CN114319144A - Large-span curve steel truss beam construction system and construction method - Google Patents
Large-span curve steel truss beam construction system and construction method Download PDFInfo
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- CN114319144A CN114319144A CN202111590021.XA CN202111590021A CN114319144A CN 114319144 A CN114319144 A CN 114319144A CN 202111590021 A CN202111590021 A CN 202111590021A CN 114319144 A CN114319144 A CN 114319144A
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Abstract
The invention discloses a large-span curve steel truss girder construction system which comprises a plurality of temporary buttresses (1), wherein slide girders (10) are fixedly supported at the tops of the temporary buttresses (1), splicing support systems are respectively arranged between the adjacent temporary buttresses (1), longitudinally extending channel steels (40) are fixedly supported at the tops of the splicing support systems, and front guide girders (5) are connected between the slide girders (10) and the channel steels (40). The method is used for realizing the assembly and the movement of the steel truss by matching the temporary buttress (1) and the slideway beam (10) thereof, the assembly bracket system and the channel steel (40) thereof and the front guide beam (5). The invention can provide convenience for mounting the bridge steel truss.
Description
Technical Field
The invention relates to the field of bridge steel truss construction systems, in particular to a large-span curve steel truss beam construction system and a construction method.
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 stage of direct jacking of a horizontal jack and a vertical jack to the construction of a horizontal jack matched with a pull rod (cable) jack-pull beam body, and then to the construction of walking multi-point continuous jacking combined with 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.
Disclosure of Invention
The invention aims to provide a large-span curved steel truss girder construction system and a construction method which are high in construction speed, low in construction cost and small in environmental influence.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows:
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, each assembling support system consists of a plurality of longitudinally distributed assembling supports (2), longitudinally extending channel steel (40) is supported and fixed at the top of each assembling support (2) in each assembling support system, and a front guide girder (5) is connected between each adjacent slide girder (10) and 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); 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), 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 (35), the tops of the distribution beams F2 (35) in the same transverse direction are fixedly supported with a distribution beam F1 (34) together, and the tops of the distribution beams F1 (34) and the tops of the temporary buttress main limbs (36) are matched and fixedly supported with the longitudinally extending slideway beams (10) together.
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.
Furthermore, the center-penetrating continuous jack (7) is fixed on the counter-force seat (8) through the transverse deviation correcting system (6), the transverse deviation correcting 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 respectively fixedly connected to the limiting plate (13) through a counter-force frame (14), the limiting plate (13) and the longitudinal beam positioned below are respectively fixed on the counter-force seat (8), a plurality of vertical beams (16) are connected between the two longitudinal beams (15), the center-penetrating continuous jack (7) is positioned between the two longitudinal beams (15), one end of the center-penetrating continuous jack (7) is fixedly connected with the counter-force frame (14), the other end of the center-penetrating 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 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 (35) in the temporary buttress (1).
A construction method of a large-span curve steel truss girder comprises the following steps:
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 a slideway beam (10) and a cushion block: installing slide way beams (10) and cushion blocks on all temporary buttresses, and installing continuous jack (7) pushing devices and control systems thereof on the slide way beams (10) on the temporary buttresses (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; 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 beam falling, a guide beam is disassembled in sections by adopting a truck crane on the side of a transition pier, all the slideway beams (10) and the support distribution beams are disassembled at the same time, the elevation and the horizontal position of the steel truss beam are adjusted, and the beam falling is 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 beam is dropped through the vertical jack (11), and the steel truss beam is dropped on the sliding block (12) again;
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 invention has the following characteristics and beneficial effects:
(1) the invention ensures that all temporary supports are beyond high speed, and the high-speed construction of the steel truss girder on the upper span does not influence the normal traffic of high-speed vehicles, thereby ensuring the traffic safely. 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 invention adopts a multi-point dragging and pushing mode to span the highway, the construction site meets the condition of sequential installation of the steel trusses in different frames, but the construction period is longer, in order to meet the requirement of the construction period, the construction is convenient, the left frame support platform is fully utilized, and the right steel trusses are firstly spliced and pushed in place in the left frame and then transversely slid to the right frame design position. Meanwhile, the method has the advantages of efficient utilization, reduction of temporary measures and high economic benefit.
