number of steel pipe piles 8 in each group may also be determined according to actual conditions, preferably, the number of steel pipe piles 8 in each group near the shore may be smaller, and the number of steel pipe piles in each group in the water may be larger, and is preferably an even number.

Specifically, in this application embodiment, all be provided with between the many steel-pipe piles 8 of every group and be connected 11, can strengthen the overall structure stability of steel-pipe pile basis to can improve the bearing capacity of steel-pipe pile basis. The connection system 11 includes a rod 111 and a gusset 112 welded together, and the rod 111 is formed by welding two channel bars facing each other, that is, the opening directions of the two channel bars are opposite to each other. The rod 111 is connected and fixed to the steel pipe pile 8 by the gusset plate 112. The rods 111 have horizontal, vertical and diagonal directions, and are connected and fixed by the gusset plates 112 at the junctions of the rods 111.

Specifically, the number of the connection systems 11 between every two adjacent steel pipe piles 8 may be increased at a deep water depth, in the embodiment of the present application, one connection system 11 may be provided between every two adjacent steel pipe piles 8 near the shore, or the connection system 11 may not be provided, and at a deep water depth, two connection systems 11 may be provided between every two adjacent steel pipe piles 8. It is understood that, in other embodiments, the number of the connecting systems 11 between every two adjacent steel pipe piles 8 may be set according to actual conditions, and the arrangement of the connecting systems 11 between different groups of steel pipe piles 8 may also be determined according to actual conditions.

Specifically, the degree of depth of burying of every steel-pipe pile 8 can be calculated according to the atress and obtain, and in this application embodiment, the top of every steel-pipe pile 8 still is provided with pile cap 9, can avoid steel-pipe pile 8 to suffer destruction at the in-process of construction.

Further, as shown in fig. 9 to 11, the steel pipe pile foundation further includes a plurality of distribution beams 10, the plurality of distribution beams 10 are arranged along the longitudinal bridge direction and erected at the top ends of the steel pipe piles 8, each distribution beam 10 extends along the transverse bridge direction, at least two steel pipe piles 8 are arranged below each distribution beam 10, and the second chute beam 2 is located at the top end of the distribution beam 10.

Specifically, the distribution beam 10 can distribute the load transmission in a certain proportion and transmit the load transmission to the component below, so that the component below can be prevented from bearing too much and being damaged. In the present embodiment, since two steel pipe piles 8 are provided below each of the distribution beams 10 and the two steel pipe piles 8 are symmetrically arranged, the distribution beams 10 divide the load into two parts and transmit the load to the two steel pipe piles 8 below the distribution beams. When the top of the steel pipe pile 8 is provided with the pile cap 9, the distribution beam 10 and the pile cap 9 can be fixed by welding. In the embodiment of the present application, the distribution beam 10 and the second chute beam 2 may be fixed by bolts.

Specifically, each distribution beam 10 includes 2H-shaped steels and a plurality of stiffening plates 12, the two H-shaped steels and the plurality of stiffening plates 12 are welded together, the stiffening plates 12 are uniformly arranged on the outward side of the web of the two H-shaped steels on the outermost side, and each stiffening plate 12 is welded together with the upper flange plate, the lower flange plate and the web of the H-shaped steel. At the position of the pile cap 9, the number of the stiffening plates 12 may be increased, and the stiffening plates 12 may extend to be connected with the pile cap 9, to play a role of further reinforcement, ensuring the structural stability and rigidity of the distribution beam 10 at the pile cap 9.

Specifically, at the position where the distribution beam 10 is disposed, the number of the stiffening plates 12 of the second chute beam 2 may be increased, so as to further reinforce the distribution beam 10, and ensure the overall structural stability and rigidity of the second chute beam 2 at the distribution beam 10.

Further, as shown in fig. 5 to 8, the top surfaces of the first and second runner beams 1 and 2 are each provided with a steel plate 16 for reducing friction.

Specifically, when the girder steel segment section slided through the girder steel trestle that slides, still can set up the support of sliding in the top of first slide roof beam 1 or second slide roof beam 2, above-mentioned steel sheet 16 can reduce the frictional resistance that slides between support and first slide roof beam 1 or second slide roof beam 2, improves the efficiency of construction.

