CN111472285A - Method for mounting main bridge variable-section continuous steel truss girder by using cable crane - Google Patents
Method for mounting main bridge variable-section continuous steel truss girder by using cable crane Download PDFInfo
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- CN111472285A CN111472285A CN202010370722.1A CN202010370722A CN111472285A CN 111472285 A CN111472285 A CN 111472285A CN 202010370722 A CN202010370722 A CN 202010370722A CN 111472285 A CN111472285 A CN 111472285A
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- 238000010276 construction Methods 0.000 claims abstract description 49
- 239000004567 concrete Substances 0.000 claims abstract description 15
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/10—Cantilevered erection
- E01D21/105—Balanced cantilevered erection
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D6/00—Truss-type bridges
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Abstract
The invention discloses a method for installing a main bridge variable cross-section continuous steel truss girder by using a cable crane, which belongs to the field of bridges and comprises the following steps: firstly, constructing a pier top steel truss girder; then, girder cantilever assembling construction is carried out: symmetrically suspending steel truss girder segments on two sides of each main pier by using a cable crane through cantilevers, and installing the steel truss girder segments; arranging a parallel connection concrete slab at the steel truss girder segment, and constructing second steel truss girder segments of each main pier; after the third steel truss girder sections of each main pier are connected, concrete is poured into the steel truss girder rod piece of the section; after the concrete in the member reaches the requirement, the construction of the next steel truss girder segment of each main pier is carried out, and the construction of the midspan is stopped when the midspan is constructed to the front segment of the closure segment; and finally, the side span and the mid span are folded, and by adopting the scheme, the acting force of a bridge deck crane on the steel truss girder is avoided, the stress of a pier-girder joint part is reduced, and symmetrical cantilever assembly can be realized for each bridge main pier, so that the construction working face is increased, and the construction progress is accelerated.
Description
Technical Field
The invention relates to the technical field of bridge construction, in particular to a method for mounting a main bridge variable-section continuous steel truss girder by using a cable crane.
Background
The continuous rigid frame bridge with the large-span variable-section steel truss girder has large spanning capacity and light upper structure weight, and is a reasonable bridge structure form for spanning deep ditches and canyons and rivers. However, due to the limited terrain conditions, these bridges are often difficult to install using large cranes, and large transport vehicles are more difficult to reach each construction work surface.
The traditional construction process at present of domestic and foreign continuous rigid frame bridges generally adopts a pushing (dragging) method and a bridge deck crane cantilever splicing method; for a large-span steel truss girder bridge, if a cantilever is too large, a main girder cannot meet the stress requirement, a temporary buttress needs to be arranged between spans or a cantilever assembly is carried out by adopting an inclined pull buckle hanging method.
In the face of the existing main bridge is a variable-section steel truss girder continuous rigid frame bridge, the approach bridges on two sides are longer, and the approach bridges are located on curves, and the technology for constructing the bridge is not solved at home and abroad at present. The factors such as long variable-section steel trussed beams and approach bridges and the fact that the approach bridges are located on curves determine that the installation of the main beams is not suitable for the traditional construction methods such as pushing, even if the pushing method can be adopted for construction, the mountainous-area bridge does not have a rear balance section assembling field, and meanwhile, the temporary buttress is difficult to arrange; if the cantilever assembling construction of the bridge deck crane is adopted, the weight of the bridge deck crane can increase the stress of the pier-beam joint part, and the horizontal and vertical transportation of the components to the construction operation surface from the assembling field is very difficult. Therefore, what kind of device is adopted to construct the main bridge part of the bridge is a problem which needs to be solved at present.
Disclosure of Invention
Technical problem to be solved by the invention
The invention aims to overcome the defects in the prior art and provides a method for mounting a main bridge variable-section continuous steel truss girder by using a cable crane.
Technical scheme
In order to achieve the purpose, the technical scheme provided by the invention is as follows:
the invention discloses a method for mounting a main bridge variable cross-section continuous steel truss girder by using a cable crane, which comprises the following steps:
(1) firstly, mounting the pier top embedded section steel truss girder members of the fourth main pier, the fifth main pier and the sixth main pier, connecting the rest members of the section of the steel truss girder on the pier tops of the main piers, and then pouring concrete of a lower chord member of the section of the steel truss girder on the pier tops according to design requirements, thereby completing construction of the section of the steel truss girder on the pier tops;
(2) assembling construction of main beam cantilever
①, conveying the prefabricated rod segments to a lifting platform for assembling and welding the steel truss girder segments;
②, symmetrically suspending steel truss girder sections on two sides of a No. four main pier, two sides of a No. five main pier and two sides of a No. six main pier by using a cable crane, and respectively positioning and connecting the steel truss girder sections at each main pier;
③, after the lower parallel connection concrete slab reaches the design strength, hoisting, positioning and connecting the next steel truss girder sections at the two sides of each main pier so as to complete the construction of the second steel truss girder section of the main girder cantilever;
④, after the connection of the third steel truss girder section of the main girder cantilever of each main pier is finished, pouring concrete in the steel truss girder member of the section;
⑤, after the concrete in the steel truss girder rod piece reaches the design strength, symmetrically constructing the next steel truss girder segment of each main pier main girder cantilever, wherein the construction of the mid-span is stopped when the construction reaches the previous steel truss girder segment of the closure section;
(3) complete the folding of the side span and the mid span
①, mounting a main beam support at the pier top of the two-bank transition pier;
②, continuing construction from side span to side span and folding;
③ folding the midspan between the four main piers and the five main piers, and then closing the midspan between the five main piers and the six main piers.
