CN217352142U

CN217352142U - Large-span curve steel truss girder construction system

Info

Publication number: CN217352142U
Application number: CN202123263012.8U
Authority: CN
Inventors: 徐磊; 刘晓晗; 崔健; 沈维成; 危明; 程涛; 徐先明
Original assignee: Anhui Road and Bridge Engineering Co Ltd
Current assignee: Anhui Road and Bridge Engineering Co Ltd
Priority date: 2021-12-23
Filing date: 2021-12-23
Publication date: 2022-09-02
Anticipated expiration: 2031-12-23

Abstract

The utility model discloses a large-span curve steel truss roof beam construction system embodies including a plurality of interim buttresses (1), and interim buttresses (1) top is supported and is fixed with slide roof beam (10), has respectively between adjacent interim buttresses (1) to assemble the support system, assembles support system top and supports channel-section steel (40) that is fixed with longitudinal extension, is connected with between slide roof beam (10), channel-section steel (40) preceding nose girder (5). The utility model discloses an interim buttress (1) and slide roof beam (10), assemble support system and channel-section steel (40), preceding pilot beam (5) cooperation thereof can be used to realize assembling and removing of steel truss, facilitates for the installation of bridge steel truss.

Description

Large-span curve steel truss girder construction system

Technical Field

The utility model relates to a bridge steel truss construction system field specifically is a large-span curve steel truss roof beam construction system.

Background

The bridge pushing can use simple equipment to build a long and large bridge, has low construction cost, stable construction and no noise, can be adopted on water depth, valleys and high piers, and can also be used on curved bridges and ramp bridges. The bridge pushing construction has no requirements on the foundation and the clearance under the bridge, and the traffic or navigation is not influenced. Along with the rapid development of social economy, the urban expansion is continuously accelerated, roads surround the urban periphery and are continuously extended, the urban expansion is greatly influenced by the restriction of the built expressway, the construction difficulty of newly-built bridge-spanning is high, and the semi-closed construction has a large influence on social traffic operation. The bridge jacking construction is carried out at the high speed in the midspan process so as not to influence the normal traffic of high-speed vehicles, the development trend is rapid, and the application prospect is wide. Along with the continuous development of mechanical equipment, the construction process of the bridge jacking method is diversified and standardized, from single-point jacking to multi-point jacking, from segmental jacking to integral jacking, from intermittent jacking to continuous jacking, from the early construction of directly jacking a beam body by a horizontal jack and a vertical jack to the construction of matching a pull rod (cable) jack and a pull beam body by the horizontal jack, and then to the construction of walking type multi-point continuous jacking by combining the horizontal jack and the vertical jack. It can be seen that the incremental launching equipment system is gradually improved and the construction process is gradually mature.

The construction method of the large-span curve steel truss girder does not influence the stress state of the steel truss girder, can successfully solve the high-speed traffic pressure, and provides valuable experience for the construction of crossing the existing lines, river channels, deep valleys and the like of a steel structure bridge which is not convenient for building a support. The construction method of the large-span curve steel truss girder has strong pertinence to construction of the main bridge steel truss girder crossing the existing expressway, and under the condition that the expressway can not be closed, multipoint traction type pushing construction is adopted by combining the structural stress characteristics (the stress at the node plates is reasonable) of the steel truss girder. Because the walking type pushing stroke is small, the stress area is dense in the pushing process of the beam body, the beam body except the steel truss beam node plate can not meet the stress requirement, the beam body needs to be reinforced, the beam body needs to be dismantled after forming a bridge, the time and the labor are consumed, the multi-point traction type pushing can be designed according to the steel truss beam stress node, the construction is convenient, the equipment is simple and efficient, and the remarkable economic and social benefits are obtained.

SUMMERY OF THE UTILITY MODEL

An object of the utility model is to provide a large-span curve steel truss roof beam construction system that construction speed is fast, the cost is low, environmental impact is little.