Further, as shown in fig. 15, the steel beam sliding trestle of the embodiment of the present application further includes an operation platform 17 for personnel to walk, and the operation platform 17 is disposed at the bottom of the second slideway beam 2 and extends out of two opposite sides of the second slideway beam 2 along the transverse bridge direction.

Specifically, the operation platform 17 can ensure the construction safety and the personnel safety in the steel beam sliding construction process so as to avoid unsafe accidents.

Further, above-mentioned operation platform 17 includes that many supporting beams 171, bottom plate 172 and railing 173 constitute, and many supporting beams 171 follow the longitudinal bridge to setting up in the below of second slide roof beam 2, and every supporting beam 171 follows the longitudinal bridge to extending, and bottom plate 172 is laid in many supporting beam 171's top surface, and pastes the bottom surface of locating second slide roof beam 2, and bottom plate 172 follows the transverse bridge to extending the relative both sides of second slide roof beam 2, and railing 173 encloses and locates bottom plate 172.

Specifically, in this embodiment of the application, the distance between every two adjacent support beams 171 may be 1m, the support beams 171 may be channel steel, and the bottom plate 172 may be made of a patterned steel plate, so as to increase the frictional resistance when a person walks. In addition, in the embodiment of the present application, the supporting beam 171 extends out of two opposite sides of the bottom plate 172 along the transverse bridge direction, the balustrade 173 is disposed on the portion of the supporting beam 171 extending out of the bottom plate 172, and the bottom plate 172 has a horizontal section laid on the supporting beam 171 and a vertical section attached to the balustrade 173, so as to effectively avoid the occurrence of safety accidents caused by falling from high altitude. In other embodiments, the spacing of support beams 171 may be determined as is practical. Preferably, the first and second liquid crystal materials are,

specifically, the balustrade 173 includes a vertical column and a cross bar, two ends of each support beam 171 are respectively provided with a vertical column, and the vertical columns on the same side of the bottom plate 172 are connected by the cross bar to form the balustrade 173. The number of the cross bars on each side can be one or more than one. The upright posts and the cross bars can be steel pipes with the diameter of 48mm and the thickness of 3 mm. In other embodiments, the size of the columns and rails may be determined based on the circumstances.

Further, as shown in fig. 13, the steel beam sliding trestle of the embodiment of the present application further includes a crash pile 13 and a berthing device 14, the crash pile 13 and the berthing device 14 are inserted into water, and are adjacent to the end of the second slideway beam 2, and the end is the end of the second slideway beam 2 far away from the first slideway beam 1.

Specifically, in the present embodiment, the number of the crash piles 13 is two, the number of the boat-holding devices 14 is also two, and one boat-holding device 14 is adjacent to or attached to one crash pile 13. Preferably, sand is poured into each of the piles 13. The docking device 14 may be made of elastic material such as rubber, which can reduce the acting force generated during docking and play a role in buffering and protecting the ship.

Further, the berthing device 14 is attached to the impact pile 13, the impact pile 13 is adjacent to the second slideway beam 2, and the connecting system 11 is arranged between the impact pile 13 and the adjacent steel pipe pile 8.

Specifically, the connecting system 11 includes a rod 111 and a gusset 112, and the rod 111 is formed by welding two channels, that is, the opening directions of the two channels are opposite. The bar 111 is connected and fixed to the steel pipe pile 8 and the crash pile 13 by the gusset plate 112. The rods 111 have horizontal, vertical and diagonal directions, and are connected and fixed by the gusset plates 112 at the junctions of the rods 111.

All relevant components in the embodiment of the application can be processed and manufactured in factories, the site construction time is greatly shortened, and the construction cost is saved.

The construction method of the steel beam sliding trestle provided by the embodiment of the application comprises the following steps:

step 1: the foundation is enlarged by construction on the bank, and the steel pipe pile foundation is constructed in water.

Step 2: two first slideway beams 1 are arranged on the top surface of the enlarged foundation along the transverse bridge direction, and each first slideway beam 1 extends along the longitudinal bridge direction.

And step 3: two second slideway beams 2 are arranged at the top of the steel pipe pile foundation, each second slideway beam 2 extends along the longitudinal bridge direction, the second slideway beams 2 correspond to the first slideway beams 1 one by one, and a fracture 18 is reserved between each second slideway beam 2 and the corresponding first slideway beam 1.