As a further improvement of the invention, the cable crane comprises a main anchor, a main bearing cable, a wind cable, a crane trolley, a cable saddle, a left shore tower and a right shore tower;
two main anchor spindles are arranged on the left bank and the right bank, and the two main anchor spindles on each bank are symmetrically arranged on two sides of the central line of the bridge main bridge and are respectively arranged corresponding to the left bridge and the right bridge;
the left bank tower frame and the right bank tower frame are respectively and correspondingly arranged on the pier tops of transition piers of corresponding banks, two groups of cable saddles capable of transversely moving are arranged on the left bank tower frame and the right bank tower frame, and tower cranes are arranged on one sides of the left bank tower frame and the right bank tower frame;
a group of main bearing cables are arranged between two cable saddles corresponding to the two banks, two ends of each main bearing cable extend outwards and are fixed on main anchor ingots corresponding to the two banks respectively, and a group of working cables are arranged corresponding to the group of main bearing cables;
the main bearing cable is provided with a hoisting trolley, the hoisting trolley is provided with a traction cable and a hoisting cable, and the traction cable and the hoisting cable are respectively connected to a traction winch and a hoisting winch on the corresponding bank through a traction pulley and a hoisting pulley on a cable saddle;
the left shore tower comprises an upper tower and a lower tower, a tower foot hinge is arranged between two branches of the upper tower and the lower tower, a door type pier frame is arranged between two branches of the lower tower and the transition pier, the door type pier frame is fixedly connected with the top of the transition pier, and the left shore tower and the right shore tower are identical in structure.
As a further improvement of the invention, the included angle between the rear stay cable of the main bearing cable on the left bank and the horizontal plane is 20.4 degrees, and the included angle between the rear stay cable of the main bearing cable on the right bank and the horizontal plane is 13.64 degrees;
the bridge comprises a curve section and a straight line section, wherein a left bank approach bridge and a main bridge are the straight line section, a right bank approach bridge is the curve section, a transition pier of the right bank is a transition point of the curve section and the straight line section, the direction of a central line of the bridge main bridge is the direction of a longitudinal axis of a cable crane, the included angle between the longitudinal axis of the cable crane and the transverse axis of the transition pier of the right bank is 89.25 degrees, and the center of a right bank tower deviates from the vertical central line of the transition pier of the right bank and moves upstream by 0.335 meters.
As a further improvement of the invention, a hoisting platform is arranged below the bridge main bridge.
As a further improvement of the invention, the tower foot hinge comprises three V-shaped supports which are arranged in parallel, wherein the vertex angle of each V-shaped support is hinged with a base, the opening of each V-shaped support is provided with a steel box girder I, two ends of each steel box girder I extend out of the V-shaped support to form an extending part, the lower end surface of the extending part is provided with a vertically downward connecting side lug, in addition, a connecting rod is arranged between two ends of the adjacent steel box girders I, and a reinforcing connecting rod is arranged between corresponding support arms of the adjacent V-shaped supports;
the base of the tower foot hinge is fixedly connected to the top of the lower tower frame, and the bottom of the upper tower frame is connected with the steel box girder I.
As a further improvement of the invention, the portal pier frame comprises four upright posts II vertically fixedly connected to the tops of the transition piers, the connecting lines of the four upright posts II enclose a rectangular structure together, the upper part of each upright post II is connected with an upright post I through a flange, and one ends of the four upright posts I, which are far away from the transition piers, are sequentially connected end to end through two steel box girders II and two connecting plates, wherein the two steel box girders II are arranged along the central line direction of the main bridge of the bridge, and the two connecting plates are arranged along the direction vertical to the central line direction of the main bridge of the bridge;
two horizontal connecting plates and an oblique connecting plate I are arranged between two vertical columns II and I in the direction perpendicular to the central line of the main bridge of the bridge, wherein the two horizontal connecting plates and the oblique connecting plate I between the two vertical columns I form a Z shape; two horizontal connecting plates and an oblique connecting plate I between the two upright posts II form a reverse Z shape;
all be equipped with the level between II, the coexistence post I of edge bridge main bridge central line direction and prop a tub slant and prop the pipe, wherein the level between two stands I props the pipe and props the pipe with two slants and constitute triangle-shaped, and two slants prop tub one end and be connected with stand I, and the other end slant upwards is connected with steel box girder II.
