WO2024148715A1 - 一种连续钢桁梁桥的架设方法 - Google Patents

一种连续钢桁梁桥的架设方法 Download PDF

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Publication number
WO2024148715A1
WO2024148715A1 PCT/CN2023/091624 CN2023091624W WO2024148715A1 WO 2024148715 A1 WO2024148715 A1 WO 2024148715A1 CN 2023091624 W CN2023091624 W CN 2023091624W WO 2024148715 A1 WO2024148715 A1 WO 2024148715A1
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Prior art keywords
bridge
tower
steel beam
construction
pier
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PCT/CN2023/091624
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English (en)
French (fr)
Inventor
朱东明
梁辉
黄行裕
王员根
余维杰
龙俞伊
张延辉
夏朝鹃
李锋
苏严
吴文龙
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中铁九桥工程有限公司
中铁高新工业股份有限公司
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Publication of WO2024148715A1 publication Critical patent/WO2024148715A1/zh

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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
    • E01D21/08—Methods or apparatus specially adapted for erecting or assembling bridges by rotational movement of the bridge or bridge sections

Definitions

  • the invention relates to the technical field of bridge erection, and in particular to a method for erecting a continuous steel truss bridge.
  • Continuous steel truss bridges are usually erected by cantilever assembly on both sides and mid-span closure.
  • the above bridge erection method must meet the design requirements of the stress state and maintain the linear shape of the beam during closure construction, and has extremely high requirements on the construction error of the closure, resulting in low overall construction efficiency of continuous steel truss bridges.
  • the problem to be solved by the present invention is: how to provide a method for erecting a continuous steel truss bridge to improve the erection efficiency of the continuous steel truss bridge.
  • a method for erecting a continuous steel truss bridge comprising:
  • the main structure under the bridge includes a middle pier and pier-side brackets, and installing the pier top steel beam above the pier-side brackets by a tower crane;
  • a preset number of steel beam segments are hoisted symmetrically along both sides of the pier top steel beam by the tower crane, and a temporary tower is hoisted above the pier top steel beam;
  • the remaining steel beam segments are hoisted symmetrically and synchronously by two of the bridge cranes, and temporary locks are hung at corresponding positions and tensioned at the same time;
  • the method for erecting a continuous steel truss bridge provided by the present invention has, compared with the prior art, the following beneficial effects but not limited to:
  • the method for erecting a continuous steel truss bridge described in the present invention performs preparation work before assembling the bridge body.
  • the main structure under the bridge and the rotating structure can be constructed in advance, and pier-side brackets are erected at the middle pier to prepare for the suspended steel beam.
  • the pier top steel beam is then hoisted on the pier-side brackets by a tower crane.
  • a preset number of steel beam segments are then hoisted symmetrically along both sides of the pier top steel beam by the tower crane. During the hoisting of the steel beam segments, welding is required between two steel beam segments.
  • a temporary tower can be hoisted above the pier top steel beam by the tower crane, that is, the steel beam segment and the temporary tower can be constructed simultaneously, so that the tower crane can be basically in a continuous operation state, thereby improving the bridge erection efficiency.
  • the locking tower is hoisted on the top of the temporary locking tower by a tower crane, and two bridge cranes are installed by the tower crane, and then the remaining steel beam segments are hoisted symmetrically and synchronously by the two bridge cranes.
  • the erection method of the continuous steel truss bridge of the present invention adopts the method of synchronously and symmetrically erecting the steel beam segments along both sides of the middle pier, which has lower requirements on construction errors and improves the erection efficiency of the continuous steel truss bridge.
  • the main structure and rotating structure under the construction bridge include:
  • Three-way jacks are installed on each suspension fulcrum.
  • the symmetrically hoisting a preset number of steel beam segments along both sides of the pier top steel beam by the tower crane, and hoisting a temporary tower above the pier top steel beam comprises:
  • the first construction step includes: hoisting a tower segment by the tower crane and welding it into position;
  • a second construction step comprising: during the welding positioning process, hoisting one of the steel beam segments by the tower crane;
  • the tower segment and the steel beam segment are hoisted cyclically to a preset number.
  • the method for erecting the continuous steel truss bridge further comprises:
  • the tower crane is used to hoist a lifting station and two beam transport vehicles onto the bridge deck.
