CN111663451A - Construction method of ultra-high towers for long-span top-up continuous steel truss bridges in alpine valleys - Google Patents

Abstract

The invention belongs to the technical field of bridge construction, and discloses a construction method for a super-high tower of a long-span top-supported continuous steel truss girder bridge in high mountains and canyons, in order to solve the problem of difficulty in constructing super high towers in high mountains and canyons. The super-high tower construction method of the present invention is suitable for high mountains and canyons. The super-high temporary tower adopts a comprehensive design method integrating double-tower-shaped steel supports (that is, a double-tower-shaped structure formed by a steel column and a connection system) and mountain protection. The web between the steel columns adopts the "m" shape, which improves the safety and economy of the design scheme; and the pile foundation and pile foundation cap of the super high temporary tower adopt the form of single pile, single column and single cap, and the pile foundation and The pile foundation cap is set along the slope of the mountain, which reduces the damage to the mountain and reduces the difficulty of construction.

Description

Construction method of ultra-high towers for long-span top-up continuous steel truss bridges in alpine valleys

technical field

The invention belongs to the technical field of bridge construction, and in particular relates to a construction method for an ultra-high tower of a large-span top-supported continuous steel truss girder bridge in alpine valleys.

Background technique

As a structural form of long-span bridges, the top-loaded continuous steel truss bridge has the advantages of large spanning capacity, light structure weight, clear structural force and beautiful architectural appearance. in the bridge of the river. Since the main bridge is mostly erected by two-way cantilever erection from side span to main span, in order to assist the cantilever erection of steel truss girder and reduce the cantilever erection length of steel truss girder, according to the topographic features, environmental factors and boundary conditions of mountains and valleys, Set up a set of super high temporary towers on the secondary side span.

In conjunction with accompanying drawing 1, the main bridge erection adopts the construction method of bidirectional cantilever erection from side span to main span. A group of super-high temporary towers are set between the 4# piers, and the positions of the super-high temporary towers are shown in Figure 1. For a super-high temporary tower of a long-span top-up continuous steel truss bridge under the conditions of high mountains and valleys, the heights of the temporary towers between piers 1#~2# and piers 3#~4# are 110.9m and 133.1m respectively. m. The main bridge is erected using the construction method of bidirectional cantilever erection from side span to main span. Since the bridge spans the deep V-shaped canyon of the Red River, the site topography is complex, the terrain height difference is large, the site road is narrow, and the temporary towers on both sides are super high. It is located on a steep hillside, and because the height of the super-high temporary towers reaches 110.9 meters and 133.1 meters respectively and bears a load of 4,000 tons, the construction is very difficult.

SUMMARY OF THE INVENTION

In order to solve the problem of the difficulty of constructing an ultra-high tower in a high mountain canyon, the present invention provides a construction method for an ultra-high tower suitable for a high mountain canyon. Ensure the safety of construction.

For solving the technical problem, the technical scheme adopted in the present invention is:

A super-high tower construction method suitable for high mountains and canyons is characterized in that, comprising the following steps:

(1) Measure and lay out the construction position of the super-high tower, and level out the pile foundation platform and the station platform of the ground truck crane;

(2) The pile foundation construction and the pile foundation bearing platform construction are carried out on the pile foundation platform, and the pile foundation is set along the slope of the mountain;

(3) The fabricated steel column is processed in the assembly yard, and a safe working platform and a straight ladder are installed on the steel column in the assembly yard, and then transported to the construction site together;

(4) Determine the height operation range of the ground truck crane according to the height of the station platform of the ground truck crane, the height of the pile foundation platform and the lifting height of the ground truck crane itself. Within the height operation range of the ground truck crane, use the ground truck crane. Hoist the steel column segment by segment;

(5) After the steel columns of the same segment are installed, use the ground truck to hoist the web rods between the steel columns, and weld the joints between the web rods and the steel columns;

(6) After the installation of the steel column and the web of the same section is completed, install the inclined ladder between the steel columns of this section for people to climb up and down;

(7) Continue to install the steel columns in sections until the design elevation of the connection system is reached, and then the connection system can be installed. The connection system includes three sets of transverse truss connection systems. The upper group is welded as a whole, and then the three sets of transverse truss connection systems are hoisted to the corresponding elevation positions by ground trucks in turn, and then the connection systems and the steel column connection are welded. After the three sets of transverse truss connection systems are welded, the three Weld the webs between the transverse truss connection systems;

(8) Continue to install the steel columns in sections and install the connection system according to the design elevation until the height of the ground truck crane is reached. Install the connection system at the design elevation until the height of the steel column reaches the design elevation;

(9) Fix and install the column head plate on the top surface of the steel column, and then use the bridge deck hanging beam crane to set up three layers of box-type distribution beams on the top of the column head plate in turn. The beams and box distribution beams are all connected by full welding.