As a further improvement of the invention, an oblique connecting plate II is arranged between two horizontal supporting pipes on the upright post I, an oblique connecting plate II is also arranged between two horizontal supporting pipes on the upright post II, and the two oblique connecting plates II are arranged in a mutually crossed manner.
As a further improvement of the invention, four left bank rear wind cables and four left bank front wind cables are respectively arranged on an upper tower frame and a lower tower frame of the left bank tower frame, and four left bank upstream transverse wind cables and two left bank downstream transverse wind cables are arranged on the left bank tower frame;
four right bank front wind cables and four right bank rear wind cables are respectively arranged on an upper tower frame and a lower tower frame of the right bank tower frame, four oblique front wind cables are also arranged on the right bank upper tower frame, and four right bank upstream cross wind cables and two right bank downstream cross wind cables are arranged on the right bank tower frame;
the four left shore front wind cables on the left shore tower and the four right shore front wind cables on the right shore tower are ventilation cables which are oppositely pulled at the tops of the two shore towers.
Advantageous effects
Compared with the prior art, the technical scheme provided by the invention has the following remarkable effects:
(1) the method for mounting the variable-section continuous steel truss girder of the main bridge by using the cable crane has the advantages that ① the acting force of the weight of the bridge deck crane on the steel truss girder of the main bridge is eliminated, so that the stress of a pier-girder joint part in the construction process is reduced, further the construction is safer, ② symmetrical cantilever assembly can be realized relative to each bridge main pier without balancing weights, ③ two symmetrical construction operation surfaces are arranged relative to each main pier, the construction operation surface is increased, so that the construction progress is accelerated, and ④ the construction by using the cable crane is convenient for vertical and horizontal transportation of components.
(2) The invention relates to a method for installing a main bridge variable-section continuous steel truss girder by using a cable crane, wherein a portal pier frame with the net height of 10m is designed on the basis of the existing tower frame, the portal pier frame is fixedly connected with the pier top of a transition pier, when a bridge approach bent pier is constructed, the end part of the bridge approach bent pier can extend into the portal pier frame, so that the influence of the tower frame on the construction of the bridge approach bent pier at the pier top is effectively avoided, the portal pier frame can meet the requirement of the overall stability of the whole tower frame by reasonable structural design, and meanwhile, two portal pier frames on the transition pier are respectively arranged at two ends of the transition pier without influencing the installation of the main bridge steel truss girder and the bridge approach bridge surface girder.
(3) The invention discloses a method for installing a main bridge variable cross-section continuous steel truss by using a cable crane, wherein tower foot hinges are arranged between two branches of an upper tower frame and a lower tower frame, namely the upper tower frame is hinged with the lower tower frame, and the upper part of the tower frame is arranged into a mast type by the arrangement, so that the horizontal load of the tower top generated by a cable system can be overcome by front and rear wind cables of the tower frame, and a transition pier mainly bears the vertical load transmitted by the tower frame, thereby effectively avoiding the transition pier from generating overlarge bending moment.
Drawings
FIG. 1 is a front view of a cable crane of the present invention;
FIG. 2 is a top plan view of a cable crane of the present invention;
FIG. 3 is a front view of a two-shore tower of the present invention;
FIG. 4 is a side view of a two-shore tower of the present invention;
FIG. 5 is an enlarged view taken at A in FIG. 3;
FIG. 6 is a front view of a tower foot hinge of the present invention;
FIG. 7 is a side view of a tower foot hinge of the present invention;
FIG. 8 is a top view of a tower foot hinge of the present invention;
FIG. 9 is a front view of a portal pier frame of the present invention;
figure 10 is a side view of a portal pier frame of the present invention;
FIG. 11 is a top view of a portal pier frame of the present invention;
FIG. 12 is a view taken along the line B-B in FIG. 10;
FIG. 13 is a view in the direction C-C of FIG. 10;
FIG. 14 is an enlarged view at the right bank transition pier;
fig. 15 is a sequence diagram illustrating a construction for installing a main bridge variable cross-section continuous steel girder according to the present invention using a cable crane.
