CN211079870U - Pile foundation rail plate girder structure - Google Patents
Pile foundation rail plate girder structure Download PDFInfo
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- CN211079870U CN211079870U CN201921462884.7U CN201921462884U CN211079870U CN 211079870 U CN211079870 U CN 211079870U CN 201921462884 U CN201921462884 U CN 201921462884U CN 211079870 U CN211079870 U CN 211079870U
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Abstract
The utility model relates to a pile foundation rail plate girder structure, which belongs to the technical field of rail and bridge engineering, and comprises a pile column, a rail plate girder and a cover girder transversely arranged at the top of the pile column, wherein the rail plate girder is longitudinally laid and comprises a prestressed concrete plate girder, two ends of the prestressed concrete plate girder are respectively supported on the cover girder, and the rail plate girder adopts a boss for limiting; the top surface of the prestressed concrete slab beam is provided with two rail bearing grooves and a rack rail mounting structure arranged between the rail bearing grooves. The utility model combines the track function and the bridge function into a whole, has simple structure, can simplify the construction process, shorten the construction period and reduce the construction cost, and is a brand new railway bridge structure; the construction process is simple, the construction difficulty is small, the construction efficiency is high, and the method is suitable for the slope geographic environment.
Description
Technical Field
The utility model relates to a track and bridge engineering technical field especially relate to a pile foundation rail slab beam structure.
Background
Railroad bridges are structures that a railroad spans a river, lake, straits, valley or other obstacle, and are constructed to achieve a grade crossing of a railroad line with a railroad line or road. The railway bridge is divided into a railway bridge and a highway and railway dual-purpose bridge according to the application; the bridge is divided into a beam bridge, an arch bridge, a rigid frame bridge, a suspension bridge, a cable-stayed bridge, a combined system bridge and the like according to the structure. The railway bridge is mostly a beam bridge. The bridge is the most widely used bridge type and can be subdivided into a simple girder bridge, a continuous girder bridge and a cantilever girder bridge.
With the development of social economy, the construction requirements of traffic facilities are more and more increased. The track is used as an infrastructure, and the construction period and the cost of the track are important indexes for assessment. The plate girder is the superstructure of the bridge. In the existing railway bridge, the track slab is a track slab, the slab beam is a slab beam, the structure is complex, the construction method is complicated, the construction period is long, and the construction cost is high.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a pile foundation rail slab beam structure constitutes simply, can shorten construction cycle, reduces construction cost, and is applicable to and is under construction in slope geographical environment.
In order to achieve the above purpose, the utility model adopts the following technical scheme:
the pile foundation rail plate beam structure comprises a pile column, a rail plate beam and a cover beam transversely arranged at the top of the pile column, wherein the rail plate beam is longitudinally laid and comprises a prestressed concrete plate beam, and two ends of the prestressed concrete plate beam are respectively supported on one cover beam; the top surface of the prestressed concrete slab beam is provided with two rail bearing grooves.
Furthermore, the top surface of the prestressed concrete slab beam is concave to form a rail bearing groove, and the rail bearing groove penetrates through two end surfaces of the prestressed concrete slab beam.
Furthermore, be equipped with protruding type on the bent cap and keep off the platform, the both ends of prestressed concrete slab beam have with protruding type keep off the restraint breach of platform adaptation, the vertical top surface and the bottom surface that run through prestressed concrete slab beam of restraint breach, protruding type keep off the platform dress in the restraint breach.
Further preferably, the rail plate beams are longitudinally laid, the constraint notches are U-shaped or semicircular, and two adjacent prestressed concrete plate beams share the same convex blocking platform.
Furthermore, when the pile columns are arranged at intervals along a certain gradient, the rail plate beam is obliquely arranged, at least one pair of tooth rail connecting plates are arranged on the top surface of the prestressed concrete plate beam, and the tooth rail connecting plates are positioned on the central line between the two rail bearing grooves.
Further preferably, one rack connecting plate is arranged at the position of a central line between two rail bearing grooves at intervals of 625 mm.
Furthermore, the bottom surfaces of the two ends of the prestressed concrete slab beam are provided with mounting and supporting surfaces which are horizontal planes.
Compared with the prior art, the utility model discloses following beneficial effect has:
1, the utility model combines the track function and the bridge function into a whole, has simple structure, can simplify the construction process, shorten the construction period and reduce the construction cost, and is a brand new railway bridge structure;
2, the utility model discloses there is the support rail groove of the indent of reservation at the plate body, directly adorns the rail in the support rail groove, need not the fastener system, can provide continuous support, continuous lock solid to the rail, consumes most vibration source, makes the train move smoothly, prolongs the life-span of rail and train.