  • the symmetrical and synchronous lifting of the remaining steel beam segments by two of the bridge cranes, and the simultaneous installation of temporary locks at corresponding positions and tensioning include:
  • the third construction step includes: the bridge crane moves to a position separated by a section distance from the suspension assembly, lifts a steel beam segment to the bridge deck by the lifting station, and transports the steel beam segment to the bridge crane by the beam transport vehicle for lifting and suspension assembly;
  • the fourth construction step comprises: after completing the cantilever assembly of one of the steel beam segments, the bridge deck crane moves forward by the inter-segment distance;
  • the fifth construction step comprises: after each two steel beam segments are assembled, a temporary buckle is hung at a corresponding position and tensioned;
  • the remaining steel beam segments are cyclically suspended and spliced according to the third construction step, the fourth construction step and the fifth construction step until all the steel beam segments are erected.
  • the difference in position of the two beam transport vehicles relative to the center of the ball joint does not exceed one of the inter-node distances.
  • the two bridge cranes move forward synchronously and symmetrically, and the steel beam segment is hoisted after the two bridge cranes are in stable positions and symmetrical with each other.
  • the removing unnecessary construction loads on the bridge deck and performing rotation construction after the bridge body reaches a balanced state includes:
  • a counterweight is applied according to the unbalanced moment.
  • the method for erecting a continuous steel truss bridge further includes:
  • the temporary locks are synchronously and symmetrically removed from both ends of the lock tower in the length direction toward the center direction of the lock tower;
  • the temporary tower is removed.
  • the method for erecting the continuous steel truss bridge further comprises:
  • the upper ball joint is lifted up, and is connected to the bridge body with high-strength bolts.
  • FIG1 is a flow chart of a method for erecting a continuous steel truss bridge according to an embodiment of the present invention
  • FIG2 is a structural schematic diagram 1 of a method for erecting a continuous steel truss bridge according to an embodiment of the present invention
  • FIG3 is a second structural schematic diagram of a method for erecting a continuous steel truss bridge according to an embodiment of the present invention
  • FIG4 is a third structural schematic diagram of a method for erecting a continuous steel truss bridge according to an embodiment of the present invention.
  • FIG. 5 is a fourth structural schematic diagram of a method for erecting a continuous steel truss bridge according to an embodiment of the present invention.
  • the Z-axis in the accompanying drawings represents the vertical direction, that is, the up and down position, and the positive direction of the Z-axis (that is, the direction of the arrow of the Z-axis) represents the top, and the negative direction of the Z-axis (that is, the direction opposite to the positive direction of the Z-axis) represents the bottom;
  • the X-axis in the accompanying drawings represents the horizontal direction, that is, the left and right position, and the positive direction of the X-axis (that is, the direction of the arrow of the X-axis) represents the left, and the negative direction of the X-axis (that is, the direction opposite to the positive direction of the X-axis) represents the right.
  • a method for erecting a continuous steel truss bridge includes:
  • Step S1 constructing the main structure under the bridge and the rotating structure, wherein the main structure under the bridge includes the middle pier 1 and the pier side bracket 2, and installing the pier top steel beam 31 above the pier side bracket 2 by the tower crane 4;
  • Step S2 hoisting a preset number of steel beam segments 32 symmetrically along both sides of the pier top steel beam 31 by the tower crane 4, and hoisting a temporary fastening tower 51 above the pier top steel beam 31;
  • Step S3 hoisting the locking tower 52 on the top of the temporary locking tower 51 by the tower crane 4, and hoisting two bridge cranes 8 by the tower crane 4;
  • Step S4 symmetrically and synchronously hoist the remaining steel beam segments 32 by two bridge cranes 8, and simultaneously hang temporary locks 53 at corresponding positions and tension them;
  • Step S5 removing unnecessary construction loads on the bridge deck, and performing rotation construction after the bridge body reaches a balanced state.
  • preparations are made before assembling the bridge body.
  • the main structure and the rotating structure under the bridge can be constructed in advance, and a pier side bracket 2 is set up at the middle pier 1 to prepare for the suspended steel beam.
  • the pier top steel beam 3 is hoisted on the pier side bracket 2 by the tower crane 4, and then the tower crane 4 is used to lift the pier top steel beam 3.