Specifically, in step 2 and step 3, a first slideway beam 1 and a second slideway beam 2 are located on the same straight line to form a slideway, and a fracture 18 is reserved between the first slideway beam 1 and the second slideway beam 2. The other first slideway beam 1 and the other second slideway beam 2 are positioned on the same straight line to form another slideway, a fracture 18 is reserved between the first slideway beam 1 and the second slideway beam 2, and the two slideways have the same length. Preferably, the top surface parallel and level of every first slide roof beam 1 of complaining and a second slide roof beam 2 that corresponds to when the girder steel subsection slips the landing stage through the girder steel and slides, block in 18 departments of fracture, can't slide smoothly, influence the efficiency of construction.

Specifically, in the above steps 2 and 3, the first slideway beam 1 includes three pieces of H-shaped steel and a plurality of stiffening plates 12. The steps further comprise welding the three pieces of H-shaped steel, specifically, welding the upper flange plates of the three pieces of H-shaped steel, welding the lower flange plates of the three pieces of H-shaped steel, welding the stiffening plates 12 on the outward sides of the two pieces of H-shaped steel on the outermost sides, and simultaneously connecting the stiffening plates 12 to the web plate, the upper flange plate and the lower flange plate of the H-shaped steel. The structural form of the second slideway beam 2 is the same as that of the first slideway beam 1, and the second slideway beam is also formed by welding three pieces of H-shaped steel and a plurality of stiffening plates 12. The number and the pitch of the H-section steel and the stiffener plates 12 may be determined according to actual circumstances.

Further, enlarge the basis and include bar basis 3, rubble bed course 4 and backing plate 5, the bank construction that is in above-mentioned step 1 enlarges the basis and includes: a gravel cushion 4 is laid on the shore. And constructing a strip foundation 3 on the top of the gravel cushion layer 4. And laying a backing plate 5 on the top of the strip foundation 3, and flattening the top surface of the backing plate 5.

Specifically, the gravel cushion layer 4 in the steps can enhance the strength of the onshore foundation structure, the strip foundation 3 is mainly used for bearing load, and the base plate 5 is laid on the top surface of the strip foundation 3, so that the stability of the first slide rail beam 1 can be ensured. In the embodiment of the application, the embedded part 15 is further arranged between the strip foundation 3 and the base plate 5, so that the connection tightness is ensured, and the embedded part 15 can be embedded when the cast-in-situ bored pile 6 is constructed.

Specifically, the steps may be: constructing a gravel cushion layer 4 on the bank, installing a template on the top surface of the gravel cushion layer 4, pouring a strip foundation 3, and installing an embedded part 15. And welding a mounting base plate 5 on the top surface of the embedded part 15 for leveling.

Further, the step 1 further includes: on shore a cast-in-place bored pile 6 is inserted, which positions the cast-in-place bored pile 6 between the enlarged foundation and the steel pipe column foundation.

Specifically, in the above steps, the cast-in-situ bored pile 6 can be constructed in synchronization with the enlargement of the foundation, thereby improving the construction efficiency.

Specifically, in the above step, the number of the cast-in-situ bored piles 6 is two, and the insertion depth of the cast-in-situ bored pile 6 can be calculated according to the load borne by the cast-in-situ bored pile. In the embodiment of the application, the top of each cast-in-situ bored pile 6 is further provided with a cap beam 7, and an embedded part 15 is further arranged between the cap beam 7 and the top end of the corresponding cast-in-situ bored pile 6, so that the connection tightness is ensured, and the embedded part 15 can be embedded in advance while the cast-in-situ bored pile 6 is constructed. When the first slide way beam 1 and the second slide way beam 2 are constructed to the cast-in-situ bored pile 6, the first slide way beam 1 and the second slide way beam 2 are both supported at the top end of the cast-in-situ bored pile 6.

Further, the steel pipe pile foundation includes a steel pipe pile 8 and a connection system 11, and the underwater steel pipe pile foundation of step 2 includes: a plurality of steel pipe piles 8 are inserted into the water at intervals. And a connecting system 11 is arranged between every two adjacent steel pipe piles 8.