In some embodiments, the rear side slope and the front side slope of the station platform of the ground vehicle crane are protected by soil nailing walls and anchor frame beams respectively, the front side slope of the pile foundation platform is protected by anchor cable frame beams, and the ground vehicle crane is protected by the anchor frame beam. The remaining side slopes of the station platform and the pile foundation platform shall be protected by mixed shotcrete, and a construction intercepting ditch is set on the top of the side slope.

In some embodiments, the pile foundation and the pile foundation cap are in the form of a single pile, single column and single pile foundation cap, and the side surface of the pile foundation cap is provided with embedded parts, and steel pipes are used between adjacent pile caps. connected with the embedded parts.

In some embodiments, when the steel column is installed in alignment with the steel column, a positioning code plate is used to connect and fix the upper and lower steel columns, and a jack and a wedge-shaped iron are used to calibrate the verticality and elevation of the steel column. The column is welded.

In some embodiments, the webs between the steel columns of the same segment include horizontal webs and inclined webs, the horizontal webs are installed first and then the diagonal webs are installed, and the horizontal webs and the diagonal webs are connected together to form a " m" font.

In some embodiments, the three-layer box-type distribution beam includes a bottom distribution beam, a middle layer distribution beam and a top distribution beam, and at least one layer of backing steel plate is provided on the top of the top distribution beam, and the uppermost backing steel plate is disposed A pad rubber pad is arranged above the pad, and an assembled temperature change limiting device is respectively arranged around the pad steel plate.

In some embodiments, the assembled temperature change limiting device includes a laterally assembled temperature change limit device and a longitudinally assembled temperature change limit device, the laterally assembled temperature change limit device and the longitudinally assembled temperature change limiter The limiting devices are respectively arranged around the padding steel plate and the padding rubber plate and limit the position of the padding steel plate.

In some embodiments, the laterally assembled temperature change limiting device includes a steel column, the upper end of the steel column is connected with a corbel, and the corbel is connected with a steel plate; the longitudinally assembled temperature change limiting device includes A steel column, the upper end of the steel column is connected with a steel plate.

In some embodiments, in steps (1) to (9), according to different construction stages, strain gauges are arranged at the bottom, middle and top of the steel column for monitoring the stress condition.

Compared with the prior art, the present invention has the following beneficial effects:

The super-high tower construction method of the present invention is suitable for high mountains and canyons. The super-high temporary tower adopts a comprehensive design method in which double-tower-shaped steel brackets (that is, a double-tower-shaped structure formed by a steel column and a connection system) are integrated with mountain protection. The web between the columns adopts the "m" shape, which improves the safety and economy of the design scheme; and the pile foundation and pile foundation cap of the super high temporary tower adopt the form of single pile, single column and single cap, and the pile foundation and pile The base cap is set along the slope of the mountain, which reduces the damage to the mountain and reduces the difficulty of construction. It solves the problems of long construction period, high construction cost and large damage to the mountain when constructing an ultra-high tower in a high mountain and valley area in the prior art.

The ultra-high temporary tower of the present invention is completed by the ground truck crane and the bridge deck girder crane, which can not only reduce the construction cost, but also improve the construction safety and reliability compared with the tower crane in the prior art.

The ultra-high temporary tower of the present invention is specially designed according to the construction section and the steel column construction safety protection facilities (safety work platform, straight and inclined ladders, strain gauges) during the construction process to ensure the safety of construction.

In the present invention, the distribution beams of the three-layer box-type structure are arranged on the top of the super-high tower pier to ensure that the vertical force is evenly distributed to the top of each column. At the same time, the present invention utilizes the rigidity ratio of the rubber pad and the steel to coordinate the uniform distribution of the reaction force of the fulcrum, avoids the steel plate sliding caused by the longitudinal movement of the steel bridge through the assembled temperature-change limiting device, and adopts a multi-layer distribution beam system to make the vertical force Equal distribution to improve the safety of bridge erection. At the same time, the use of stepped multi-layer distribution beams can reduce the investment of large-scale components and costs when erecting steel trusses, and also improve the adaptability of ultra-high towers to large erection loads.