  • a preset number of steel beam segments 32 are symmetrically hoisted along both sides of the pier top steel beam 3 (in the X-axis direction in FIG. 2 or FIG. 3 ). During the hoisting of the steel beam segments 32, it is necessary to weld two steel beam segments 32.
  • a temporary tower 51 can be hoisted above the pier top steel beam 3 (in the Z-axis direction in FIG. 2 ) by the tower crane 4. That is, the steel beam segments 32 and the temporary tower 51 can be constructed synchronously, so that the tower crane 4 can be basically in a continuous operation state, thereby improving the bridge erection efficiency.
  • the locking tower 52 is hoisted on the top of the temporary locking tower 51 by the tower crane 4, and two bridge cranes are installed by the tower crane 4, and then the remaining steel beam segments 32 are hoisted symmetrically and synchronously by the two bridge cranes.
  • the erection method of the continuous steel truss bridge of the present invention adopts the method of synchronously and symmetrically erecting the steel beam segments 32 along both sides of the middle pier 1. Compared with the prior art, the requirements for construction errors are lower, and the erection efficiency of the continuous steel truss bridge is improved.
  • step S1 is the preparation work before the erection of the main bridge, which can adopt relevant technologies and will not be described in detail here.
  • Step S3 as shown in Figure 2, the pier top steel beam 3 is a pre-assembled structure. After being transported to the beam lifting area of the middle pier 1, the pier top steel beam 3 is hoisted symmetrically in the X-axis direction of Figure 2 on the pier side bracket 2 by the tower crane 4, wherein the assembly order of the steel beam segment 32 is: outer lower chord rod ⁇ inner lower chord rod ⁇ lower chord flat connection ⁇ outer web rod ⁇ inner web rod ⁇ web rod cross connection ⁇ outer upper chord rod ⁇ inner upper chord rod ⁇ bridge deck system. The subsequent installation order of each steel beam segment 32 is the same.
  • the construction of the main structure under the bridge and the rotating structure includes:
  • Three-way jacks are installed on each suspension fulcrum.
  • Pile foundations, abutments, and temporary piers 6 can be constructed in advance at predetermined locations.
  • a swivel platform and a ball joint support can be installed by a tower crane.
  • Three-way jacks are arranged on each suspension support point of the pier-side bracket 2. The spatial coordinates of the steel beam can be adjusted to the specified position by the three-way jacks.
  • hoisting a preset number of steel beam segments 32 symmetrically along both sides of the pier top steel beam 31 by the tower crane 4, and hoisting a temporary tower 51 above the pier top steel beam 31 includes:
  • the first construction step includes: hoisting a tower segment by a tower crane 4 and welding it into position;
  • the second construction step includes: during the welding positioning process, hoisting a steel beam segment 32 by the tower crane 4;
  • the tower segments and the steel beam segments 32 are hoisted cyclically to a preset number.
  • a tower segment in combination with Figures 2 and 3, can be hoisted above the pier top steel beam 31 (Z-axis direction in Figure 2) by the tower crane 4 and welded to position.
  • a steel beam segment 32 can be symmetrically hoisted along both sides of the pier top steel beam 31 (X-axis direction in Figure 2 or Figure 3) by the tower crane 4.
  • the first tower segment above the pier top steel beam 31 and the first steel beam segments 32 on both sides of the pier top steel beam 31 are assembled.
  • the above method is subsequently repeated until the temporary tower 51 is hoisted and the steel beam segments 52 are hoisted to a preset number.
  • the erection method of the continuous steel truss bridge further includes:
  • the lifting station and two beam transport vehicles 7 are hoisted onto the bridge deck by the tower crane 4 .
  • symmetrically and synchronously hoisting the remaining steel beam segments 32 by two bridge cranes 8, and simultaneously hanging temporary buckles 53 at corresponding positions and performing tensioning include:
  • the third construction step includes: moving the bridge crane 8 to a distance from the suspension joint. At a position of one inter-section distance, a steel beam segment 32 is lifted to the bridge deck by a lifting station, and the steel beam segment 32 is transported to the bridge deck crane 8 by a beam transport vehicle 7 for lifting and suspension assembly;
  • the fourth construction step includes: after completing the cantilever assembly of a steel beam segment 32, the bridge crane 8 moves forward by a segment distance;
  • the fifth construction step includes: after each two steel beam segments 32 are suspended, a temporary buckle 53 is hung at a corresponding position and tensioned;
  • the remaining steel beam segments 32 are cyclically suspended and spliced according to the third construction step, the fourth construction step and the fifth construction step until all the steel beam segments 32 are erected.