(3) According to the self-stress structural characteristics of the steel truss girder, the steel truss girder stress node can be designed and constructed, all vertical supporting stress points are arranged at the lower chord member node plate in the pushing process, the stress is reasonable, and the steel truss girder stress node has strong pertinence and practical operability.
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 invention is further illustrated with reference to the following figures and examples.
As shown in fig. 2, the large-span curved steel truss girder construction system comprises a plurality of temporary buttresses 1 distributed longitudinally, a longitudinally extending slide girder 10 is supported and fixed at the top of each temporary buttress 1, a splicing support system is respectively arranged between every two adjacent temporary buttresses 1, the splicing support system is composed of a plurality of longitudinally distributed splicing supports 2, longitudinally extending channel steels 40 are supported and fixed at the tops of all the splicing supports 2 in each splicing support system, and front guide girders 5 are connected between the adjacent slide girders 10 and channel steels 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 penetrating continuous jack 7 is fixed on each counter-force seat 8, and the piston rod end of the penetrating continuous jack 7 stretches 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 expansion foundation 37, the upper end of each steel pipe column 35 is fixedly supported by a distribution beam F235, the tops of the distribution beams F235 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 the longitudinally adjacent distribution beams F235 in the temporary buttress 1.
In the invention, the slide way beam 10 supported by the temporary buttress 1 is provided with the slide block 12 and the vertical jack 11, the vertical jack 11 is provided with the safety hoop 55 to ensure safety, and the gangway 53 enters the high-altitude operation platform by adopting the hanging ladder 51.
As shown in fig. 8, 4mm thick stainless steel is welded on the top surface of the slide way beam 10 to serve as a sliding surface, a 30mm thick MEG plate 32 is connected with the bottom of the sliding block 12 through a countersunk head bolt 33, the sliding block 12 is slidably mounted on the sliding surface of the slide way beam 10 through the MEG plate 32, and limiting plates 13 are arranged on two lateral sides of the sliding block 12; the slideway beam 10 adopts a box-shaped section form, the size of the standard section slideway beam 10 is 1200 multiplied by 1400 multiplied by 24 multiplied by 30mm, and partition plates 31 are arranged in the box beam every 0.5 m.
In the invention, the temporary pier 1 consists of a slide block 12, a slide way beam 10, a distribution beam F134, a distribution beam F238, a steel pipe column 35, a concrete enlarged foundation 37, a temporary pier main limb 36 and a partition plate 31. The skid beams 10 are installed on the lateral distribution beams 39 of all the temporary piers 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 head of the steel pipe column, the distribution beam F134, the distribution beam F238 and the slideway beam 10, and the height of the 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 invention, the splicing platform consists 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 facilitated; 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 invention, the assembly support 2 consists 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, in the present invention, a piercing continuous jack 7 is fixed on a counter-force seat 8 through a transverse deviation rectifying system 6, the transverse deviation rectifying system 6 includes a limiting plate 13 and a pair of longitudinal beams 15 distributed up and down, one end of each of the two longitudinal beams 15 in the same direction is respectively fixedly connected to the limiting plate 13 through a counter-force frame 14, the limiting plate 13 and the longitudinal beam located below are respectively fixed on the counter-force seat 8, a plurality of vertical beams 16 are connected between the two longitudinal beams 15, the piercing continuous jack 7 is located between the two longitudinal beams 15, one end of the piercing continuous jack 7 is fixedly connected to the counter-force frame 14, the other end of the piercing continuous jack 7 is connected to 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, and the rubber block 19 is exposed from the transverse deviation rectifying system 6.