The reference numerals in the schematic drawings illustrate:
001. a fourth main pier; 002. a fifth main pier; 003. a sixth main pier;
01. a main anchor ingot; 02. a main load bearing cable; 03. a traction cable; 04. hoisting cables;
05. a left shore tower; 51. mounting a tower;
52. hinging tower legs; 521. a base; 522. a connecting rod; 523. a V-shaped bracket; 524. a steel box girder I; 525. connecting the side lug; 526. a reinforcing connecting rod;
53. a lower tower;
54. a door type pier frame; 541. a steel box girder II; 542. a connecting plate; 543. a stand column I; 544. a column II; 545. horizontally bracing the pipe; 546. obliquely bracing the pipe; 547. a horizontal connecting plate; 548. an oblique connecting plate I; 549. an oblique connecting plate II;
061. a left shore rear wind cable; 062. a left shore front wind cable; 063. a left bank upstream transverse wind cable; 064. a left bank downstream crosswind cable; 065. an upstream cross wind cable on the right bank; 066. a right bank downstream crosswind cable; 067. a right shore front wind cable; 068. a right bank rear wind cable;
07. a right bank tower; 08. hoisting the platform; 09. tower crane; 010. transition piers; 011. bridge approach bent pier.
Detailed Description
For a further understanding of the invention, reference should be made to the following detailed description taken in conjunction with the accompanying drawings and examples.
Example 1
As shown in fig. 1 and 2, a cable crane of the present embodiment includes a main anchor 01, a main bearing cable 02, a wind cable, a hoist trolley, a cable saddle, and towers including a left-shore tower 05 and a right-shore tower 07; the left bank and the right bank are both provided with two main anchor ingots 01, the two main anchor ingots 01 on each bank are symmetrically arranged on two sides of the central line of a main bridge of the bridge and are respectively arranged corresponding to the left bridge and the right bridge, the two main anchor ingots 01 on each bank are respectively arranged right opposite to the central line of the left bridge and the right bridge, the distance between each main anchor 01 and the longitudinal axis of the cable crane (the central line of the main bridge of the bridge) is 8.5m, and the main anchor ingots 01 on the two banks are anchored by adopting a reinforced concrete pile foundation bearing platform structure.
It should be noted that the bridge in this embodiment includes a curved section and a straight section, where the left bank approach bridge and the main bridge are the straight section, the right bank approach bridge is the curved section, the transition pier 010 of the right bank is a transition point between the curved section and the straight section, and a center line direction of the bridge main bridge is a longitudinal axis direction of the cable crane, as shown in fig. 14, an included angle a between the longitudinal axis of the cable crane and a transverse axis of the right bank transition pier 010 is 89.25 °, and a center of the right bank tower 07 deviates from a vertical center line of the right bank transition pier 010 by 0.335 m upstream, as shown in fig. 2, the right bank approach bridge bends downstream, where, it should be noted that the upstream and the downstream in this embodiment represent the upstream and the downstream of a river under the span of the main bridge.
Left bank pylon 05, right bank pylon 07 correspond the mound top that sets up the transition mound 010 at corresponding bank respectively, set up the pylon in the top of two bank transition mounds 010 in this embodiment, have reduced the span of cable system, have reduced the height of pylon, and this arranges not only great saving construction cost for the construction progress, ensured simultaneously that the cable crane is applied to the construction safety in the continuous rigid frame bridge of long-span, variable cross section steel truss.
Two groups of cable saddles capable of transversely moving are arranged on the left bank tower frame 05 and the right bank tower frame 07 respectively, the cable saddles can transversely move in an idle load state so as to meet the requirements of different installation positions of girder trusses of a left bridge and a right bridge, and tower cranes 09 are arranged on one sides of the left bank tower frame 05 and the right bank tower frame 07 respectively; a group of main bearing cables 02 are arranged between two cable saddles corresponding to two banks, two ends of each main bearing cable 02 extend outwards and are fixed on main anchor spindles 01 corresponding to the two banks, a group of working cables are arranged corresponding to the group of main bearing cables 02, specifically, an included angle between a rear cable of the main bearing cable 02 on the left bank and a horizontal plane is 20.4 degrees, an included angle between a rear cable of the main bearing cable 02 on the right bank and the horizontal plane is 13.64 degrees, in addition, a hoisting platform 08 is arranged below a bridge main bridge, specifically, the hoisting platform of the embodiment is arranged at a position right below the main bridge welded in a group splicing field, a steel structure is transported to a position right below the main bearing cable 02 through a crane after the group splicing welding is completed and the steel structure meets the quality requirements through inspection in the bridge field, and then is hoisted and installed through the cable crane; the main bearing cable 02 is also provided with a hoisting trolley, the hoisting trolley is provided with a traction cable 03 and a hoisting cable 04, and the traction cable 03 and the hoisting cable 04 are respectively connected to a traction winch and a hoisting winch on the corresponding bank through a traction pulley and a hoisting pulley on a cable saddle.