Specifically, in the above steps, a plurality of steel pipe piles 8 are arranged below each second slideway beam 2, and a distance is provided between every two adjacent steel pipe piles 8. In this application embodiment, the steel-pipe pile 8 of the below of every second slide roof beam 2 has the multiunit, multiunit steel-pipe pile 8 will indulge the bridge to arranging, the quantity of the steel-pipe pile 8 of every group can be two, also can be four, when the quantity of the steel-pipe pile 8 of every group is two, this two steel-pipe piles 8 are symmetrical about the axis that this second slide roof beam 2 indulges the bridge to, when the quantity of the steel-pipe pile 8 of every group is four, four steel-pipe piles 8 are arranged for the matrix, form two rows and two, this four steel-pipe piles 8 are symmetrical about the axis that this second slide roof beam 2 indulges the bridge to. In other embodiments, the number of groups of steel pipe piles 8 below each second slipway beam 2 may be determined according to actual conditions, and the number of steel pipe piles 8 in each group may also be determined according to actual conditions, preferably, the number of steel pipe piles 8 in each group near the shore may be smaller, the number of steel pipe piles 8 in each group in the water may be larger, and the number of steel pipe piles 8 in each group is preferably an even number.

Specifically, in this application embodiment, all be provided with between the many steel-pipe piles 8 of every group and be connected 11, can strengthen the overall structure stability of steel-pipe pile basis to can improve the bearing capacity of steel-pipe pile basis. The connecting system 11 comprises a rod 111 and node plates 112, and the steps further comprise welding the node plates 112 on the side walls of the steel pipe piles 8, and welding the connecting rod 111 between the node plates 112 of every two adjacent steel pipe piles 8, so that the rod 111 is in a horizontal direction, a vertical direction and an oblique direction. At the intersection of the rods 111, gusset plates 112 are provided. The bar 111 is formed by welding two channel steels oppositely.

Specifically, in the above steps, the number of the connection systems 11 between every two adjacent steel pipe piles 8 may be increased at a deep water depth, in the embodiment of the present application, one connection system 11 between every two adjacent steel pipe piles 8 near the shore may be provided, or the connection system 11 may not be provided, and at a deep water depth, two connection systems 11 between every two adjacent steel pipe piles 8 may be provided. It is understood that, in other embodiments, the number of the connecting systems 11 between every two adjacent steel pipe piles 8 may be set according to actual conditions, and the arrangement of the connecting systems 11 between different groups of steel pipe piles 8 may also be determined according to actual conditions.

Specifically, in the above steps, the penetration depth of each steel pipe pile 8 may be calculated according to the stress. In an embodiment of the present application, the foregoing steps further include: the top of each steel pipe pile 8 is also provided with a pile cap 9, so that the steel pipe piles 8 can be prevented from being damaged in the construction process.

Further, after the construction of the steel pipe pile 8, the method further includes: a distribution beam 10 is erected at the top end of the steel pipe pile 8, a plurality of distribution beams 10 are arranged in the longitudinal bridge direction, and each distribution beam 10 extends in the transverse bridge direction. After the second slideway beams 2 are laid, each distributing beam 10 is connected with the second slideway beams 2 through bolts.

Specifically, in the above steps, when the pile cap 9 is provided on the top of the steel pipe pile 8, the distribution beam 10 and the pile cap 9 may be fixed by welding. The distribution beam 10 and the second skid beam 2 may be fixed using bolts. In the present embodiment, two steel pipe piles 8 are provided below each distribution beam 10, and the two steel pipe piles 8 are symmetrically arranged.

Specifically, in the above steps, each distribution beam 10 includes 2H-shaped steels and a plurality of stiffening plates 12, and the two H-shaped steels are welded together, specifically, the upper flange plates of the two H-shaped steels are welded together, and the lower flange plates of the two H-shaped steels are welded together. And welding a plurality of stiffening plates 12 on the outward sides of the webs of the two pieces of H-shaped steel, so that the stiffening plates 12 are simultaneously connected to the webs, the upper flange plates and the lower flange plates of the H-shaped steel. At the location of the pile cap 9, the number of stiffening plates 12 may be increased to provide further reinforcement and ensure structural stability and rigidity of the distribution beam 10 at the pile cap 9.

Specifically, in the above step, at the position where the distribution beam 10 is disposed, the number of the stiffening plates 12 of the second chute beam 2 may be increased, so as to play a role of further reinforcing, and ensure the overall structural stability and rigidity of the second chute beam 2 at the position of the distribution beam 10.