The pushing traction system 4 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 thereof, 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 and at the back of the center-penetrating continuous jack 7, and the oil cylinders alternately run and reciprocate circularly.
As shown in fig. 5, the center-penetrating continuous 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, wherein 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 26 through a lever 25, and the steel pad 26 is connected to the rubber block 19 through a support beam 17 and a movable beam 18.
The transverse deviation rectifying system 6 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 front guide beam 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 both made of stainless steel plates 30. Wherein the upper chord member 27 is a 600mm multiplied by 824mm box-shaped structure, the upper and lower panel thickness is 20mm, and the side panel thickness is 12 mm; the lower chord is a box-shaped structure S2 with the thickness of 800mm multiplied by 824mm, the upper and lower panel thickness is 20mm, and the side panel thickness is 12 mm; the web member 29 is an i-steel of 800 × 500 × 10 × 14.
As shown in figure 1, the construction method of the large-span curved steel truss girder comprises the following steps:
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 beam 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 buttresses 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; 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 beam falling, a guide beam is disassembled in sections by adopting a truck crane on the side of a transition pier, meanwhile, each slideway beam 10 and a support distribution beam are disassembled, the height and the horizontal position of a steel truss beam are adjusted, and the beam falling is 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; dropping the beam through the vertical jack 11, and dropping the steel truss beam on the sliding block 12 again;
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;
and S9, dismantling the temporary facility and coating on the construction site.
The embodiments of the present invention are described only for the preferred embodiments of the present invention, and not for the limitation of the concept and scope of the present invention, and various modifications and improvements made to the technical solution of the present invention by those skilled in the art without departing from the design concept of the present invention shall fall into the protection scope of the present invention, and the technical content of the present invention which is claimed is fully set forth in the claims.
Claims (5)
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 arranged between every two adjacent temporary buttresses (1) respectively, the assembling support system is composed of a plurality of longitudinally distributed assembling supports (2), longitudinally extending channel steel (40) is supported and fixed at the top of each assembling 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); 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).
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 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 (35), the top of each distribution beam F2 (35) in the same transverse direction is fixedly 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 the longitudinally extending slideway beam (10).
3. The large-span curved steel truss girder construction system of claim 1, wherein: splicing support (2) include a plurality of steel pipes (42) that violently indulge 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 between the adjacent steel pipe (42) be connected with to one side double pin angle bar (41) and horizontally I-steel (43) that draw.
4. The large-span curved steel truss girder construction system of claim 1, 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 (35) in the temporary buttress (1).
5. A construction method of a large-span curved steel truss girder construction system based on any one of claims 1 to 4, characterized in that: the method comprises the following steps:
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, adopting layered stirring and compacting during treatment, wherein the treatment depth is 60cm, the layered thickness is 20cm, and arranging an assembling support (2) on the treated foundation after the foundation bearing capacity is detected to be qualified;
s3, constructing the temporary buttress (1): four rows of temporary piers are erected beside the main pier, and the four rows of piles are connected by steel pipe connecting systems, so that the overall stability of the temporary buttress (1) is improved;
s4, installing a slideway beam (10) and a cushion block: installing slide way beams (10) and cushion blocks on all temporary buttresses, and installing continuous jack (7) pushing devices and control systems thereof on the slide way beams (10) on the temporary buttresses (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; 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 beam falling, a guide beam is disassembled in sections by adopting a truck crane on the side of a transition pier, all the slideway beams (10) and the support distribution beams are disassembled at the same time, the elevation and the horizontal position of the steel truss beam are adjusted, and the beam falling is 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 beam is dropped through the vertical jack (11), and the steel truss beam is dropped on the sliding block (12) again;
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.