  • the bridge crane 8 moves to a position one inter-section distance away from the suspension point in order to facilitate the beam transport vehicle 7 to pass from under the bridge crane 8, and the lifting station lifts the steel beam segment 32 to the bridge deck, and the two beam transport vehicles 7 transport the steel beam segment 32 to the two bridge cranes 8 for hoisting and suspension. After completing the suspension of one steel beam segment 32, the bridge crane 8 moves forward one inter-section distance.
  • a temporary lock 53 at the corresponding position is hung and tensioned, wherein the temporary lock 53 is hung between the lock tower 52 and the corresponding steel beam segment 32, and the steel beam segments 52 are hoisted symmetrically in this cycle until all steel beam segments 52 are erected.
  • the difference in the positions of the two beam transport vehicles 7 relative to the center of the ball joint does not exceed one inter-node distance.
  • the two beam transport vehicles 7 should move symmetrically and synchronously during the process of transporting beams on the bridge, and the difference in the position of the two beam transport vehicles 7 relative to the center of the ball joint should not exceed one inter-node distance (the length of a steel beam segment 32) to ensure that the structural center of gravity of the bridge body remains within the allowable error range.
  • the two bridge cranes 8 move forward synchronously and symmetrically, and after the two bridge cranes 8 are in stable positions and symmetrical with each other, the steel beam segment 32 is hoisted.
  • the two bridge cranes 8 when the two bridge cranes 8 are moving the bridge deck, the two bridge cranes 8 should move forward synchronously and symmetrically.
  • the steel beam segment 32 can be hoisted only after the bridge cranes 8 are in a stable position and symmetrical with each other, so as to ensure that the structural center of gravity of the bridge body remains within the allowable error range.
  • the bridge deck construction equipment needs to be dismantled.
  • the two bridge deck cranes 81 are synchronously and symmetrically moved to the vicinity of the middle pier 1, and then they can be dismantled by tools such as a car crane.
  • the bridge body is weighed by a jack, and the unbalanced moment is calculated.
  • counterweights are applied according to the unbalanced moment to eliminate the unbalanced moment.
  • the rotation construction can be carried out after the structural counterweight reaches a balanced state.
  • the erection method of the continuous steel truss bridge further includes:
  • the temporary locks 53 are synchronously and symmetrically removed from both ends of the lock tower 52 in the length direction toward the center direction of the lock tower 52;
  • the temporary tower 51 is removed.
  • the temporary locks 53 can be removed in pairs, synchronously and symmetrically from the side away from the locking tower 52 to the temporary locking tower 51 through the locking tower 52 and the winch, and then the temporary locking tower 51 can be removed by tools such as a crane.
  • the method for erecting the continuous steel truss bridge further includes:
  • the upper ball joint is lifted up and connected to the bridge body with high-strength bolts.
  • the foundation stone is constructed, the middle pier support 91 and the side pier support 92 are installed, the high-strength mortar of the middle pier support 91 and the side pier support 92 is poured, the upper ball joint connection box is removed, the beam drop construction is carried out, and then the beam drop jack is arranged, the middle support point and the side support point jack are lifted to unload the ball support force, the upper ball joint connection box and the support foot are removed, and then the bridge body is dropped to the middle pier support 91 and the side pier support 92 by the middle support point and the side support point jack, the upper ball joint is lifted, and the upper ball joint is connected to the bridge body with high-strength bolts, completing the conversion of the ball joint's anti-beam drop function.
  • the middle pier and the side pier beam drop jacks alternately lift the bridge body to drop the beam, and the force from the center ball joint is converted to the middle pier
  • first and second are used for descriptive purposes only and should not be understood as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as “first” or “second” may explicitly or implicitly include at least one of the features.