The invention adapts to the pad heights of different erection schemes by setting the number of layers of the padding steel plates. In the cantilever erection scheme, the lower padding height can reduce the padding reaction force, thereby reducing the cost input. The vertical reaction force generated by the cantilever erection end is adjusted by the elasticity of the pad rubber pad to distribute on the pad, avoiding the damage of the pad components caused by local stress concentration, ensuring the repeated use of the components and reducing the input cost. The prefabricated temperature limit device reduces the temperature side shift during the erection of the steel truss girder, reduces the eccentric bending moment, ensures safety, and can adapt to the change of the joint size of the steel girder truss.

Description of drawings

Fig. 1 is the arrangement schematic diagram of the super high temporary tower of the present invention;

Fig. 2 is the structural schematic diagram of the super high temporary tower of the present invention, wherein the left part in the figure is a schematic front view, and the right part in the figure is a side view schematic;

3 is a schematic diagram of the distribution of the safety work platform, the straight ladder and the inclined ladder installed on the steel column of the present invention;

4 is a schematic diagram of the installation and distribution of strain gauges on the ultra-high temporary tower of the present invention;

Fig. 5 is a schematic diagram in the construction process of the ultra-high temporary tower of the present invention;

Fig. 6 is a schematic diagram in the construction process of the super high temporary tower of the present invention;

Fig. 7 is a schematic diagram in the construction process of the ultra-high temporary tower of the present invention;

Fig. 8 is a schematic diagram in the construction process of the ultra-high temporary tower of the present invention;

9 is a schematic structural diagram of a three-layer box-type distribution beam of the present invention;

10 is a schematic structural diagram of another angle of the three-layer box-type distribution beam of the present invention;

Figure 11 is a schematic diagram of the structure when the upper part of the three-layer box-type distribution beam is installed with a padding steel plate and a padding rubber plate;

Fig. 12 is another angular structural schematic diagram when the upper part of the three-layer box-type distribution beam is installed with a padding steel plate and a padding rubber plate;

13 is a schematic structural diagram of a longitudinally assembled temperature-change limiting device of the present invention;

14 is a schematic structural diagram of a laterally assembled temperature-change limiting device of the present invention;

15 is a schematic diagram of the control point and prism installation distribution of the present invention;

16 is a schematic diagram of the arrangement of the reflective stickers at the bottom of the steel column of the present invention;

17 is a schematic diagram of the present invention observing and measuring the lower section of the steel column;

18 is a schematic diagram of the arrangement of the reflective stickers on the top of the steel column of the present invention;

Figure 19 is a schematic diagram of the present invention observing and measuring the upper section of the steel column;

Marked in the picture: 01, the first super high temporary tower, 02, the first super high temporary tower, 03, the construction access road, 04, the pile foundation platform, 05, the station platform of the ground truck crane, 06, the soil nail wall , 07, anchor frame beam, 08, anchor cable frame beam, 09, ground truck crane, 10, bridge deck beam crane, 11, three-layer box distribution beam, 12, top distribution beam, 13, middle layer distribution beam , 14, bottom distribution beam, 15, steel column, 16, web rod, 17, connection system, 18, safe working platform, 19, inclined ladder, 20, straight ladder, 21, strain gauge, 22, copy pad steel plate, 23 , Copy pad rubber plate, 24, Vertically assembled temperature change limit device, 25, Horizontally assembled temperature change limit device, 26, Steel column, 27, Corbel, 28, Steel plate, 29, Control point, 30, Prism , 31 reflective stickers.

Detailed ways

The present invention will be further described below with reference to the embodiments, and the described embodiments are only a part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, other used embodiments obtained by persons of ordinary skill in the art without creative efforts shall fall within the protection scope of the present invention.

In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc. The indicated orientation or positional relationship is based on the orientation or positional relationship shown in the accompanying drawings, which is only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the indicated device or element must have a specific orientation or a specific orientation. construction and operation, and therefore should not be construed as limiting the invention; the terms "first", "second", "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance; furthermore, unless otherwise Clearly stipulated and defined, the terms "installed", "connected" and "connected" should be understood in a broad sense, for example, it may be a fixed connection, a detachable connection, or an integral connection; it may be a mechanical connection or a Electrical connection; it can be directly connected, or indirectly connected through an intermediate medium, and it can be the internal connection of two components. For those of ordinary skill in the art, the specific meanings of the above terms in the present invention can be understood in specific situations.