Drawings
FIG. 1 is a front view of the first embodiment;
FIG. 2 is a top view of the first embodiment;
FIG. 3 is a side view of the first embodiment;
FIG. 4 is a schematic view showing the steel rail installed in the rail supporting groove according to the first embodiment;
FIG. 5 is a flow chart of the construction of the present invention;
FIG. 6 is a front view of the second embodiment;
FIG. 7 is a plan view of the second embodiment;
FIG. 8 is a front view of a prestressed concrete slab beam;
FIG. 9 is a schematic view showing the second embodiment in which the rails and the tooth rails are installed;
FIG. 10 is a three-dimensional view of a ramp rack landing stage;
FIG. 11 is a schematic view of the second rack;
FIG. 12 is a schematic illustration of the self-propelled wheel track tooth rail transport platform as installed on a construction access structure;
FIG. 13 is a schematic view of a self-propelled wheel track tooth track transport flat car;
FIG. 14 is a schematic view of the travel mechanism of the self-propelled wheel track and tooth track transport flat car;
FIG. 15 is a schematic view of a wheel track and rack rail self-propelled gantry tower crane installed on a construction access structure;
FIG. 16 is a schematic view of a wheel-rail and rack-rail self-propelled gantry tower crane traveling mechanism;
FIG. 17 is a schematic view of one of the locking structures;
FIG. 18 is a schematic view of another locking structure;
in the figure: 01-pile column, 02-rail plate beam, 03-capping beam, 04-convex baffle table, 05-cable groove, 06-pedestrian ladder plate, 07-rack connecting plate, 08-long steel rail, 09-rack, 20-prestressed concrete plate beam, 21-rail bearing groove, 22-constraint notch and 23-installation bearing surface;
1-first steel rail, 2-second steel rail, 3-second rack rail, 4-first rack rail, 5-self-propelled wheel-rail-rack rail transportation flat car, 6-wheel-rail-rack rail self-propelled gantry crane, 7-driving motor, 8-first clutch, 9-second clutch, 10-horizontal shaft, 11-vertical shaft, 12-driving bevel gear, 13-driven bevel gear, 14-brake disc, 15-brake, 31-I-steel, 32-rack, 51-car body, 52-flat car traveling steel wheel, 53-flat car gear, 54-bogie, 61-mobile gantry support, 62-tower crane, 101-truss column, 102-transverse steel truss beam, 103-longitudinal steel truss beam, 104-base, 105-column nail, 121-ground-grasping base, 122-ground-grasping stud, 123-clamping mechanism, 611-platform, 612-supporting leg, 613-tower crane running steel wheel, 614-tower crane gear, 615-auxiliary supporting leg and 616-ground-grasping structure.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below with reference to the accompanying drawings.
Example one
As shown in fig. 1, 2 and 3, the pile foundation rail plate girder structure disclosed in this embodiment includes a pile 01, a rail plate girder 02 and a cap girder 03 transversely disposed on the top of the pile 01, where the rail plate girder 02 includes a prestressed concrete plate girder 20, and two ends of the prestressed concrete plate girder 20 are respectively supported on one cap girder 03; the prestressed concrete slab girder 20 has two rail grooves 21 on the top surface thereof.
The rail bearing grooves 21 are formed in the top surface of the prestressed concrete slab beam 20 in a concave mode, the rail bearing grooves 21 penetrate through the two end faces of the prestressed concrete slab beam 20, the steel rail is directly embedded in the rail bearing grooves, a fastener system is not needed, continuous support can be provided for the steel rail, most vibration sources are consumed, the train runs stably, and the service lives of the steel rail and the train are prolonged.
The track plate beam 02 is limited by a boss. Specifically, the convex blocking table 04 is arranged on the cover beam 03, the constraint notches 22 matched with the convex blocking table 04 are formed in the two ends of the prestressed concrete slab beam 20, the constraint notches 22 vertically penetrate through the top surface and the bottom surface of the prestressed concrete slab beam 20, and the convex blocking table 04 is arranged in the constraint notches 22.
The restraint notches 22 are U-shaped or semi-circular. The rail plate beams 02 are longitudinally laid, and two adjacent prestressed concrete plate beams 20 share the same convex baffle table 04.