Further, the construction method of the embodiment of the application further comprises the following steps: after the first slideway beam 1 and the second slideway beam 2 are uniformly distributed, steel plates 16 for reducing friction are arranged on the top surfaces of the first slideway beam 1 and the second slideway beam 2.

Specifically, in the above steps, when the steel beam segment slides through the steel beam sliding trestle, a sliding support is further arranged above the first slide rail beam 1 or the second slide rail beam 2, and the steel plate 16 can reduce the frictional resistance between the sliding support and the first slide rail beam 1 or the second slide rail beam 2, thereby improving the construction efficiency.

Further, the construction method of the embodiment of the application further comprises the following steps: an operating platform 17 for the person to walk is provided at the second ramp beam 2. The operation platform 17 can ensure the construction safety and the personnel safety in the steel beam sliding construction process so as to avoid unsafe accidents.

Specifically, the operation platform 17 includes a plurality of support beams 171, a bottom plate 172, and a rail 173. After the second slideway beam 2 is laid, the method further comprises the following steps: a plurality of support beams 171 are arranged below the second chute beam 2 in the longitudinal bridge direction, and the support beams 171 are bolted to the second chute beam 2. The bottom plates 172 are laid on the top surfaces of the support beams 171, the bottom plates 172 are attached to the bottom surface of the second chute beam 2, and the bottom plates 172 extend out of the opposite sides of the second chute beam 2 in the lateral bridge direction. A rail 173 is provided around the bottom plate 172 such that the rail 173 surrounds the bottom plate 172.

The distance between every two adjacent supporting beams 171 can be 1m, the supporting beams 171 can be channel steel, and the bottom plate 172 can be made of a pattern steel plate, so that the friction resistance of people during walking is increased. In the embodiment of the present application, the supporting beam 171 extends out of two opposite sides of the bottom plate 172 along the transverse bridge direction, the balustrade 173 is disposed on the portion of the supporting beam 171 extending out of the bottom plate 172, and the bottom plate 172 has a horizontal section laid on the supporting beam 171 and a vertical section attached to the balustrade 173, so as to effectively avoid the occurrence of safety accidents caused by falling from high altitude. In other embodiments, the spacing of support beams 171 may be determined based on the actual situation.

Further, before the step 1, the method further comprises: the impact piles 13 and the boat-alongside device 14 are inserted in the water so that the impact piles 13 and the boat-alongside device 14 are adjacent to the end of the second slideway beam 2 which is the end of the second slideway beam 2 remote from the first slideway beam 1.

Specifically, in the above steps, the number of the crash piles 13 is two, and two crash piles 13 are arranged along the transverse bridge direction and are respectively adjacent to two second slide rails 2. The number of the docking devices 14 is also two, and one docking device 14 is adjacent to or attached to one crash pile 13. The steps further include sand filling inside each of the crash piles 13.

Specifically, the steps further include: the mooring device 14 is attached to the impact pile 13, the impact pile 13 is adjacent to the second chute beam 2, and the connection system 11 is provided between the impact pile 13 and the adjacent steel pipe pile 8.

Specifically, in the above steps, the connection system 11 includes the rod members 111 and the gusset plates 112, and specifically, the gusset plates 112 are welded to the side walls of the crash pile 13 and the adjacent steel pipe pile 8, and the connection rod members 111 are welded between the gusset plates 112, so that the rod members 111 are horizontal, vertical and oblique. And, at the intersection of the rod pieces 111, the gusset plates 112 are welded, so that the rod pieces 111 are intersected on the gusset plates 112.

Further, before the step 1, the method further comprises: according to a design drawing, components such as a first slideway beam 1, a second slideway beam 2, a backing plate 5, a pile cap 9, a distribution beam 10, a connecting system 11, an embedded part 15, a supporting beam 171 and the like are welded and processed in a factory in sequence. And, holes are drilled in the distributor beam 10 and the second runner beam 2, respectively, for later bolting. And, holes are drilled in the support beam 171 and the second runner beam 2, respectively, for bolt connection at a later stage.

In the description of the present application, it should be noted that the terms "upper", "lower", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are only for convenience in describing the present application and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and operate, and thus, should not be construed as limiting the present application. Unless expressly stated or limited otherwise, the terms "mounted," "connected," and "connected" are intended to be inclusive and mean, for example, that they may be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art as appropriate.