With reference to the accompanying drawings, the super-high tower construction method applicable to the alpine canyon of the present invention comprises the following steps:

(1) Measure and lay out the construction position of the super high tower, and level out the pile foundation platform 04 and the station platform 05 of the ground truck crane; The construction position of the temporary tower 02 is measured and laid out. After the measurement and lay out, the construction access road 03 can be constructed first, and then the pile foundation and the pile foundation platform can be constructed. The construction access road 03 is convenient for the transportation of equipment and the operation of the staff.

(2) The pile foundation construction and the pile foundation bearing platform construction are carried out on the pile foundation platform 04, wherein the pile foundation is constructed first, and then the pile foundation bearing platform is poured on the top of the pile foundation; wherein the construction of the pile foundation and the pile foundation bearing platform The construction of the platform belongs to the prior art, which can be understood and understood by those skilled in the art, and will not be repeated here; the pile foundation is arranged along the slope of the mountain, that is, the pile foundation is arranged along the change of the slope of the mountain. A super-high temporary tower 01 and a second super-high temporary tower 02 correspond to a plurality of pile foundations respectively, and a pile foundation cap is poured on the top of each pile foundation, that is, the form of a single pile and a single cap is adopted, which can reduce the number of pile foundations. The damage to the mountain can also reduce the difficulty of construction.

(3) The steel column 15 processed and manufactured in the assembly yard, and the safety work platform and the straight ladder are installed on the steel column 15 in the assembly yard, and then the steel column 15 assembled with the safety work platform 18 and the straight ladder 20 is transported together To the construction site:

(4) According to the height of the station platform 05 of the ground truck crane, the height of the pile foundation platform 04 and the lifting height of the ground truck crane 09 itself, determine the height operation range of the ground truck crane, within the height operation range of the ground truck crane 09 , Use the ground truck crane 09 to hoist the steel column 15 in sections; that is to say, the height of the ground truck crane is used as the range: the difference between the height of the station platform 05 of the ground truck crane and the height of the pile foundation platform 04 plus The lifting height of the truck crane on the ground itself is used to determine the height operation range of the truck crane 09 on the ground.

(5) After the installation of the steel column of the same segment is completed, use the ground vehicle crane 09 to hoist the web rod 16 between the steel column 15, and weld the connection between the web rod 16 and the steel column 15;

(6) After the installation of the steel column 15 and the web rod 16 of the same section is completed, install the inclined ladder 19 for people to climb up and down between the steel columns 15 of this section;

(7) Continue to install the steel column 15 in sections until the design elevation of the connection system is reached, and then the connection system 17 can be installed. The connection system 17 includes three sets of transverse truss connection systems, and the three sets of transverse truss connection systems are first in the assembly yard respectively. The upper group of the tire frame is assembled and welded as a whole, and then the three groups of transverse truss connection systems are successively connected to the corresponding elevation position by the ground truck 19, and then the connection between the connection system 17 and the steel column 15 is welded. After the welding is completed, the web members between the three sets of transverse truss connection systems are welded; a steel column unit is formed between the steel column 15 and the web member, and the connection system 17 is used to connect the adjacent steel column units, so as to connect each The steel column units form an integral structure, wherein each of the steel column units includes a plurality of steel columns, and the steel columns between the same steel column units are connected by web rods to form a whole. Preferably, the present invention adopts a double-tower shaped steel support, that is to say, two steel column units are connected together through a connection system to form a double-tower shaped steel support, which can ensure safety and reduce construction costs.

(8) Continue to install the steel column 15 in sections and install the connection system 17 according to the design elevation until the height of the ground truck crane 19 is reached. The remaining steel columns 15 and the connection system 17 are segmented by the bridge deck girder crane 10 Install the steel column 15 in sections and install the connection system 17 according to the design elevation until the height of the steel column reaches the design elevation; wherein the steps of using the bridge deck girder crane 10 to install the steel column and the connection system in stages are the same as using the ground truck crane 09. The installation steps and processes of the steel column and the connection system are the same, and will not be repeated here.