The construction method of the pile foundation rail plate beam structure disclosed in the embodiment is suitable for construction in a flat road section, and specifically comprises the following steps as shown in fig. 5;
step 2.1, hoisting the special double-hole drilling machine in place;
step 2.2, continuously operating the drilling machine, forming holes on the pile foundation, and circularly executing the steps 2.1 and 2.2 to finish the hole forming of the pile foundation of the track line one by one;
step 3.1, firstly installing a pile mounting support frame at the pile hole forming position, and accurately adjusting the level, the direction and the elevation to be in place according to design requirements;
step 3.2, transporting the pile 01 in place by a transport vehicle;
3.3, hoisting the pile 01 into the pile mounting support frame by using a tower crane for placement;
step 3.4, pouring concrete mortar with the same usage amount of the pile foundation pore-forming and the pile column gap into the pile foundation pore;
and 3.5, slowly releasing the pile by the tower crane, timely following, retesting and adjusting the pile by the tower crane until the pile is placed at a required elevation, and installing a support frame to lock the pile.
step 4.1, after the strength of concrete mortar filled in the pile foundation column reaches 80%, removing the pile column installation support frame, installing the cover beam installation support frame, accurately adjusting the position according to the design, and locking;
step 4.2, transporting the cover beam 03 to a position to be installed through a transport vehicle;
4.3, hoisting the bent cap 03 into the bent cap mounting support frame by adopting a tower crane;
4.4, accurately measuring and adjusting the level, direction and elevation of the bent cap 03 through the bent cap mounting support frame, and locking after the bent cap reaches the standard;
step 4.5, installing an interface sealing device between the cover beam 03 and the pile 01;
and 4.6, pressing high polymer cement mortar in from the sealing device until the high polymer cement mortar overflows from each steel bar connecting hole at the upper end of the cover beam, and cleaning the overflowing port according to the design requirement.
step 5.1, installing a rail plate beam rubber support plate on the bent cap 03;
step 5.2, transporting the rail plate beam 02 to a position to be installed through a transport vehicle;
step 5.3, hoisting the rail plate beam 02 to a position between the convex baffle platforms 04 of the two bent caps 03 to be installed by adopting a tower crane, wherein the equal clearance between the upper convex baffle platform 04 and the lower convex baffle platform 04 is basically in place;
step 5.4, accurately measuring and accurately adjusting the track plate beam through the CPIII track accurate measurement control network until the track plate beam completely reaches the standard and fixing the track plate beam;
and 5.5, after the rail plate beam is accurately adjusted in place, pouring high polymer mortar between the rail plate beam and the convex baffle table 04 in time, and ensuring that the rail plate beam 02 is vertically and horizontally positioned and fixed when the elevation reaches the standard.
And after the rail plate beam is laid continuously, installing the steel rail. The method for installing the steel rail comprises the following steps: carrying out thermite welding or contact welding on the 25M steel rails one by one to complete steel rail welding; the long rail 08 is then placed in the rail receiving groove 21 as shown in fig. 4. And finely adjusting the long steel rail 08 section by section, primarily fixing the long steel rail 08 by adopting a rail adjusting assembly, and then hermetically pouring high polymer materials into the rail bearing groove 21 in small sections to gradually finish the installation and fixation of the steel rail.
Still include the installation of accessory engineering during the construction, the accessory engineering includes the cable duct, and the cable duct is flushed with the roof, and the material is basalt fiber composite. And the auxiliary projects are installed according to the design requirements. If a third rail is designed to supply power, a third rail power supply system is installed on the outer side of the rail plate beam 02.
And after the construction is finished, retesting the line, installing and marking the line identifier, and cleaning the site.
Of course, the installation construction of the pile and the capping beam in the embodiment can also adopt the existing construction method for construction.
Example two
When a track line passes through a slope section, a pile foundation rail plate girder structure needs to be built on the slope. As shown in fig. 6 and 8, at this time, the piles 01 are arranged at intervals along a slope section, the track plate beam 02 is arranged obliquely, the bottom surfaces of the two ends of the prestressed concrete plate beam 20 are provided with installation supporting surfaces 23, the installation supporting surfaces 23 are horizontal surfaces, and the constraint notch 22 vertically penetrates through the installation supporting surfaces 23.
The top surface of the track plate beam 02 is provided with a rack mounting structure, the rack mounting structure is positioned between the two rail bearing grooves 21, and the rack mounting structure can be a reserved rack connecting plate 07 and a sleeve. As shown in figures 7 and 9, a rack connecting plate 07 is arranged on the central line position between two rail bearing grooves 21 at intervals of 625mm, and a sleeve passes through the rack connecting plate 07.
The construction of pile foundation rail plate girder structures on slopes, especially on large slopes, is different from the method of construction on flat foundations. This embodiment utilizes slope rack landing stage, self-propelled wheel rail rack transportation flat car 5 and wheel rail rack self-propelled longmen tower crane 6 to build pile foundation rail plate girder construction on slope through building slope rack landing stage beside the track circuit. The self-propelled wheel-rail and toothed-rail transport flat car 5 and the wheel-rail and toothed-rail self-propelled gantry tower crane 6 are both installed on the slope toothed-rail trestle.