In order to achieve the above purpose, the utility model adopts the technical scheme that:

the large-span curve steel truss girder construction system comprises a plurality of temporary buttresses (1) which are longitudinally distributed, a longitudinally extending slide girder (10) is supported and fixed at the top of each temporary buttress (1), an assembling support system is arranged between every two adjacent temporary buttresses (1) respectively and consists of a plurality of longitudinally distributed splicing supports (2), longitudinally extending channel steel (40) is supported and fixed at the top of each splicing support (2) in each assembling support system, and a front guide girder (5) is connected between the adjacent slide girders (10) and the channel steel (40);

the top of each slideway beam (10) is longitudinally and slidably provided with a sliding block (12), the top of each slideway beam (10) is also fixedly provided with a vertical jack (11), and the position of the vertical jack (11) avoids the sliding path of the sliding block (12); one end of the top of each slide way beam (10) close to the same direction is respectively fixed with a rear anchor (3), each slide way beam (10) is respectively provided with a pushing traction system (4), each pushing traction system (4) comprises a counter-force seat (8), and the counter-force seats (8) are fixed on the rear anchors (3) at the end parts of the corresponding slide way beams (10) and are simultaneously fixedly connected with the corresponding slide way beams (10); a penetrating continuous jack (7) is respectively fixed on each counter-force seat (8), and the piston rod end of the penetrating continuous jack (7) extends and retracts longitudinally; the rear anchors (3) are respectively fixed with a winch, a traction steel strand (9) is respectively anchored on a rotating shaft of the winch, and the traction steel strand (9) longitudinally extends through the reaction seat (8) and then penetrates through and is fixed on the sliding block (12).

Furthermore, the temporary buttress (1) comprises a plurality of steel pipe columns (35) which are distributed transversely and longitudinally and are vertical respectively, and a temporary buttress main limb (36) which is positioned in the middle of the transverse and longitudinal arrays of the steel pipe columns (35), wherein the lower end of each steel pipe column (35) is fixed on the ground through a concrete expansion foundation (37), the upper end of each steel pipe column (35) is fixedly supported with a distribution beam F2(38), the tops of the distribution beams F2(38) in the same transverse direction are fixedly supported with a distribution beam F1(34), and the tops of the distribution beams F1(34) and the tops of the temporary buttress main limbs (36) are matched to jointly support and fix the longitudinally extending slideway beam (10).

Further, concatenation support (2) include a plurality of steel pipes (42) of violently indulging the distribution, and each steel pipe (42) lower extreme is fixed in ground through assembling platform base (44), and the top of each steel pipe (42) supports jointly fixedly channel-section steel (40), violently indulge to be connected with between the adjacent steel pipe (42) to one side double pin angle bar (41) and the horizontally I-steel (43) of drawing.

Further, on punching continuous jack (7) was fixed in counter-force seat (8) through horizontal deviation correcting system (6), horizontal deviation correcting system (6) included limiting plate (13) and a pair of longeron (15) that distribute from top to bottom, and two longeron (15) equidirectional one end were respectively through reaction frame (14) fixed connection in limiting plate (13), limiting plate (13) and the longeron that is located the below were fixed in on counter-force seat (8) respectively, and were connected with a plurality of perpendicular roof beams (16) between two longerons (15), punching continuous jack (7) are located between two longerons (15), punching continuous jack (7) one end fixed connection reaction frame (14), punching continuous jack (7) other end are connected with rubber block (19) through supporting beam (17), movable beam (18), wherein supporting beam (17), movable beam (18) slidable mounting are in each perpendicular roof beam (16), the rubber block (19) is exposed from the transverse deviation correcting system (6).

Further, continuous jack of punching (7) is double-cylinder structure, and it includes that the axial is respectively along same fore-and-aft first hydro-cylinder (21), second hydro-cylinder, and the cylinder body end of first hydro-cylinder (21) passes through base (20) fixed connection reaction frame (14), and first piston rod end (22) of first hydro-cylinder (21) are connected with second piston rod end (24) of second hydro-cylinder through connecting piece (23), and the cylinder body end of second hydro-cylinder is connected with steel backing plate (26) through lever (25), steel backing plate (26) are connected through supporting beam (17), walking beam (18) rubber block (19).

Further, the assembling platform comprises a plurality of beam frames distributed transversely and longitudinally, each beam frame comprises a plurality of steel frame beams C (47) distributed transversely and longitudinally and respectively vertically, steel frame beams A (45) connected to the tops of the steel frame beams C (47) and steel frame beams B (46) connected to the bottoms of the steel frame beams C (47), lifting lugs (48) are fixed to the tops of the steel frame beams A (45), transversely adjacent steel frame beams C (47) are connected through beam supports (49), longitudinally adjacent steel frame beams C (47) are connected through longitudinal beam supports (50), jump plates (53) are fixed to the beam supports (49) and the longitudinal beam supports (50) in an overlapping mode, construction operation platforms (52) are fixed to the jump plates (53), and hanging ladders (51) are arranged on the side face of any one beam frame; the splicing platform is arranged between the tops of longitudinally adjacent distribution beams F2(38) in the temporary buttress (1).