(9) Fix and install the column head plate on the top surface of the steel column 15, and then use the bridge deck hanging beam crane 10 to sequentially set up three layers of box-type distribution beams on the top of the column head plate, wherein, between the box-type distribution beam and the column head plate , The box-type distribution beam and the box-type distribution beam are all connected by full welding. In the present invention, the distribution beams of the three-layer box-type structure are arranged on the top of the super-high tower pier to ensure that the vertical force is evenly distributed to the top of each column. At the same time, the present invention utilizes the rigidity ratio of the rubber pad and the steel to coordinate the uniform distribution of the reaction force of the fulcrum, avoids the steel plate sliding caused by the longitudinal movement of the steel bridge through the assembled temperature-change limiting device, and adopts a multi-layer distribution beam system to make the vertical force Equal distribution to improve the safety of bridge erection. At the same time, the use of stepped multi-layer distribution beams can reduce the investment of large-scale components and costs when erecting steel trusses, and also improve the adaptability of ultra-high towers to large erection loads.

In some embodiments, the rear side slope and the front side slope of the station platform 05 of the ground vehicle crane are respectively protected by soil nailing walls and anchor frame beams, the front side slope of the pile foundation platform is protected by anchor cable frame beams, and the ground vehicle crane is protected by anchor cable frame beams. The station platform 05 of the crane and the remaining slopes of the pile platform are protected by mixed-spray concrete, and a construction intercepting ditch is set on the top of the slope to ensure the safety and stability of the pile foundation and the station platform 05 of the ground truck crane. , to reduce the safety hazards such as landslides and collapses on the slopes in the alpine and canyon areas.

In some embodiments, the pile foundation and the pile foundation cap are in the form of single pile, single column and single pile foundation cap, that is to say, one pile foundation corresponds to one pile foundation cap and one steel column 15, and each pile A steel column 15 is installed on the foundation cap; and the side surface of the pile foundation cap is provided with embedded parts, and the adjacent pile foundation caps are connected together by steel pipes and embedded parts. Therefore, each pile cap is connected together to form an integral structure, which can not only improve the safety and stability of the super-high tower, but also reduce the construction amount and the damage to the mountain.

In some embodiments, when the steel column 15 is installed in alignment with the steel column 15, a positioning code plate is used to connect and fix the upper and lower steel columns, and a jack and a wedge iron are used to calibrate the verticality and elevation of the steel column. The steel column is welded to ensure that the two adjacent steel columns 15 are in a vertical state, ensuring that the pressure on the ultra-high tower can be transmitted to the steel column 15, the pile foundation cap and the pile foundation in turn. Finally, the force between the pile foundation and the soil body is used to bear the vertical pressure.

In some embodiments, the web rod 16 between the steel columns 15 of the same segment includes a horizontal web rod and a diagonal web rod, the horizontal web rod is installed first and then the diagonal web rod is installed, and after the horizontal web rod and the diagonal web rod are connected together It is in the shape of "meter", in which the horizontal web rod and the inclined web rod and the steel column 15 are all connected by welding, and the horizontal web rod and the inclined web rod are also fixedly connected by welding.

In some embodiments, the three-layer box distribution beam includes a bottom distribution beam 14, a middle layer distribution beam 13 and a top layer distribution beam 12, and the bottom layer distribution beam 14, the middle layer distribution beam 13 and the top layer distribution beam 12 form a stepped structure, so The top of the top distribution beam 12 is provided with at least one layer of padding steel plate 22, the top of the padding steel plate 22 at the top is provided with a padding rubber pad 23, and the surrounding of the at least one layer of padding steel plate 22 is respectively provided with an assembly. Type temperature limit device.

In some embodiments, the assembled temperature change limiting device includes a laterally assembled temperature change limit device 25 and a longitudinally assembled temperature change limit device 24 , the laterally assembled temperature change limit device 25 and the longitudinally assembled temperature limit device 24 . The temperature change limiting device 24 is respectively arranged around the padding steel plate and the padding rubber plate 23 and limits the position of the padding steel plate 22 .

In some embodiments, the laterally assembled temperature change limiting device 25 includes a steel column 26, the upper end of the steel column 26 is connected with a corbel 27, and the corbel 27 is connected with a steel plate 28, wherein the steel column 26 uses In order to contact with the padding steel plate 22 and limit the position of the padding steel plate 22, the corbel 27 and the steel plate 28 are used to limit the position of the steel truss installed above.

In some embodiments, the longitudinally assembled temperature change limiting device 24 includes a steel column 26 , and a steel plate 28 is connected to the upper end of the steel column 26 , and both the steel column 26 and the steel plate 28 are used for aligning the steel plate 22 Limit.