As shown in fig. 10, the ramp rack trestle comprises a ramp rack trestle comprising a transverse steel truss beam 102, a steel truss column 101, a longitudinal steel truss beam 103, a base 104 and a stud 105 for mounting the fixed base 104.
The bottom end of the steel truss column 101 is fixedly connected with a base 104, the transverse steel truss girders 102 are transversely installed at the top of the steel truss column 101, at least two transverse steel truss girders 102 are arranged, and the longitudinal steel truss girders 102 are longitudinally erected on the transverse steel truss girders 102; the longitudinal steel truss girder 103 is longitudinally provided with a steel rail assembly and a tooth rail assembly.
The steel rail assembly comprises two parallel first steel rails 1 and two parallel second steel rails 2, the first steel rails 1 and the second steel rails 2 are longitudinally arranged on the longitudinal steel truss girder 103, and the second steel rails 2 are located between the two first steel rails 1.
The rack subassembly includes first rack 4 and second rack 3, and first rack 4 includes the rack, and the outside at 1 waist of first rail is located to the rack. The second rack 3 is located on the center line between the two second rails 2. The longitudinal steel trussed beams 103 are arranged in parallel and at intervals, two first steel rails 1 are respectively arranged on the longitudinal steel trussed beams 103 on the outer sides, and the second steel rails 2 are arranged on the longitudinal steel trussed beams 103 on the inner sides.
As shown in fig. 11, the second rack 3 includes an i-beam 31 and racks 32, the racks 32 are mounted on both sides of a web of the i-beam 31, and the racks 32 are disposed along a length direction of the i-beam 31. The tooth surface of the rack 32 does not extend beyond the upper flange of the i-beam 31, so that the gear teeth are constrained within the upper flange of the i-beam 31.
As shown in fig. 12 and 13, the self-propelled wheel-rail flat transport vehicle 5 includes a vehicle body 51, a flat traveling steel wheel 52, and a flat traveling gear 53, the flat traveling steel wheel 52 travels on the second rail 2, and the flat traveling gear 53 is engaged with the second rail 3.
Specifically, the self-propelled wheel-rail carrier vehicle 5 includes a vehicle body 51 and two bogies 54. The vehicle body 51 is supported on two bogies 54. Each bogie 54 includes two running gears in front and rear. As shown in fig. 13 and 14, the traveling mechanism of the self-propelled wheel-rail carrier flat car 5 includes two traveling units arranged bilaterally symmetrically. The traveling unit comprises a driving motor 7, a flatcar traveling steel wheel 52, a flatcar gear 53, a first clutch 8, a second clutch 9, a transverse shaft 10, a vertical shaft 11, a driving bevel gear 12 and a driven bevel gear 13 which are meshed with each other, wherein the driving bevel gear 12 is fixedly arranged at one end of the transverse shaft 10, and the other end of the transverse shaft 10 is connected with a brake disc 14. The transverse shaft 10 is connected to the drive motor 7. In order to increase the torque at low speed, the driving motor 7 provides driving force in cooperation with the planetary reducer.
The flat car gear 53 is fixedly installed at the lower end of the vertical shaft 11, and the brake 15 is connected to the upper end of the vertical shaft 11. The flatcar gear 53 is located between two flatcar running steel wheels 52. The flatcar running steel wheels 52 are sleeved on the transverse shaft 10 through bearings or bearing bushes in an empty mode, and the flatcar running steel wheels 52 and the transverse shaft 10 are transmitted through the first clutch 8. The body of the first clutch 8 is mounted on a transverse shaft 10. When the first clutch 8 is engaged, the horizontal shaft 10 drives the flatcar travelling steel wheels 52 to rotate together; when the first clutch 8 is disengaged, the flatcar running steel wheels 52 do not rotate actively.
The driven bevel gear 13 is sleeved on the vertical shaft 11 through a bearing or a bearing bush, the driven bevel gear 13 and the vertical shaft 11 are driven through the second clutch 9, and the main body of the second clutch 9 is installed on the vertical shaft 11. When the second clutch 9 is engaged, the driven bevel gear 13 drives the vertical shaft 11 to rotate together; when the second clutch 9 is disengaged, the vertical shaft 11 does not rotate actively.
The first clutch 8 and the second clutch 9 may be friction clutches, including hydraulic clutches, electromagnetic clutches, or pneumatic clutches.