As shown in fig. 3, 4 and 5, the left-shore tower 05 of this embodiment includes an upper tower 51 and a lower tower 53, a tower foot hinge 52 is disposed between each of two branches of the upper tower 51 and the lower tower 53, a gate-type pier 54 is disposed between each of two branches of the lower tower 53 and the transition pier 010, the gate-type pier 54 is fixed to a pier top of the transition pier 010, the gate-type pier 54 is respectively fixed to two ends of the transition pier 010, the left-shore tower 05 and the right-shore tower 07 have the same structure, specifically, the height of the left-shore tower 05 of this embodiment is 74.69m, and the height of the right-shore tower 07 is 80.69 m.
In the embodiment, the wind cables are reasonably arranged, so that the stability of the whole cable system is ensured even if the bridge approach of the bridge is long, wherein the upper tower frame 51 and the lower tower frame 53 of the left-bank tower frame 05 are respectively provided with four left-bank rear wind cables 061 and four left-bank front wind cables 062, and the left-bank tower frame 05 is also provided with four left-bank upstream transverse wind cables 063 and two left-bank downstream transverse wind cables 064; four right shore front wind cables 067 and four right shore rear wind cables 068 are respectively arranged on an upper tower 51 and a lower tower 53 of the right shore tower 07, and because the right shore front wind cables 067 and the right shore rear wind cables 068 on the right shore tower 51 are both longer and have weak constraint capacity on the towers, four oblique front wind cables are also arranged on the right shore tower 51 in the embodiment, and four right shore upstream transverse wind cables 065 and two right shore downstream transverse wind cables 066 are arranged on the right shore tower 07; four left shore front wind cables 062 on the left shore tower 51 and four right shore front wind cables 067 on the right shore tower 51 are ventilation cables which are oppositely pulled at the top of the two shore towers, wherein the rear wind cables of the two shore towers are anchored on the main anchor 01, and the front wind cables (excluding the oppositely pulled ventilation cables) and the transverse wind cables are additionally and independently provided with anchor anchors for anchoring.
In order to avoid interference between the upstream transverse air cables on the two banks and the tower crane 09, the four upstream transverse air cables 063 on the left bank tower 05 and the four upstream transverse air cables 065 on the right bank tower 07 are divided into one group, the two groups are divided into splayed air cables, anchors are arranged on each group according to a single pile, and the two groups are symmetrically arranged at a distance of about 20 meters from the transverse axis of the tower.
As shown in fig. 6, 7 and 8, specifically, the tower foot hinge 52 of the present embodiment includes three V-shaped brackets 523 arranged in parallel, wherein a top corner of each V-shaped bracket 523 is hinged to a base 521, an opening of each V-shaped bracket 523 is provided with a steel box girder i 524, two ends of each steel box girder i 524 extend out of the V-shaped bracket 523 to form an extending portion, a vertically downward connecting side ear 525 is provided on a lower end surface of the extending portion, it should be noted that the connecting side ear 525 is used for connecting one end of a universal rod, and the other end of the universal rod is connected with the lower tower 53 to temporarily restrain and fix the tower foot hinge 52, and after the installation of a cable saddle at the top of the tower is completed, and the installation and pre-tightening of the wind cable are completed, the universal rod is removed to enable the tower foot hinge 52 to be in a free hinge state.
In addition, a connecting rod 522 is arranged between two ends of each adjacent steel box girder I524, a reinforcing connecting rod 526 is arranged between corresponding support arms of each adjacent V-shaped support 523, a base 521 of each tower foot hinge 52 is fixedly connected to the top of the lower tower 53, and the bottom of the upper tower 51 is connected with the steel box girder I524.
In the embodiment, the tower foot hinges 52 are arranged between the two branches of the upper tower 51 and the lower tower 53, that is, the upper tower 51 is hinged to the lower tower 53, and the upper part of the tower is arranged to be in a mast type, so that the horizontal load of the tower top generated by a cable system can be overcome through the front wind cable and the rear wind cable of the tower, and the transition pier 010 mainly bears the vertical load transmitted by the tower, so that the transition pier 010 is effectively prevented from generating an overlarge bending moment, and meanwhile, the tower foot hinges 52 of the embodiment are simple in structure and high in stability.