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Abstract

本发明提供了一种连续钢桁梁桥的架设方法，涉及桥梁架设技术领域，连续钢桁梁桥的架设方法包括施工桥下主体结构以及转体结构，通过塔吊在墩旁支架的上方安装墩顶钢梁；通过塔吊沿墩顶钢梁两侧对称吊装预设数量的钢梁节段，并且在墩顶钢梁上方吊装临时扣塔；通过塔吊在临时扣塔的顶部吊装扣锁塔架，并且通过塔吊吊装两台桥面吊机；通过两台桥面吊机对称同步吊装剩余钢梁节段，并且同时挂设相应位置的临时扣锁并进行张拉；清除桥面不必要的施工载荷，待桥体达到平衡状态后进行转体施工。本发明相比于现有技术，采用沿中墩两侧同步对称架设钢梁节段的方式，对施工误差的要求较低，提高了连续钢桁梁桥的架设效率。

Description

一种连续钢桁梁桥的架设方法 技术领域
本发明涉及桥梁架设技术领域，具体而言，涉及一种连续钢桁梁桥的架设方法。
背景技术
随着城市道路交通规模、运营速度、运营里程及运营频率等方面不断提升，高速公路的建设越来越多，而大多高速公路都在人烟稀少的地段，需要穿山越岭，因此需要架桥通行。连续钢桁梁结构强度大，可靠性好，多用于架桥。
连续钢桁梁桥通常采用两岸悬臂拼装，跨中合龙法架设，但是，上述桥梁架设方法在合龙施工时必须满足受力状态的设计要求和保持梁体线形，对合龙的施工误差具有极高的要求，因此导致连续钢桁梁桥的整体施工效率较低。
发明内容
本发明所要解决的问题是：如何提供一种连续钢桁梁桥的架设方法，以提高连续钢桁梁桥的架设效率。
为达到上述目的，本发明的技术方案是这样的：
一种连续钢桁梁桥的架设方法，包括：
施工桥下主体结构以及转体结构，其中，所述桥下主体结构包括中墩以及墩旁支架，通过塔吊在所述墩旁支架的上方安装墩顶钢梁；
通过所述塔吊沿所述墩顶钢梁两侧对称吊装预设数量的钢梁节段，并且在所述墩顶钢梁上方吊装临时扣塔；
通过所述塔吊在所述临时扣塔的顶部吊装扣锁塔架，并且通过所述塔吊吊装两台桥面吊机；
通过两台所述桥面吊机对称同步吊装剩余所述钢梁节段，并且同时挂设相应位置的临时扣锁并进行张拉；
清除桥面不必要的施工载荷，待桥体达到平衡状态后进行转体施工。
本发明提供的一种连续钢桁梁桥的架设方法，相较于现有技术，具有但不局限于以下有益效果：
本发明所述的连续钢桁梁桥的架设方法，在进行桥体拼装前做好准备工作，可以提前施工桥下主体结构以及转体结构，并且在中墩处架设墩旁支架为悬拼钢梁做好准备，然后通过塔吊在墩旁支架上吊装墩顶钢梁，然后通过塔吊沿墩顶钢梁两侧对称吊装预设数量的钢梁节段，在吊装钢梁节段的过程中，需要对两个钢梁节段之间进行焊接，此时可通过塔吊在墩顶钢梁上方吊装临时扣塔，即钢梁节段与临时扣塔可以同步施工，使得塔吊可以基本处于连续作业状态，以此可以提高架桥效率。当架设一定数量的钢梁节段之后，通过塔吊在临时扣塔的顶部吊装扣锁塔架，并且通过塔吊安装两台桥面吊机，然后通过两台桥面吊机对称同步吊装剩余钢梁节段，在通过桥面吊机吊装钢梁节段过程中，同时挂设相应位置的临时扣锁并进行张拉，其中临时扣锁连接在扣锁塔架与相应的钢梁节段之间，直至完成全部钢梁节段的拼装，最后清除桥面不必要的施工载荷，待桥体达到平衡状态后进行转体施工。本发明的连续钢桁梁桥的架设方法，相比于现有技术，采用沿中墩两侧同步对称架设钢梁节段的方式，对施工误差的要求较低，提高了连续钢桁梁桥的架设效率。
可选地，所述施工桥下主体结构以及转体结构包括：