In order to be able to stop the rail vehicle firmly on the ramp. The self-propelled wheel-rail toothed-rail transport flat car 5 further comprises a locking mechanism for locking the track flat car and the track. On a slope road, after the vehicle body 51 is stopped, the vehicle body 51 and the second steel rail 2 are locked by the locking mechanism, so that the vehicle body 51 is still and can be prevented from backing. The locking mechanism in this embodiment includes a rail clamp that is mounted on the truck 54.
The driving motor 7 is radially arranged in the embodiment, and is suitable for a track flat car with a wide width. When the width of the rail flat car is not enough, the driving motor 7 is arranged below the transverse shaft 10, and the driving motor 7 and the transverse shaft 10 are in meshing transmission through a pair of gears. The size of the rail flat car is set according to the requirement. For example, the rail flat car is 19.2 meters long, the rail flat car is 2.5 meters wide, and the rail flat car is 1.6 meters high.
As shown in fig. 15 and 16, the wheel-rail and rack-rail self-propelled gantry crane 6 comprises a movable gantry support 61 and a crane 62, wherein the movable gantry support 61 comprises a platform 611, supporting legs 612 and a traveling mechanism installed at the bottoms of the supporting legs 612;
the left side and the right side of the platform 611 are both provided with two legs 612 at the front and the back, and the lengths of the two front legs 612 and/or the two back legs 612 are adjustable; the tops of the legs 612 are connected with a platform 611, and the tower crane 62 is installed on the platform 611. Taking the length of the two front support legs 612 as an example, when the tower crane is used, the length of the two front support legs 612 is adjusted according to the gradient, so that the top surface of the platform 2 is always a horizontal plane, and the tower body of the tower crane 6 is ensured to be vertical. The height of the tower body can be adjusted at will according to the requirements of a construction site.
The length adjusting range of the supporting leg 612 is set as required, preferably, the length adjusting range of the supporting leg 612 can be adjusted in a graded mode according to the gradient of 100-500 per mill, and mechanical locking is adopted. The supporting legs are internally provided with telescopic oil cylinders and internally and externally provided with steel sleeve columns. The telescopic oil cylinder can be adjusted according to the gradient, the relative telescopic length of the inner and outer sleeve supporting leg columns is changed, and a steel pin penetrates through the inner and outer steel sleeve columns to lock the changed height.
The traveling mechanisms of the left and right supporting legs of the wheel-rail toothed-rail self-propelled gantry tower crane 6 are symmetrically arranged. The running mechanism of the wheel-rail tooth-rail self-propelled gantry tower crane 6 comprises a running unit, the running unit comprises a tower crane running steel wheel 613, a tower crane gear 614 and a driving device for driving the tower crane running steel wheel 613 and the tower crane gear 614, and the tower crane running steel wheel 613 runs on the first tooth rail 4 to form a running support. The tower gear 614 meshes with the first rack 4.
Specifically, as shown in fig. 16, the traveling mechanism of the wheel-rail toothed-rail self-propelled gantry tower crane 6 includes a driving motor 7, tower crane traveling steel wheels 613, a tower crane gear 614, a first clutch 8, a second clutch 9, a transverse shaft 10, a vertical shaft 11, and a driving bevel gear 12 and a driven bevel gear 13 which are engaged with each other, the driving bevel gear 12 is fixedly installed at one end of the transverse shaft 10, and the other end of the transverse shaft 10 is connected with a brake disc 14. The transverse shaft 10 is connected to the drive motor 7. In order to increase the torque at low speed, the driving motor 7 provides driving force in cooperation with the planetary reducer.
The tower crane gear 614 is fixedly arranged at the lower end of the vertical shaft 11, and the upper end of the vertical shaft 11 is connected with a brake 15. The tower crane walking steel wheel 613 is sleeved on the 10 through a bearing or a bearing bush. A first clutch 8 is arranged between the tower crane running steel wheels 613 and 10. The body of the first clutch 8 is mounted on 10. When the first clutch 8 is engaged, the tower crane walking steel wheels 613 are driven by the clutch 10 to rotate together; when the first clutch 8 is disengaged, the tower crane running steel wheels 613 do not actively rotate.
The driven bevel gear 13 is sleeved on the vertical shaft 11 through a bearing or a bearing bush, the second clutch 9 is arranged between the driven bevel gear 13 and the vertical shaft 11, and the main body of the second clutch 9 is installed on the vertical shaft 11. When the second clutch 9 is engaged, the driven bevel gear 13 drives the vertical shaft 11 to rotate together; when the second clutch 9 is disengaged, the vertical shaft 11 does not rotate actively.