A construction method of a large-span curve steel truss girder comprises the following steps:

s1, construction preparation: planning a site steel member stacking field, reserving an assembling field, and completing construction of main pier and transition pier base stones and installation of a support;

s2, foundation treatment: adopting cement stabilized soil foundation treatment, adding cement and undisturbed soil in a support fulcrum area, stirring and compacting, and adopting layered stirring and compacting during treatment, wherein the treatment depth is 60cm, and the layered thickness is 20 cm. Laying an assembling support (2) on the treated foundation after the foundation bearing capacity is detected to be qualified;

s3, constructing the temporary buttress (1): and erecting four rows of temporary piers beside the main pier. The four rows of piles are connected by a steel pipe connecting system, so that the overall stability of the temporary buttress (1) is improved;

s4, installing a slideway beam (10) and a cushion block: the method comprises the following steps that a slideway beam (10) and cushion blocks are arranged on transverse distribution beams (39) of all temporary buttresses, and a continuous jack (7) pushing device and a control system thereof are arranged on the slideway beam (10) on the temporary buttress (1);

s5, assembling the guide beam and pushing the sections: assembling the assembled platform by adopting a truck crane for three times, pushing the assembled platform for three times on the pushing support, and pushing once after each section is assembled; a steel truss girder is dragged to a design position from a large distance to a small distance by a continuous center-penetrating jack (7) arranged on a main pier top slideway beam (10); before the beam falls, the guide beam is dismantled in sections by adopting a truck crane on the side of the transition pier, all the slideway beams (10) and the support distribution beams are dismantled simultaneously, the elevation and the horizontal position of the steel truss beam are adjusted, and the beam falls in place;

s6, installing a pushing traction system (4): lubricating oil is smeared on the slideway surface of the slideway beam (10), and the steel truss is pulled by the through continuous jack (7) to be anchored, so that the steel truss beam advances according to the node distance of the chord members; synchronously jacking the steel truss girder by using a vertical jack (11) to ensure that the top surface of the sliding block (12) is empty; the sliding block (12) is pulled to the node of the next lower chord by the winch; the steel truss beam falls on the sliding block (12) again by falling the beam through the vertical jack (11);

s7, installing a transverse deviation rectifying system (6): the linear simulation is carried out, the requirement of each sliding in the pushing process of the curved bridge is met, the deviation correction amount is determined through measurement and observation after the sliding, and the deviation correction is carried out by using the arranged through continuous jacks (7);

s8, multi-point dragging and pushing construction: the steel truss girder construction adopts a multipoint dragging and pushing method, and temporary piers are not arranged in the main high-speed range; the steel truss girder dragging and pushing scheme is characterized in that a front guide girder (5) is arranged, a truck crane is used for splicing the front guide girder (5) and the steel truss girder on a splicing platform, after the steel truss girder and the front guide girder (5) are spliced, the steel truss girder and the front guide girder (5) are integrally dragged to move forwards in the direction of a front pier, a center-penetrating continuous jack (7) is arranged in the horizontal direction of the pier top of a temporary buttress (1), and the steel truss girder is dragged to a designed position; after the steel truss girder is dragged to a design position, a front guide girder (5) is disassembled in a subsection manner by adopting a 50t automobile crane on the pier side, the elevation and the horizontal position of the steel truss girder are adjusted, and the girder falls to the design position;

and S9, dismantling the temporary facility and coating on the construction site.

The utility model has the following characteristics and beneficial effect:

(1) the utility model discloses ensure that all interim supports all outside high-speed, the high-speed construction of striding on the steel truss roof beam does not influence high-speed vehicle normal current, and the safety is protected and is led to. The steel truss girder and the bracket are stressed more reasonably by adopting multi-point traction, the single-point stress is avoided being overlarge, and meanwhile, the multi-point traction girder body slides stably, so that the curve bridge advancing track is easier to control.

(2) The utility model discloses a highway is strideed across to the pushing mode of multipoint drag, and the job site satisfies steel longeron framing erection condition in proper order, and nevertheless construction period is longer, for satisfying the time limit for a project requirement, and construction convenience, make full use of left side support platform assembles right side width of cloth steel longeron earlier and pushes away the back that targets in place in the left side width of cloth, transversely slides to right side width of cloth design position again. Meanwhile, the method has the advantages of efficient utilization, reduction of temporary measures and high economic benefit.