As shown in fig. 9, fig. 10, fig. 11, fig. 12 and fig. 13, specifically, the portal pier frame 54 of the present embodiment includes four pillars ii 544 vertically fixed on the top of the transition pier 010, the connecting lines of the four pillars ii 544 together enclose a rectangular structure, the upper portion of each pillar ii 544 is connected with a pillar i 543 through a flange, one end of the four pillars i 543 away from the transition pier 010 is connected end to end sequentially through two steel box girders ii 541 and two connecting plates 542, wherein the two steel box girders ii 541 are arranged along the central line direction of the main bridge of the bridge, and the two connecting plates 542 are arranged along the central line direction perpendicular to the main bridge of the bridge;
two horizontal connecting plates 547 and an oblique connecting plate I548 are arranged between two upright posts II 544 and two upright posts I543 in the direction perpendicular to the central line of the main bridge of the bridge, wherein the two horizontal connecting plates 547 and the oblique connecting plate I548 between the two upright posts I543 form a Z shape; two horizontal connecting plates 547 and an oblique connecting plate I548 between the two upright posts II 544 form a reverse Z shape; horizontal supporting tubes 545 are arranged between the two upright posts II 544 and the two upright posts I543 along the central line direction of the main bridge of the bridge, wherein the horizontal supporting tubes 545 between the two upright posts I543 and the two oblique supporting tubes 546 form a triangle, one end of each of the two oblique supporting tubes 546 is connected with the upright post I543, and the other end of each of the two oblique supporting tubes 546 is connected with the steel box girder II 541 in an oblique upward direction.
Specifically, in this embodiment, an oblique connecting plate ii 549 is disposed between two horizontal supporting tubes 545 on the column i 543, an oblique connecting plate ii 549 is also disposed between two horizontal supporting tubes 545 on the column ii 544, and the two oblique connecting plates ii 549 are arranged in a mutually crossing manner.
The important points to be explained are: in this embodiment, in order to ensure that the main bridge deck and the two side access bridge decks of the bridge can be located on the same horizontal plane, the access bent pier 011 needs to be arranged on the transition pier 010 between the main bridge and the access bridge, but how to construct the access bent pier 011 on the transition pier 010 without being affected by a pier top tower and without causing a tower to interfere with the installation of the main bridge steel truss girder and the access bridge deck girder, which becomes one of the problems to be solved in this embodiment, starting from using the existing equipment, a portal pier 54 with a net height of 10m is designed on the basis of the existing tower, the portal pier 54 is fixedly connected with the pier top of the transition pier 010, as shown in fig. 3 and fig. 4, when constructing the access bent pier 011, the end of the access bent pier 011 can extend into the interior of the portal pier 54 through the space between the upright column i 543 and the two upper horizontal support pipes 545 of the upright column 544, thereby effectively avoided the influence of pylon to pier top approach bridge framed bent pier 011 construction, and can satisfy the overall stability's of whole pylon demand again through this gate-type pier frame 54 of reasonable structural design, two gate-type pier frames 54 are arranged respectively at the both ends of transition pier 101 on the transition pier 010 simultaneously, and then do not influence the installation of main bridge steel truss girder and approach bridge face roof beam again.
The method for installing the main bridge variable-section continuous steel truss girder by using the cable crane comprises the following steps (as shown in fig. 15):
(1) firstly, mounting the embedded steel truss girder members at the top of the fourth main pier 001, the fifth main pier 002 and the sixth main pier 003, connecting the other members of the steel truss girder at the section at the top of each main pier, and then pouring concrete of a lower chord member of the steel truss girder section at the top of the pier according to design requirements, thereby completing construction of the steel truss girder at the section at the top of the pier;
(2) assembling construction of main beam cantilever
①, conveying the prefabricated rod segments to a hoisting platform 08 for assembling and welding the steel truss girder segments;
②, symmetrically suspending steel truss girder segments on two sides of a No. four main pier 001, two sides of a No. five main pier 002 and two sides of a No. six main pier 003 by using a cable crane through cantilevers respectively, and positioning and connecting the steel truss girder segments at the main piers respectively;
③, after the lower parallel connection concrete slab reaches the design strength, hoisting, positioning and connecting the next steel truss girder sections at the two sides of each main pier so as to complete the construction of the second steel truss girder section of the main girder cantilever;
④, after the connection of the third steel truss girder section of the main girder cantilever of each main pier is finished, pouring concrete in the steel truss girder member of the section;
⑤, after the concrete in the steel truss girder rod piece reaches the design strength, symmetrically constructing the next steel truss girder segment of each main pier main girder cantilever, wherein the construction of the mid-span is stopped when the construction reaches the previous steel truss girder segment of the closure section;
(3) complete the folding of the side span and the mid span
①, mounting a main beam support at the top of a two-bank transition pier 010;
②, continuing construction from side span to side span and folding;
③, the mid-span between the fourth main pier 001 and the fifth main pier 002 is folded first, and then the mid-span between the fifth main pier 002 and the sixth main pier 003 is folded.