The size of the movable gantry support is reasonably set according to needs. In the embodiment, the width of the movable gantry support is about 5m, the length of a large hoisting arm 61 of the tower crane 62 is 30m, and the hoisting weight is 10-20 tons; the crane boom 61 of the tower crane 62 can rotate 360 °.
The position of the wheel-rail tooth-rail self-propelled gantry tower crane 6 is fixed when the crane runs to a proper position. The utility model discloses be equipped with the lock solid structure that is used for being connected with mountain region or landing stage longeron in four landing legs 612 outsides for the position of locking removal gantry support prevents that it from removing.
As shown in fig. 15, the locking structure in this embodiment includes an auxiliary leg 615 disposed outside the leg 612 and a locking device disposed on the auxiliary leg 615, and the auxiliary leg 615 is detachably connected to the leg 612. The locking device is provided with different modes according to different conditions of a construction site. If the distance from the ground is not too high, the ground grabbing structure 616 connected with the mountain land is adopted for locking. As shown in fig. 15 and 17, the ground grabbing structure 616 comprises a ground grabbing base 121 and a ground grabbing stud 122, one end of the auxiliary leg 615 is connected with the leg 612, the other end of the auxiliary leg 615 is connected with the ground grabbing base 121, when in use, the ground grabbing base 121 is installed on the ground surface and fixed through the ground grabbing stud 122, and the ground grabbing stud 122 is anchored into the ground.
If the ground is too high, a clamping mechanism 123 connected with the truss of the trestle is adopted for locking as shown in fig. 18. An auxiliary leg 615 is connected to the leg 612 at one end and the auxiliary leg 615 is connected to the clamping mechanism 123 at the other end. When locking is required, the clamping mechanism 123 is clamped to the longitudinal steel truss 103.
The embodiment also discloses a construction method for the pile foundation rail plate girder structure on the slope, which comprises the following steps;
the method for building the ramp rack trestle comprises the following steps of;
step 1.1, clearing the surface of a slope along the track line side, and tamping and flattening the surface of the mounting position of the base 104 according to the design position; 1.2, installing a base 104 from the side direction of 40 per mill of a line below the climbing section, installing the base 104 on the ground surface and fixing the base by a stud 105, and anchoring the stud 105 underground; according to the design requirement of a flat longitudinal curve, the installation of all the bases 104 of the climbing section is completed step by step;
step 1.3, firstly, mounting a 40% per thousand line section steel truss column 101, a transverse steel truss girder 102 and a longitudinal steel truss girder 103 by adopting a truck crane, and mounting a first steel rail 1, a first tooth rail 4, a second steel rail 2 and a second tooth rail 3 of the section;
step 1.4, installing a self-propelled wheel-rail tooth-rail transportation flat car 5 on an inner side construction channel structure which is installed in place at a 40% line section by adopting a truck crane and manual work;
and step 1.5, adopting an automobile crane to cooperate with manual work to install the wheel-rail and toothed-rail self-propelled gantry tower cranes 6 on the outside construction passage structure which is installed in place one by one. The number of the wheel-rail tooth-rail self-propelled gantry tower cranes 6 is reasonably calculated according to the length of the trestle line and the requirement of the second stage.
After the wheel-rail toothed rail self-propelled gantry tower crane 6 is installed in place, the construction of the pile foundation rail plate girder structure and the construction of the slope toothed rail trestle are carried out simultaneously. The front wheel rail tooth rail self-propelled gantry tower crane 6 is used for installing a slope tooth rail trestle, and the rear wheel rail tooth rail self-propelled gantry tower crane 6 is used for performing track line entity construction operation.
After the 30-meter slope toothed rail trestle is assembled by adopting automobile hoisting, the method for continuously installing the slope toothed rail trestle by utilizing the front-end wheel-rail toothed rail self-propelled gantry tower crane 6 comprises the following steps;
step a1, adopting a truck crane to hoist standard sections of the steel truss columns 101, the transverse steel truss beams 102 and the longitudinal steel truss beams 103 required subsequently on the self-propelled wheel-track tooth-track transportation flat car 5;
step a2, the self-propelled wheel-rail tooth-rail transport flat car 5 automatically moves to the front end of the construction channel structure;
step a3, hoisting the steel truss column 101, the transverse steel truss girder 102 and the longitudinal steel truss girder 103 by the wheel-rail tooth-rail self-propelled gantry tower crane 6, and installing the steel truss column 101, the transverse steel truss girder 102 and the longitudinal steel truss girder 103 in place one by one in cooperation with manual work. According to the requirement of the length of the slope engineering quantity, the length of the slope engineering quantity is large, and a large-length construction channel is required to be continuously and automatically installed. The front end of the slope rack trestle always has a wheel-rail rack self-propelled gantry tower crane 6 and a self-propelled wheel-rail rack transport flat car 5 to continuously repeat work. And the rear wheel-rail tooth-rail self-propelled gantry tower crane 6 and the self-propelled wheel-rail tooth-rail transport flat car 5 are used for the physical construction operation of the track line.