The invention adapts to the pad heights of different erection schemes by setting the number of layers of the padding steel plates. In the cantilever erection scheme, the lower padding height can reduce the padding reaction force, thereby reducing the cost input. The vertical reaction force generated by the cantilever erection end is adjusted by the elasticity of the pad rubber pad to distribute on the pad, avoiding the damage of the pad components caused by local stress concentration, ensuring the repeated use of the components and reducing the input cost. The prefabricated temperature limit device reduces the temperature side shift during the erection of the steel truss girder, reduces the eccentric bending moment, ensures safety, and can adapt to the change of the joint size of the steel girder truss.

In some embodiments, in steps (1) to (9), according to different construction stages, strain gauges are arranged at the bottom, middle and top of the steel column for monitoring the stress condition.

In some instances, in steps (1) to (9), it is also necessary to observe and measure the ultra-high tower according to different construction stages, and the method for observing and measuring the ultra-high tower includes:

(1) Set up three or more control points 29 around the construction work area at the bottom of the super-high tower, and ensure that each control point has good visibility and will not be damaged. A control point 29 is set at the top of #pier, 2#pier, 3#pier and 4#pier); as shown in Figure 15, three control points 29 are set around the construction work area at the bottom of the ultra-high tower, of which 2 are On the periphery of the bottom construction work area, a control point 29 is provided at the bottom of the side pier, and a control point 29 is also provided on the top of the side pier. Among them, the selection of control points 29 should be reasonably arranged according to the geographical location and terrain, and the selected control points should fully consider the construction needs and convenience of construction.

(2) When positioning the pile foundation of the super-high tower, in conjunction with accompanying drawing 15, erect the total station on any one of the control points 29 around the construction operation area at the bottom of the super-high tower, and use the station orientation Measure and check one of the other points, and complete the rest of the pile positioning in this way.

(3) When measuring the verticality, elevation and settlement of the lower section of the steel column (that is, within the height operating range of the ground truck crane 09): in conjunction with the accompanying drawings 16 and 17, install at the center of the top of the steel column 15 Prism 30, install reflective stickers 31 at the bottom of the steel column as a settlement observation point, and erect the measuring instrument on the control point 29 for easy observation (in conjunction with accompanying drawing 17, the control point is at the bottom of the side pier), and the measuring instrument is erected on the The bottom of the side pier, and the verticality and elevation of the center of the steel column are measured through a prism;

(4) When measuring the verticality, elevation and settlement of the upper end of the steel column (that is, the operating range of the bridge deck girder crane): in conjunction with the accompanying drawings 18 and 19, at the center of the top of the steel column 15 Install the prism 30, install the reflective stickers 31 on the top of the steel column as a settlement observation point, set up the measuring instrument on the control point 29 for easy observation (in conjunction with accompanying drawing 17, the control point is on the top of the side pier), about to set up the measuring instrument On the top of the side pier, the verticality and elevation of the center of the steel column are measured through the prism 30;

The observation and measurement method for the ultra-high tower of the invention can reduce the difficulty of construction measurement, ensure that the construction work surface is within the observation range of the measurement control network, and facilitate regular settlement observation in the later stage. At the same time, compared with the prior art, the observation and measurement method of the present invention reduces the number of station establishments in the construction measurement, completes the construction measurement under the condition of visibility, and ensures the quality and accuracy of the construction measurement of the super-high temporary pier tower. .

The above is not intended to limit the present invention in any form and substance. It should be pointed out that for those of ordinary skill in the art, without departing from the method of the present invention, several improvements and supplements can be made. These improvements and supplements It should also be regarded as the protection scope of the present invention. All those skilled in the art, without departing from the spirit and scope of the present invention, can utilize the above-disclosed technical content to make some changes, modifications and equivalent changes of evolution, all belong to the present invention. Equivalent embodiments; at the same time, any modification, modification and evolution of any equivalent changes made to the above embodiments according to the essential technology of the present invention still fall within the scope of the technical solutions of the present invention.