The cable crane is adopted to carry out construction of the continuous steel truss girder in the embodiment, and the cable crane has the advantages that ① acting force of the weight of the bridge deck crane on the main bridge steel truss girder is eliminated, so that stress of a pier-girder joint part in the construction process is reduced, construction is safer, ② symmetric cantilever assembly can be realized relative to each bridge main pier, balance weights are not needed, ③ two symmetric construction operation surfaces are arranged relative to each main pier, the construction operation surfaces are increased, and accordingly construction progress is accelerated, and ④ construction is carried out by utilizing the cable crane, and vertical and horizontal transportation of components is facilitated.
The present invention and its embodiments have been described above schematically, without limitation, and what is shown in the drawings is only one of the embodiments of the present invention, and the actual structure is not limited thereto. Therefore, if the person skilled in the art receives the teaching, without departing from the spirit of the invention, the person skilled in the art shall not inventively design the similar structural modes and embodiments to the technical solution, but shall fall within the scope of the invention.
Claims (8)
1. A method for installing a main bridge variable-section continuous steel truss girder by using a cable crane is characterized by comprising the following steps:
(1) firstly, mounting the embedded steel truss girder members at the pier top of the fourth main pier (001), the fifth main pier (002) and the sixth main pier (003), connecting the rest members of the steel truss girder at the section of each main pier top, and then pouring concrete of the lower chord member of the steel truss girder section at the pier top according to the design requirement so as to complete the construction of the steel truss girder at the section of the pier top;
(2) assembling construction of main beam cantilever
①, conveying the prefabricated rod piece segments to a hoisting platform (08) for assembling and welding the steel truss girder segments;
②, symmetrically suspending steel truss girder segments on two sides of a No. four main pier (001), two sides of a No. five main pier (002) and two sides of a No. six main pier (003) by using a cable crane, and respectively positioning and connecting the steel truss girder segments at the main piers;
③, after the lower parallel connection concrete slab reaches the design strength, hoisting, positioning and connecting the next steel truss girder sections at the two sides of each main pier so as to complete the construction of the second steel truss girder section of the main girder cantilever;
④, after the connection of the third steel truss girder section of the main girder cantilever of each main pier is finished, pouring concrete in the steel truss girder member of the section;
⑤, after the concrete in the steel truss girder rod piece reaches the design strength, symmetrically constructing the next steel truss girder segment of each main pier main girder cantilever, wherein the construction of the mid-span is stopped when the construction reaches the previous steel truss girder segment of the closure section;
(3) complete the folding of the side span and the mid span
①, mounting a main beam support at the pier top of a two-bank transition pier (010);
②, continuing construction from side span to side span and folding;
③, folding the midspan between the fourth main pier (001) and the fifth main pier (002), and then closing the midspan between the fifth main pier (002) and the sixth main pier (003).
2. The method for installing the main bridge variable cross-section continuous steel truss girder according to claim 1, wherein: the cable crane comprises a main anchor (01), a main bearing cable (02), a wind cable, a crane trolley, a cable saddle, a left shore tower (05) and a right shore tower (07);
the left bank and the right bank are both provided with two main anchor spindles (01), and the two main anchor spindles (01) on each bank are symmetrically arranged on two sides of the central line of the bridge main bridge and respectively arranged corresponding to the left bridge and the right bridge;
the left shore tower frame (05) and the right shore tower frame (07) are respectively and correspondingly arranged on the tops of transition piers (010) of corresponding banks, two groups of cable saddles capable of transversely moving are respectively arranged on the left shore tower frame (05) and the right shore tower frame (07), and tower cranes (09) are respectively arranged on one sides of the left shore tower frame (05) and the right shore tower frame (07);
a group of main bearing cables (02) are arranged between two cable saddles corresponding to the two banks, two ends of each main bearing cable (02) extend outwards and are fixed on main anchor blocks (01) corresponding to the two banks respectively, and a group of working cables are arranged corresponding to the group of main bearing cables (02);
a hoisting trolley is arranged on the main bearing cable (02), a traction cable (03) and a hoisting cable (04) are arranged on the hoisting trolley, and the traction cable (03) and the hoisting cable (04) are respectively connected to a traction winch and a hoisting winch on the corresponding bank through a traction pulley and a hoisting pulley on a cable saddle;
wherein, left side bank tower (05) are including going up tower (51) and lower tower (53), it all is equipped with a tower foot hinge (52) to go up between two branches of tower (51) and lower tower (53), all be equipped with a gate-type pier frame (54) down between two branches of tower (53) and transition mound (010), gate-type pier frame (54) concreties with the mound top of transition mound (010), just left side bank tower (05) are the same with right bank tower (07) structure.