And (5) repeating the steps a1, a2 and a3 in a circulating manner to complete the installation and construction of the construction channel structure in the radiation working range of the wheel-rail tooth-rail self-propelled gantry tower crane 6. After the construction channel structure in the radiation working range is completed, the wheel rail tooth rail self-propelled gantry tower crane 6 continues to slowly and automatically move to the front end of the construction channel structure and is locked, and the rest is done in the same way until the installation work of the full-slope-section slope tooth rail trestle is completed.
step 2.1, hoisting the special double-hole drilling machine in place by adopting a wheel-rail toothed-rail self-propelled gantry tower crane 6;
step 2.2, forming holes on the pile foundations of the double-hole drilling machine, and circularly executing the steps 2.1 and 2.2 to finish the hole forming of the pile foundations of the track line one by one;
step 3.1, firstly installing a pile mounting support frame at the pile hole forming position, and accurately adjusting the level, the direction and the elevation to be in place according to design requirements;
step 3.2, the pile column 01 is transported in place by a self-propelled wheel-rail tooth-rail transport flat car 5;
3.3, hoisting the pile 01 into a pile mounting support frame by using a wheel-rail toothed-rail self-propelled gantry tower crane 6 for placement;
step 3.4, pouring concrete mortar with the same usage amount of the pile foundation pore-forming and the pile column gap into the pile foundation pore;
and 3.5, slowly releasing the pile from the self-propelled gantry tower crane 6 with the rail and the rack of the dragon wheel, timely following, retesting and adjusting the pile until the pile is placed at a required elevation, and installing a support frame to lock the pile.
step 4.1, after the strength of concrete mortar filled in the pile foundation column reaches 80%, removing the pile column installation support frame, installing the cover beam installation support frame, accurately adjusting the position according to the design, and locking;
step 4.2, the cover beam 03 is transported to a position to be installed through the self-propelled wheel-rail tooth-rail transport flat car 5;
4.3, hoisting the bent cap 03 into the bent cap mounting support frame by adopting a wheel-rail toothed-rail self-propelled gantry tower crane 6;
4.4, accurately measuring and adjusting the level, direction and elevation of the bent cap 03 through the bent cap mounting support frame, and locking after the bent cap reaches the standard;
step 4.5, installing an interface sealing device between the cover beam 03 and the pile 01;
and 4.6, pressing high polymer cement mortar in from the sealing device until the high polymer cement mortar overflows from each steel bar connecting hole at the upper end of the cover beam, and cleaning the overflowing port according to the design requirement.
step 5.1, installing a rail plate beam rubber support plate on the bent cap 03;
step 5.2, the rail plate beam 02 is transported to a position to be installed through a self-propelled wheel-rail tooth-rail transport flat car 5;
step 5.3, hoisting the rail plate beam 02 between the convex blocking platforms 04 of the two bent caps 03 to be installed by adopting a wheel-rail tooth-rail self-propelled gantry tower crane 6, wherein the equal gaps between the upper convex blocking platform 04 and the lower convex blocking platform 04 are basically in place;
step 5.4, accurately measuring and accurately adjusting the track plate beam through the CPIII track accurate measurement control network until the track plate beam completely reaches the standard and fixing the track plate beam;
and 5.5, after the rail plate beam is accurately adjusted in place, pouring high polymer mortar between the rail plate beam and the convex baffle table 04 in time, and ensuring that the rail plate beam 02 is vertically and horizontally positioned and fixed when the elevation reaches the standard.
And after the rail plate beam on the slope section is continuously laid, installing the steel rail. The method for installing the steel rail comprises the following steps: in the horizontal section above the slope section, completing long steel rail welding by thermite welding or contact welding of 25M steel rails one by one; gradually lowering the long steel rail along the rail bearing grooves 21 from the upper part of the slope, clamping the steel rail by a jaw at the upper part, and arranging a steel rail roller at each rail bearing groove 21; the elastic base plate is pre-installed in the rail bearing groove 21, and after all the rail bearing groove is completely released, the long steel rail 08 is initially completed. Finely adjusting the steel rails section by section from the upper part of the slope section, and preliminarily fixing the steel rails by adopting a rail adjusting assembly; and (3) sealing and pouring the high polymer material into small sections according to the slope section, and gradually completing the construction of the whole slope section by pouring the small sections in the sequence from bottom to top, as shown in fig. 9.