(3) The utility model discloses according to steel truss roof beam self atress structural characteristic, can be according to steel truss roof beam atress node design construction, satisfy that top pushing in-process all vertical braces stress points all set up in chord member gusset plate department down, the atress is reasonable, has stronger pertinence and real behaviour nature.

Drawings

FIG. 1 is a flow chart of the construction process of the present invention.

FIG. 2 is a drawing of a multi-point towing and pushing construction.

FIG. 3 is a schematic view of a push traction system.

FIG. 4 is a schematic diagram of a lateral deviation rectification system.

Fig. 5 is a schematic structural view of the piercing continuous jack in fig. 4.

Fig. 6 is a front beam floor plan.

Fig. 7 is a front beam floor plan.

Fig. 8 is a schematic view of a skid beam.

Fig. 9 is a longitudinal arrangement view of the temporary buttresses.

Fig. 10 is a transverse arrangement view of the temporary buttresses.

Fig. 11 is a sectional view of the sectional bracket.

Fig. 12 is a schematic view of a saddle-type hanging basket for high-bolt screwing of upper and lower chords.

FIG. 13 is a schematic view of a deck system high pin screwing operation platform.

Fig. 14 is a schematic view of an aerial work platform arrangement.

In the figure: 1-temporary buttress, 2-assembly bracket A, 3-rear anchor, 4-pushing traction system, 5-front guide beam, 6-transverse deviation correction system, 7-piercing continuous jack, 8-counter force seat, 9-traction stranded wire, 10-slideway beam, 11-vertical jack, 12-sliding block, 13-limiting plate, 14-counter force frame, 15-longitudinal beam, 16-vertical beam, 17-supporting beam, 18-movable beam, 19-rubber block, 20-base, 21-first oil cylinder, 22-first piston rod end, 23-connecting piece 24-second piston rod end, 25-lever, 26-steel base plate, 27-upper chord, 28-lower chord, 29-web member, 30-stainless steel plate, 31-partition plate, 32-MGE plate, 33-countersunk head bolt, 34-distribution beam F1, 35-steel pipe column, 36-temporary pier main limb, 37-concrete enlarged foundation, 38-distribution beam F2, 39-transverse distribution beam, 40-channel steel, 41-double-spliced angle iron, 42-steel pipe, 43-I-steel, 44-spliced platform base, 45-steel frame beam A, 46-steel frame beam B, 47-steel frame beam C, 48-lifting lug, 49-cross beam bracket, 50-longitudinal beam bracket, 51-hanging ladder, 52-construction operation platform, 53-springboard and 54-safety hoop.

Detailed Description

The present invention will be further explained with reference to the drawings and examples.

As shown in fig. 2, the utility model discloses large-span curve steel truss girder construction system, include along longitudinal distribution's a plurality of interim buttresses 1, every interim buttress 1 top supports the slide roof beam 10 that is fixed with longitudinal extension, is equipped with respectively between every two adjacent interim buttresses 1 and assembles the mounting system, assemble the mounting system and comprise a plurality of longitudinal distribution's concatenation support 2, each 2 tops of concatenation support jointly support the channel-section steel 40 that is fixed with longitudinal extension in every assembly mounting system, be connected with front guide 5 between adjacent slide roof beam 10, the channel-section steel 40.

The top of each slideway beam 10 is respectively provided with a sliding block 12 in a longitudinal sliding manner, the top of each slideway beam 10 is also fixed with a vertical jack 11, and the position of the vertical jack 11 avoids the sliding path of the sliding block 12; one end of the top of each slide way beam 10, which is close to the same direction, is respectively fixed with a rear anchor 3, each slide way beam 10 is respectively provided with a pushing traction system 4, each pushing traction system 4 comprises a counter-force seat 8, and the counter-force seats 8 are fixed on the rear anchors 3 at the end parts of the corresponding slide way beams 10 and are simultaneously fixedly connected with the corresponding slide way beams 10; a continuous feed-through jack 7 is fixed on each counter-force seat 8, and the piston rod end of the continuous feed-through jack 7 extends and retracts longitudinally; the rear anchors 3 are respectively fixed with a winch, a traction steel strand 9 is respectively anchored on a rotating shaft of the winch, and the traction steel strand 9 longitudinally extends through the reaction seat 8 and then penetrates through and is fixed on the sliding block 12.