3. The method for installing the main bridge variable cross-section continuous steel truss girder according to the claim 2, wherein: an included angle between the rear stay cable of the main bearing cable (02) on the left bank and the horizontal plane is 20.4 degrees, and an included angle between the rear stay cable of the main bearing cable (02) on the right bank and the horizontal plane is 13.64 degrees;
the bridge comprises a curve section and a straight line section, wherein a left bank approach bridge and a main bridge are the straight line section, a right bank approach bridge is the curve section, a transition pier (010) of the right bank is a transition point of the curve section and the straight line section, the direction of the center line of the bridge main bridge is the direction of the longitudinal axis of the cable crane, the included angle between the longitudinal axis of the cable crane and the transverse axis of the right bank transition pier (010) is 89.25 degrees, and the center of a right bank tower (07) deviates from the vertical center line of the right bank transition pier (010) and is upstream 0.335 meters.
4. The method for installing the main bridge variable cross-section continuous steel truss girder according to the claim 2, wherein: a hoisting platform (08) is arranged below the bridge main bridge.
5. The method for installing the main bridge variable cross-section continuous steel truss girder according to the claim 2, wherein: the tower foot hinge (52) comprises three V-shaped supports (523) which are arranged in parallel, wherein a base (521) is hinged at the top corner of each V-shaped support (523), a steel box girder I (524) is arranged at an opening of each V-shaped support (523), two ends of each steel box girder I (524) extend out of the V-shaped supports (523) to form a protruding part, a vertical downward connecting side lug (525) is arranged on the lower end face of the protruding part, in addition, a connecting rod (522) is arranged between two ends of the adjacent steel box girders I (524), and a reinforcing connecting rod (526) is arranged between corresponding support arms of the adjacent V-shaped supports (523);
the base (521) of the tower foot hinge (52) is fixedly connected to the top of the lower tower (53), and the bottom of the upper tower (51) is connected with the steel box girder I (524).
6. The method for installing the main bridge variable cross-section continuous steel truss girder according to the claim 2, wherein: the gate-type pier frame (54) comprises four upright posts II (544) vertically fixedly connected to the tops of transition piers (010), connecting lines of the four upright posts II (544) jointly form a rectangular structure, the upper part of each upright post II (544) is connected with an upright post I (543) through a flange, one end, far away from the transition piers (010), of each upright post I (543) is sequentially connected end to end through two steel box girders II (541) and two connecting plates (542), wherein the two steel box girders II (541) are arranged along the central line direction of a main bridge of the bridge, and the two connecting plates (542) are arranged along the direction perpendicular to the central line direction of the main bridge of the bridge;
two horizontal connecting plates (547) and an oblique connecting plate I (548) are arranged between two vertical columns II (544) and two vertical columns I (543) in the direction perpendicular to the central line of the main bridge of the bridge, wherein the two horizontal connecting plates (547) and the oblique connecting plate I (548) between the two vertical columns I (543) form a Z shape; two horizontal connecting plates (547) and an oblique connecting plate I (548) between the two upright posts II (544) form a reverse Z shape;
horizontal supporting tubes (545) are arranged between two vertical columns II (544) and two vertical columns I (543) along the central line direction of the main bridge of the bridge, wherein the horizontal supporting tubes (545) between the two vertical columns I (543) and the two oblique supporting tubes (546) form a triangle, one ends of the two oblique supporting tubes (546) are connected with the vertical columns I (543), and the other ends of the two oblique supporting tubes are connected with the steel box girder II (541) in an oblique upward direction.
7. The method for installing the main bridge variable cross-section continuous steel truss girder according to claim 6, wherein: an oblique connecting plate II (549) is arranged between the two horizontal supporting tubes (545) on the upright post I (543), an oblique connecting plate II (549) is also arranged between the two horizontal supporting tubes (545) on the upright post II (544), and the two oblique connecting plates II (549) are arranged in a mutually crossed manner.
8. The method for installing the main bridge variable cross-section continuous steel truss girder according to the claim 2, wherein: four left bank rear wind cables (061) and four left bank front wind cables (062) are respectively arranged on an upper tower frame (51) and a lower tower frame (53) of the left bank tower frame (05), and four left bank upstream transverse wind cables (063) and two left bank downstream transverse wind cables (064) are arranged on the left bank tower frame (05);
four right shore front wind cables (067) and four right shore rear wind cables (068) are respectively arranged on an upper tower frame (51) and a lower tower frame (53) of the right shore tower frame (07), four oblique front wind cables are also arranged on the right shore tower frame (51), and four right shore upstream transverse wind cables (065) and two right shore downstream transverse wind cables (066) are arranged on the right shore tower frame (07);
the four left shore front wind cables (062) on the left shore tower (51) and the four right shore front wind cables (067) on the right shore tower (51) are ventilation cables which are oppositely pulled at the tops of two shore towers.
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Cited By (1)
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| CN113652978A (en) * | 2021-07-28 | 2021-11-16 | 北京市机械施工集团有限公司 | Construction method of large-span steel structure cantilever |
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