After the long rail 08 is mounted, the rack 09 is mounted. The rack 09 is transported to all installation positions through the gear transportation flat car; and (3) installing the rack rails 09 in place by manpower and special machines and tools, and accurately fixing, namely, circulating the step until all the rack rails 09 are installed.
Of course, it also includes the attachment of the sub-works, as shown in fig. 6, including the walkway plates 06 on both sides of the rail plate girder and the cable troughs 05 arranged according to the line gradient. The pedestrian ladder plate 06 is made of basalt fiber composite fibers; the cable groove 05 is flush with the top of the plate and is made of basalt fiber composite material. And the auxiliary projects are installed according to the design requirements. If a third rail is designed to supply power, a third rail power supply system is installed on the outer side of the rail plate beam 02.
The utility model combines the track function and the bridge function into a whole, has simple structure, can simplify the construction process, shorten the construction period and reduce the construction cost, and is a brand new railway bridge structure; the construction process is simple, the construction difficulty is small, the construction efficiency is high, and the method is suitable for building railway bridges in the slope geographic environment.
Of course, the present invention can be embodied in many other forms without departing from the spirit or essential attributes thereof, and it should be understood that various changes and modifications can be made by one skilled in the art without departing from the spirit or essential attributes thereof, and that such changes and modifications are intended to be included within the scope of the appended claims.
Claims (7)
1. A pile foundation rail plate beam structure is characterized by comprising a pile column, a rail plate beam and a cover beam transversely arranged at the top of the pile column, wherein the rail plate beam is longitudinally laid and comprises a prestressed concrete plate beam, and two ends of the prestressed concrete plate beam are respectively supported on the cover beam; the top surface of the prestressed concrete slab beam is provided with two rail bearing grooves.
2. The pile foundation rail plate beam structure of claim 1, wherein: the top surface of the prestressed concrete slab beam is concave to form a rail bearing groove, and the rail bearing groove penetrates through two end surfaces of the prestressed concrete slab beam.
3. A pile foundation rail plate beam structure according to claim 1 or 2, wherein: the capping beam is provided with a convex baffle platform, the two ends of the prestressed concrete slab beam are provided with constraint notches matched with the convex baffle platform, the constraint notches vertically penetrate through the top surface and the bottom surface of the prestressed concrete slab beam, and the convex baffle platform is installed in the constraint notches.
4. A pile foundation rail plate beam structure according to claim 3, wherein: the constraint notch is U-shaped or semicircular, and two adjacent prestressed concrete slab beams share the same convex baffle platform.
5. A pile foundation rail plate beam structure according to claim 1, 2 or 4, wherein: when the piles are arranged at intervals along a certain gradient, the rail plate beam is obliquely arranged, at least one pair of tooth rail connecting plates are arranged on the top surface of the prestressed concrete plate beam, and the tooth rail connecting plates are positioned on the central line between the two rail bearing grooves.
6. The pile foundation rail plate beam structure of claim 5, wherein: and a rack connecting plate is arranged at the center line position between the two rail bearing grooves at intervals of 625 mm.
7. A pile foundation rail plate beam structure according to claim 1 or 6, wherein: the bottom surfaces of two ends of the prestressed concrete slab beam are provided with mounting and supporting surfaces which are horizontal planes.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921462884.7U CN211079870U (en) | 2019-09-04 | 2019-09-04 | Pile foundation rail plate girder structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201921462884.7U CN211079870U (en) | 2019-09-04 | 2019-09-04 | Pile foundation rail plate girder structure |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110607736A (en) * | 2019-09-04 | 2019-12-24 | 成都天府轨谷科技有限公司 | Pile foundation rail plate girder structure and construction method |
| CN114318967A (en) * | 2022-01-05 | 2022-04-12 | 中铁二院工程集团有限责任公司 | Ballastless track tooth track connecting system for large-gradient simply-supported bridge |
-
2019
- 2019-09-04 CN CN201921462884.7U patent/CN211079870U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110607736A (en) * | 2019-09-04 | 2019-12-24 | 成都天府轨谷科技有限公司 | Pile foundation rail plate girder structure and construction method |
| CN114318967A (en) * | 2022-01-05 | 2022-04-12 | 中铁二院工程集团有限责任公司 | Ballastless track tooth track connecting system for large-gradient simply-supported bridge |
| CN114318967B (en) * | 2022-01-05 | 2023-07-18 | 中铁二院工程集团有限责任公司 | Tooth rail connecting system for ballastless track of heavy-gradient simply-supported bridge |
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