As shown in fig. 3, 9 and 10, the temporary buttress 1 includes a plurality of vertical steel pipe columns 35 distributed in the transverse and longitudinal direction and respectively, and a main temporary buttress limb 36 located in the middle of the transverse and longitudinal arrays of the steel pipe columns 35, the lower end of each steel pipe column 35 is fixed to the ground through a concrete enlarged foundation 37, the upper end of each steel pipe column 35 is fixedly supported by a distribution beam F238, the tops of the distribution beams F238 in the same transverse direction are fixedly supported by a distribution beam F134 together, and the tops of the distribution beams F134 and the tops of the main temporary buttress limbs 36 are matched to jointly support and fix the longitudinally extending slide way beam 10.

The temporary buttress 1 is a symmetrical buttress, and an assembly platform is arranged on the buttress. As shown in fig. 12, 13 and 14, the splicing platform includes a plurality of beam frames distributed in the transverse and longitudinal directions, each beam frame includes a plurality of vertical steel frame beams C47 distributed in the transverse and longitudinal directions, a steel frame beam a45 connected to the top of each steel frame beam C47, and a steel frame beam B46 connected to the bottom of each steel frame beam C47, lifting lugs 48 are fixed to the tops of the steel frame beams a45, transversely adjacent steel frame beams C47 are connected through cross beam brackets 49, longitudinally adjacent steel frame beams C47 are connected through longitudinal beam brackets 50, jump plates 53 are fixed to the cross beam brackets 49 and the longitudinal beam brackets 50 in an overlapping manner, construction operation platforms 52 are fixed to the jump plates 53, and hanging ladders 51 are arranged on the side surface of any one beam frame; the splicing platform is arranged between the tops of longitudinally adjacent distribution beams F238 in the temporary buttress 1.

The utility model discloses in, be slider 12 and vertical jack 11 on the slide roof beam 10 that interim buttress 1 supported, arranged safety hoop 55 on vertical jack 11, ensure safety, adopt to hang ladder 51 springboard 53 and get into high altitude operation platform.

As shown in fig. 8, 4mm thick stainless steel is welded on the top surface of the slideway beam 10 to serve as a sliding surface, a 30mm thick MEG plate 32 is connected with the bottom of the sliding block 12 by using a countersunk bolt 33, the sliding block 12 is slidably mounted on the sliding surface of the slideway beam 10 through the MEG plate 32, and limiting plates 13 are arranged on two transverse sides of the sliding block 12; the slideway beam 10 adopts a box-shaped section form, the standard section slideway beam 10 has the size of 1200 multiplied by 1400 multiplied by 24 multiplied by 30mm, and partition plates 31 are arranged in the box beam every 0.5 meter.

In the utility model discloses in, interim buttress 1 comprises slider 12, slide roof beam 10, distribution beam F134, distribution beam F238, steel-pipe column 35, concrete expansion basis 37, interim mound main limb 36 and baffle 31. The skid beams 10 are installed on the lateral distribution beams 39 of all the temporary buttresses 1. The foundations of the temporary buttress 1 and the transverse translation buttress are in the form of C20 concrete expanding foundations 37 with the thickness of 100 cm. Fillet welds are adopted among the 35-column cap of the steel pipe column, the distribution beam F134, the distribution beam F238 and the slideway beam 10, and the height of a weld leg is not less than 10 mm; and a continuous jack jacking device, a control system thereof and the like are arranged on the slide way beam 10 of the temporary pier 1.

In the utility model, the splicing platform is composed of a steel frame beam A45, a steel frame beam B46 and a steel frame beam C47, and a lifting lug 48 is arranged on the steel frame beam A45, so that the operation of a crane is convenient; the high bolts of the bridge deck system are all used as construction operation platforms 52 in a mode of hanging ladders 51 and a mode of combining the long beam supports 50 and the cross beam supports 49 by setting jump boards 53.

As shown in fig. 11, the splicing support 2 includes a plurality of steel pipes 42 distributed horizontally and vertically, the lower ends of the steel pipes 42 are fixed to the ground through a splicing platform base 44, the tops of the steel pipes 42 jointly support and fix the channel steel 40, and a diagonal double-spliced angle iron 41 and a horizontal i-shaped steel 43 are connected between the horizontally and vertically adjacent steel pipes 42.