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114808745A (en) * | 2022-06-02 | 2022-07-29 | 广西路桥工程集团有限公司 | Incremental launching construction method for steel truss bridge |
| CN115094764A (en) * | 2022-06-30 | 2022-09-23 | 中铁二十局集团第三工程有限公司 | Temporary support of cross-sea cable-stayed bridge and construction method |
| CN115233568A (en) * | 2022-08-06 | 2022-10-25 | 中铁六局集团有限公司 | Steel truss transverse moving construction structure and transverse moving construction method based on BIM |
| CN115324363A (en) * | 2022-08-16 | 2022-11-11 | 北京首钢建设集团有限公司 | N-point supporting and sliding method for multiple slideways of super-large span prestressed pipe truss |
| CN115434256A (en) * | 2022-10-21 | 2022-12-06 | 广西路桥工程集团有限公司 | Pushing construction curve platform for vertical curve steel truss bridge and construction device of pushing construction curve platform |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103614969A (en) * | 2013-12-10 | 2014-03-05 | 中铁二十局集团第一工程有限公司 | Steel truss girder assembling, erecting and construction process |
| CN107513946A (en) * | 2017-09-26 | 2017-12-26 | 中交四公局第五工程有限公司 | The continuous traction system and construction method of a kind of bridge incremental launching construction |
| CN111593673A (en) * | 2020-06-12 | 2020-08-28 | 安徽省公路桥梁工程有限公司 | Steel truss arch bridge and construction method |
| CN112176867A (en) * | 2020-08-28 | 2021-01-05 | 中铁九局集团第七工程有限公司 | Single-track single-span railway steel truss girder dragging, installing and constructing method and single-track single-span railway |
| CN113622316A (en) * | 2021-08-24 | 2021-11-09 | 安徽省公路桥梁工程有限公司 | Steel truss girder multipoint traction type pushing construction system and construction method thereof |
-
2021
- 2021-12-23 CN CN202111590021.XA patent/CN114319144A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103614969A (en) * | 2013-12-10 | 2014-03-05 | 中铁二十局集团第一工程有限公司 | Steel truss girder assembling, erecting and construction process |
| CN107513946A (en) * | 2017-09-26 | 2017-12-26 | 中交四公局第五工程有限公司 | The continuous traction system and construction method of a kind of bridge incremental launching construction |
| CN111593673A (en) * | 2020-06-12 | 2020-08-28 | 安徽省公路桥梁工程有限公司 | Steel truss arch bridge and construction method |
| CN112176867A (en) * | 2020-08-28 | 2021-01-05 | 中铁九局集团第七工程有限公司 | Single-track single-span railway steel truss girder dragging, installing and constructing method and single-track single-span railway |
| CN113622316A (en) * | 2021-08-24 | 2021-11-09 | 安徽省公路桥梁工程有限公司 | Steel truss girder multipoint traction type pushing construction system and construction method thereof |
Non-Patent Citations (1)
| Title |
|---|
| 汪院生: "《建材发展导向》", pages: 324 - 3245 * |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114808745A (en) * | 2022-06-02 | 2022-07-29 | 广西路桥工程集团有限公司 | Incremental launching construction method for steel truss bridge |
| CN115094764A (en) * | 2022-06-30 | 2022-09-23 | 中铁二十局集团第三工程有限公司 | Temporary support of cross-sea cable-stayed bridge and construction method |
| CN115233568A (en) * | 2022-08-06 | 2022-10-25 | 中铁六局集团有限公司 | Steel truss transverse moving construction structure and transverse moving construction method based on BIM |
| CN115324363A (en) * | 2022-08-16 | 2022-11-11 | 北京首钢建设集团有限公司 | N-point supporting and sliding method for multiple slideways of super-large span prestressed pipe truss |
| CN115324363B (en) * | 2022-08-16 | 2023-08-15 | 北京首钢建设集团有限公司 | N-point supporting and sliding method for multiple slide ways of extra-large-span prestressed pipe truss |
| CN115434256A (en) * | 2022-10-21 | 2022-12-06 | 广西路桥工程集团有限公司 | Pushing construction curve platform for vertical curve steel truss bridge and construction device of pushing construction curve platform |
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