It is noted that, in this application, relational terms such as "first" and "second," and the like, are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising a … …" does not exclude the presence of another identical element in a process, method, article, or apparatus that comprises the element.

The above description is merely exemplary of the present application and is presented to enable those skilled in the art to understand and practice the present application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the application. Thus, the present application is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims (10)

1. The utility model provides a girder steel landing stage that slides which characterized in that includes:

the two first slideway beams (1) are arranged on the shore along the transverse bridge direction, each first slideway beam (1) extends along the longitudinal bridge direction, and an expanded foundation for supporting is arranged below the two first slideway beams (1);

two second slide roof beams (2), arrange on water along the horizontal bridge, every second slide roof beam (2) extend to the setting along the longitudinal bridge, and second slide roof beam (2) and first slide roof beam (1) one-to-one, every be equipped with fracture (18) between second slide roof beam (2) and a first slide roof beam (1) that corresponds, two the below of second slide roof beam (2) is provided with the steel-pipe pile basis that is used for supporting.

2. The steel beam sliding trestle of claim 1, wherein: the steel beam sliding trestle further comprises a cast-in-situ pile (6), the cast-in-situ pile (6) is inserted on the shore, and one end, close to the fracture (18), of the first slide rail beam (1) and one end, close to the fracture (18), of the second slide rail beam (2) are both supported at the top of the cast-in-situ pile (6).

3. The steel beam sliding trestle of claim 1, wherein: enlarge the basis including rubble bed course (4), bar basis (3) and be used for smooth backing plate (5), rubble bed course (4) are laid on the bank, bar basis (3) set up in the top of rubble bed course (4), lay in backing plate (5) the top of bar basis (3), two first slide roof beams (1) set up in the top of backing plate (5).

4. The steel beam sliding trestle of claim 1, wherein: the steel pipe pile foundation comprises a plurality of steel pipe piles (8) and a plurality of connecting systems (11), each steel pipe pile (8) is vertically inserted into water, the steel pipe piles (8) below each second slideway beam (2) are symmetrical about the longitudinal axis of the second slideway beam (2), and the connecting systems (11) are arranged between every two adjacent steel pipe piles (8).

5. The steel beam sliding trestle of claim 4, wherein: the steel pipe pile foundation further comprises a plurality of distribution beams (10) arranged along the longitudinal bridge direction, the distribution beams (10) are erected at the top ends of the steel pipe piles (8), each distribution beam (10) extends along the transverse bridge direction, at least two steel pipe piles (8) are arranged below each distribution beam (10), and the second slide way beam (2) is located at the top ends of the distribution beams (10).

6. The steel beam sliding trestle of claim 1, wherein: the top surfaces of the first slideway beam (1) and the second slideway beam (2) are both provided with steel plates (16) for reducing friction.

7. The steel beam sliding trestle of claim 1, wherein: the steel beam sliding trestle further comprises an operating platform (17) for personnel to walk, wherein the operating platform (17) is arranged at the bottom of the second slide way beam (2) and extends out of two opposite sides of the second slide way beam (2) along the transverse bridge direction.

8. The steel beam sliding trestle of claim 7, wherein: operation platform (17) are including bottom plate (172), railing (173) and many supporting beam (171), many supporting beam (171) are along indulging the bridge to setting up in the below of second slide roof beam (2), and every supporting beam (171) are along indulging the bridge to extending, many are laid in bottom plate (172) the top surface of supporting beam (171), and paste and locate the bottom surface of second slide roof beam (2), bottom plate (172) are along the bridge to the relative both sides that extend second slide roof beam (2), railing (173) enclose and locate bottom plate (172).

9. The steel beam sliding trestle of claim 1, wherein: the steel beam sliding trestle further comprises an anti-collision pile (13) and a ship leaning device (14), wherein the anti-collision pile (13) and the ship leaning device (14) are inserted into water and are adjacent to the end part of the second slide rail beam (2), and the end part is one end, far away from the first slide rail beam (1), of the second slide rail beam (2).

10. The steel beam sliding trestle of claim 9, wherein: the ship-leaning device (14) is attached to the anti-collision pile (13), the anti-collision pile (13) is adjacent to the second slide way beam (2), and a connecting system (11) is arranged between the anti-collision pile (13) and the adjacent steel pipe pile (8).

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