In the utility model, the assembly bracket 2 is composed of a transverse distribution beam 39, a channel steel 40, an I-steel 43, double-assembly angle iron 41, a steel pipe 42 and an assembly platform base 44; the transverse distribution beam 39 is double-spliced HN 500X 200, the double-spliced angle iron 41 is 70X 6, the steel pipe 42 is phi 426X 8, and the structure adopts 14# I-shaped steel 43, so that the stability and reliability of the support are ensured.

As shown in fig. 4, the utility model discloses in, it is fixed in on the counter-force seat 8 through horizontal deviation correcting system 6 to wear continuous jack 7, horizontal deviation correcting system 6 includes limiting plate 13 and a pair of longeron 15 that distributes from top to bottom, and two longeron 15 equidirectional one ends are respectively through reaction frame 14 fixed connection in limiting plate 13, limiting plate 13 is fixed in on the counter-force seat 8 with the longeron that is located the below respectively, and is connected with a plurality of vertical beams 16 between two longerons 15, wear continuous jack 7 is located between two

longerons

15, and 7 one end fixed connection of wear continuous jack reaction frame 14, the 7 other end of wear continuous jack are connected with the block rubber 19 through supporting beam 17, walking beam 18, and wherein supporting beam 17, walking beam 18 slidable mounting are in each vertical beam 16, and the block rubber 19 is followed horizontal deviation correcting system 6 exposes.

The pushing traction system 4 of the utility model comprises a piercing continuous jack 7, a counter-force seat 8, a traction steel strand 9, a slideway beam 10, a vertical jack 11 and a slide block 12, wherein the piercing continuous jack comprises a base 20, a first oil cylinder 21 and a first piston rod end 22 thereof, a connecting piece 23, a second oil cylinder and a second piston rod end 24 of the second oil cylinder, a lever 25 and a steel backing plate 26; the counter-force seat 8 of the jack is connected with the slideway beam 10 to form a traction anchoring pedestal; the traction anchoring seat is welded on the rear anchor 3 to form a force transmission system; two oil cylinders are arranged in front of and behind the center-penetrating continuous jack 7, and the oil cylinders alternately run and reciprocate circularly.

As shown in fig. 5, the continuous center-penetrating jack 7 has a double-cylinder structure, and includes a first cylinder 21 and a second cylinder which are axially and respectively arranged along the same longitudinal direction, a cylinder body end of the first cylinder 21 is fixedly connected to the reaction frame 14 through a base 20, a first piston rod end 22 of the first cylinder 21 is connected to a second piston rod end 24 of the second cylinder through a connecting member 23, a cylinder body end of the second cylinder is connected to a steel pad plate 26 through a lever 25, and the steel pad plate 26 is connected to the rubber block 19 through a support beam 17 and a movable beam 18.

The transverse deviation rectifying system 6 of the utility model comprises a reaction frame 14, a supporting frame 17 and a movable beam 18; the reaction frame 14 comprises a limiting plate 13, a longitudinal beam 15 and a vertical beam 16 and is used for installing the through continuous jack 7 and transmitting the reaction force to the slide way beam. Four longitudinal beams 15 are arranged and connected with the limiting plate 13, and the vertical beams 16 are used for connecting the longitudinal beams 15 in the vertical direction; a rubber block 19 is fixed on the movable beam 18.

As shown in fig. 6 and 7, the middle front girder 5 of the present invention is a truss structure, and includes an upper chord 27, a lower chord 28, and a web 29 connecting the upper chord 27 and the lower chord 28, wherein the upper chord and the lower chord are made of stainless steel plates 30. The upper chord 27 is a 600mm multiplied by 824mm box-shaped structure, the upper and lower panels are 20mm thick, and the side panels are 12mm thick; the lower chord is a box-shaped structure S2 with the thickness of 800mm multiplied by 824mm, the upper and lower panels are 20mm thick, and the side panels are 12mm thick; the web member 29 is an i-steel of 800 × 500 × 10 × 14.