Claims (8)

1. the super-high tower construction method of the large-span upper bearing type continuous steel truss girder bridge in alpine canyons, is characterized in that, comprises the steps: (1) Measure and lay out the construction position of the super-high tower, and level out the pile foundation platform and the station platform of the ground truck crane; (2) The pile foundation construction and the pile foundation bearing platform construction are carried out on the pile foundation platform, and the pile foundation is set along the slope of the mountain; (3) The fabricated steel column is processed in the assembly yard, and a safe working platform and a straight ladder are installed on the steel column in the assembly yard, and then transported to the construction site together; (4) Determine the height operation range of the ground truck crane according to the height of the station platform of the ground truck crane, the height of the pile foundation platform and the lifting height of the ground truck crane itself. Within the height operation range of the ground truck crane, use the ground truck crane. Hoist the steel column segment by segment; (5) After the steel columns of the same segment are installed, use the ground truck to hoist the web rods between the steel columns, and weld the joints between the web rods and the steel columns; (6) After the installation of the steel column and the web of the same section is completed, install the inclined ladder between the steel columns of this section for people to climb up and down; (7) Continue to install the steel columns in sections until the design elevation of the connection system is reached, and then the connection system can be installed. The connection system includes three sets of transverse truss connection systems. The upper group is welded as a whole, and then the three sets of transverse truss connection systems are hoisted to the corresponding elevation positions by ground trucks in turn, and then the connection systems and the steel column connection are welded. After the three sets of transverse truss connection systems are welded, the three Weld the webs between the transverse truss connection systems; (8) Continue to install the steel columns in sections and install the connection system according to the design elevation until the height of the ground truck crane is reached. Install the connection system at the design elevation until the height of the steel column reaches the design elevation; (9) Fix and install the column head plate on the top surface of the steel column, and then use the bridge deck hanging beam crane to set up three layers of box-type distribution beams on the top of the column head plate in turn. The beams and box distribution beams are all connected by full welding. 2. the super-high tower construction method of the high-mountain canyon large-span top-supporting continuous steel truss girder bridge according to claim 1, is characterized in that, the rear side slope and the front side slope of the station platform of the ground truck crane are carried out respectively. Soil nail wall and anchor frame beam protection, the front slope of the pile platform is protected by anchor cable frame beam, the station platform of the ground truck crane and the remaining slopes of the pile platform are protected by mixed shotcrete, and the side slopes of the slope are protected by concrete. There is a construction intercepting ditch at the top. 3. the super-high tower construction method of the high-mountain canyon large-span top-supported continuous steel truss girder bridge according to claim 1, it is characterized in that, pile foundation and pile foundation cap adopt single pile single column single pile foundation cap In addition, the side surface of the pile foundation cap is provided with embedded parts, and the adjacent pile foundation caps are connected together by steel pipes and embedded parts. 4. The super-high tower construction method of the long-span top-supported continuous steel truss girder bridge in the alpine valley according to claim 1, is characterized in that, when the steel column and the steel column are aligned and installed, the positioning code plate is used to connect and fix For the upper and lower steel columns, the verticality and elevation of the steel columns are corrected by using a jack and a wedge iron. After the adjustment, the steel columns are welded. 5. The super-high tower construction method of the large-span top-supported continuous steel truss girder bridge in the alpine valley according to claim 1, wherein the web between the steel columns of the same segment comprises a horizontal web and an oblique web. For the web rod, install the horizontal web rod first and then install the inclined web rod. The horizontal web rod and the diagonal web rod are connected together to form a "meter" shape. 6. The super-high tower construction method of the long-span top-supported continuous steel truss girder bridge in the alpine valley according to any one of claims 1-5, wherein the three-layer box-type distribution beam comprises a bottom distribution The beam, the middle-level distribution beam and the top-level distribution beam, the top of the top-level distribution beam is provided with at least one layer of padding steel plate, and the top of the padding steel plate located at the top is provided with a padding rubber pad, and the surrounding areas of the padding steel plate are respectively A prefabricated temperature change limiting device is provided. 7. The super-high tower construction method of the long-span top-supported continuous steel truss bridge in the alpine valley according to claim 6, wherein the assembled temperature change limiting device comprises a laterally assembled temperature change limit The device and the longitudinally assembled temperature change limit device, the laterally assembled temperature change limit device and the longitudinally assembled temperature change limit device are respectively arranged around the pad steel plate and the pad rubber plate and limit the pad steel plate. bit. 8. the super-high tower construction method of the high-mountain canyon large-span top-supporting continuous steel truss girder bridge according to claim 1, is characterized in that, in steps (1) to (9), according to different construction stages, Strain gauges are arranged at the bottom, middle and top of the steel column to monitor the stress.

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