As shown in fig. 1, the utility model relates to a large-span curve steel truss girder construction method, including following step:

s1, construction preparation: constructing a site steel member stacking field, reserving an assembling field, and completing main pier and transition pier stone-laying construction and support installation;

s2, foundation treatment: adopting cement stabilized soil foundation treatment, adding cement and undisturbed soil in a support fulcrum area, stirring and compacting, and adopting layered stirring and compacting during treatment, wherein the treatment depth is 60cm, and the layered thickness is 20 cm. Laying an assembling support 2 on the treated foundation after the foundation bearing capacity is detected to be qualified;

s3, constructing the temporary buttress 1: and erecting four rows of temporary piers beside the main pier. The four rows of piles are connected by a steel pipe connecting system, so that the overall stability of the temporary buttress 1 is improved;

s4, installing the slideway beam 10 and the cushion block: installing a slideway beam 10 and a cushion block on the transverse distribution beams 39 of all the temporary buttresses, and installing a continuous jack 7 pushing device and a control system thereof on the slideway beam 10 on the temporary buttress 1;

s5, assembling the guide beam and the pushing section: assembling the assembled platform by adopting a truck crane for three times, pushing the assembled platform for three times on the pushing support, and pushing once after each section is assembled; the steel truss girder is pulled to a design position from a large mileage to a small mileage by a continuous center-penetrating jack 7 arranged on a main pier top slideway beam 10; before the beam falls, the guide beam is dismantled in sections by adopting a truck crane on the side of the transition pier, all the slideway beams 10 and the support distribution beams are dismantled simultaneously, the height and the horizontal position of the steel truss beam are adjusted, and the beam falls in place;

s6, installing a pushing traction system 4: lubricating oil is smeared on the slideway surface of the slideway beam 10, and the steel truss is pulled by the through continuous jack 7 to be anchored, so that the steel truss beam advances according to the node distance of the lower chord; synchronously jacking the steel truss girder by using a vertical jack 11 to ensure that the top surface of the sliding block 12 is empty; the slide block 12 is pulled to the next lower chord node through a winch; the steel truss beam falls on the sliding block 12 again by falling the beam through the vertical jack 11;

s7, installing a transverse deviation correcting system 6: the linear simulation is carried out, the requirement of each sliding in the pushing process of the curved bridge is met, the deviation correction amount is determined through measurement and observation after the sliding, and the deviation correction is carried out by using the arranged through continuous jack 7;

s8, multi-point dragging and pushing construction: the steel truss girder construction adopts a multipoint dragging and pushing method, and temporary piers are not arranged in the main high-speed range; the steel truss girder dragging and pushing scheme is characterized in that a front guide girder 5 is arranged, a truck crane is used for splicing the front guide girder 5 and the steel truss girder on a splicing platform, after the steel truss girder and the front guide girder 5 are spliced, the steel truss girder and the front guide girder 5 are integrally dragged to move forwards in the direction of a front pier, a center-penetrating continuous jack 7 is arranged in the horizontal direction of the pier top of a temporary buttress 1, and the steel truss girder is dragged to a designed position; after the steel truss girder is dragged to a design position, a front guide girder 5 is disassembled in a subsection mode by adopting a 50t automobile crane on the pier side, the elevation and the horizontal position of the steel truss girder are adjusted, and the steel truss girder falls to the design position;

The embodiments of the present invention are only descriptions of the preferred embodiments of the present invention, not right the present invention is designed and limited, without departing from the design concept of the present invention, the technical personnel in the field should fall into the protection scope of the present invention for various modifications and improvements made by the technical solution of the present invention, and the technical contents of the present invention are all recorded in the claims.

Claims

1. The large-span curve steel truss girder construction system is characterized in that: the split type steel rail bridge comprises a plurality of temporary buttresses (1) which are distributed longitudinally, a longitudinally extending slide beam (10) is supported and fixed at the top of each temporary buttress (1), an assembling support system is respectively arranged between every two adjacent temporary buttresses (1), the assembling support system is composed of a plurality of longitudinally distributed splicing supports (2), longitudinally extending channel steel (40) is supported and fixed at the top of each splicing support (2) in each assembling support system, and a front guide beam (5) is connected between the adjacent slide beam (10) and the channel steel (40);

the top of each slideway beam (10) is respectively provided with a sliding block (12) in a longitudinal sliding manner, the top of each slideway beam (10) is also fixedly provided with a vertical jack (11), and the position of the vertical jack (11) avoids the sliding path of the sliding block (12); one end of the top of each slide way beam (10) close to the same direction is respectively fixed with a rear anchor (3), each slide way beam (10) is respectively provided with a pushing traction system (4), each pushing traction system (4) comprises a counter-force seat (8), and the counter-force seats (8) are fixed on the rear anchors (3) at the end parts of the corresponding slide way beams (10) and are simultaneously fixedly connected with the corresponding slide way beams (10); each counter-force seat (8) is respectively provided with a continuous penetrating jack (7), and the piston rod end of the continuous penetrating jack (7) extends and retracts longitudinally; the punching continuous jack (7) is fixed on the counter-force seat (8) through the transverse deviation rectifying system (6), the transverse deviation rectifying system (6) comprises a limiting plate (13) and a pair of longitudinal beams (15) distributed up and down, one ends of the two longitudinal beams (15) in the same direction are fixedly connected to the limiting plate (13) through a reaction frame (14) respectively, the limiting plate (13) and the longitudinal beam positioned below are fixed on the counter-force seat (8) respectively, a plurality of vertical beams (16) are connected between the two longitudinal beams (15), the punching continuous jack (7) is positioned between the two longitudinal beams (15), one end of the punching continuous jack (7) is fixedly connected to the reaction frame (14), the other end of the punching continuous jack (7) is connected with a rubber block (19) through a supporting beam (17) and a movable beam (18), wherein the supporting beam (17) and the movable beam (18) are slidably mounted on each vertical beam (16), the rubber block (19) is exposed from the transverse deviation rectifying system (6);

the rear anchors (3) are respectively fixed with a winch, a traction steel strand (9) is respectively anchored on a rotating shaft of the winch, and the traction steel strand (9) longitudinally extends through the reaction seat (8) and then penetrates through and is fixed on the sliding block (12).

2. The large-span curved steel truss girder construction system of claim 1, wherein: the temporary buttress (1) comprises a plurality of steel pipe columns (35) which are vertically distributed in the transverse and longitudinal directions and are respectively vertical, and a main temporary buttress limb (36) positioned in the middle of a transverse and longitudinal array of the steel pipe columns (35), the lower end of each steel pipe column (35) is fixed on the ground through a concrete expansion foundation (37), the upper end of each steel pipe column (35) is fixedly supported with a distribution beam F2(38), the top of each distribution beam F2(38) in the same transverse direction is commonly supported with a distribution beam F1(34), and the top of each distribution beam F1(34) and the top of the main temporary buttress limb (36) are matched to jointly support and fix a longitudinally extending slide rail beam (10).

3. The large-span curved steel truss girder construction system of claim 1, wherein: splicing support (2) include a plurality of violently indulge steel pipe (42) that distribute, and each steel pipe (42) lower extreme is fixed in ground through assembling platform base (44), and the top of each steel pipe (42) supports jointly fixedly channel-section steel (40), violently indulge be connected with between adjacent steel pipe (42) to one side double pin angle bar (41) and horizontally I-steel (43) of drawing.

4. The large-span curved steel truss girder construction system of claim 3, wherein: the assembling platform comprises a plurality of beam frames which are distributed transversely and longitudinally, each beam frame comprises a plurality of steel frame beams C (47) which are distributed transversely and longitudinally and are vertical respectively, steel frame beams A (45) connected to the tops of the steel frame beams C (47), and steel frame beams B (46) connected to the bottoms of the steel frame beams C (47), lifting lugs (48) are fixed to the tops of the steel frame beams A (45), transversely adjacent steel frame beams C (47) are connected through beam supports (49), longitudinally adjacent steel frame beams C (47) are connected through beam supports (50), jump plates (53) are fixed to the beam supports (49) and the beam supports (50) in an overlapping mode, construction operation platforms (52) are fixed to the jump plates (53), and hanging ladders (51) are arranged on the side face of any one of the beam frames; the splicing platform is arranged between the tops of longitudinally adjacent distribution beams F2(38) in the temporary buttress (1).

5. The large-span curved steel truss girder construction system of claim 1, wherein: the punching continuous jack (7) is of a double-cylinder structure and comprises a first oil cylinder (21) and a second oil cylinder which are axially and respectively arranged along the same longitudinal direction, the cylinder body end of the first oil cylinder (21) is fixedly connected with a reaction frame (14) through a base (20), a first piston rod end (22) of the first oil cylinder (21) is connected with a second piston rod end (24) of the second oil cylinder through a connecting piece (23), the cylinder body end of the second oil cylinder is connected with a steel base plate (26) through a lever (25), and the steel base plate (26) is connected with a rubber block (19) through a supporting beam (17) and a movable beam (18).