施工桩基、承台、以及临时墩；
施工转体平台，安装球铰支座；
在各个悬拼支点上布设三向千斤顶。
可选地，所述通过所述塔吊沿所述墩顶钢梁两侧对称吊装预设数量的钢梁节段，并且在所述墩顶钢梁上方吊装临时扣塔包括：
第一施工步骤，所述第一施工步骤包括：通过所述塔吊吊装一个扣塔节段，并且焊接定位；
第二施工步骤，所述第二施工步骤包括：在所述焊接定位过程中，通过所述塔吊吊装一个所述钢梁节段；
按照所述第一施工步骤与所述第二施工步骤循环吊装所述扣塔节段与所述钢梁节段至预设数量。
可选地，所述通过所述塔吊在所述临时扣塔的顶部吊装扣锁塔架，并且通过所述塔吊吊装两台桥面吊机之后，所述连续钢桁梁桥的架设方法还包括：
通过所述塔吊在桥面上吊装提升站和两辆运梁车。
可选地，所述通过两台所述桥面吊机对称同步吊装剩余所述钢梁节段，并且同时挂设相应位置的临时扣锁并进行张拉包括：
第三施工步骤，所述第三施工步骤包括：所述桥面吊机移动至距悬拼处间隔一个节间距离的位置，通过所述提升站提升一个所述钢梁节段至桥面，通过所述运梁车将所述钢梁节段运输至所述桥面吊机处进行吊装悬拼；
第四施工步骤，所述第四施工步骤包括：完成一个所述钢梁节段悬拼后，所述桥面吊机前移一个所述节间距离；
第五施工步骤，所述第五施工步骤包括：每完成两个所述钢梁节段悬拼后，挂设一根相应位置的临时扣锁并进行张拉；
按照所述第三施工步骤、所述第四施工步骤与所述第五施工步骤循环悬拼剩余所述钢梁节段，直至所有所述钢梁节段架设完成。
可选地，两辆所述运梁车在桥上运梁过程中，两辆所述运梁车相对于球铰中心位置的差异不超过一个所述节间距离。
可选地，两台所述桥面吊机移动过程中，两台所述桥面吊机同步对称前移，两台所述桥面吊机均站位稳定并相互对称后进行所述钢梁节段的吊装。
可选地，所述清除桥面不必要的施工载荷，待桥体达到平衡状态后进行转体施工包括：
拆除两台所述桥面吊机；
通过千斤顶称重，并且算出不平衡力矩；
根据所述不平衡力矩施加配重。
可选地，所述清除桥面不必要的施工载荷，待桥体达到平衡状态后进行转体施工之后，所述连续钢桁梁桥的架设方法还包括：
由所述扣锁塔架长度方向的两端向所述扣锁塔架中心方向同步对称拆除所述临时扣锁；
拆除所述临时扣塔。
可选地，所述转体施工之后，所述连续钢桁梁桥的架设方法还包括：
安装中墩支座和边墩支座；
将桥体落梁至所述中墩支座和所述边墩支座；
对上球铰进行顶升，并采用高强度螺栓将上球铰与所述桥体进行连接。
附图说明
图1为本发明实施例的连续钢桁梁桥的架设方法的流程图；
图2为本发明实施例的连续钢桁梁桥的架设方法的结构示意图一；
图3为本发明实施例的连续钢桁梁桥的架设方法的结构示意图二；
图4为本发明实施例的连续钢桁梁桥的架设方法的结构示意图三；
图5为本发明实施例的连续钢桁梁桥的架设方法的结构示意图四。
附图标记说明：
1、中墩；2、墩旁支架；31、墩顶钢梁；32、钢梁节段；4、塔吊；
51、临时扣塔；52、扣锁塔架；53、临时扣锁；6、临时墩；7、运梁车；
8、桥面吊机；91、中墩支座；92、边墩支座。
具体实施方式
为使本发明的上述目的、特征和优点能够更为明显易懂，下面结合附图对本发明的具体实施例做详细的说明。
在本发明的描述中，需要理解的是，术语“上”、“下”、“左”、“右”等指示的方位或位置关系为基于附图所示的方位或位置关系，仅是为了便于描述本发明和简化描述，而不是指示或暗示所指的装置或元件必须具有特定的方位、以特定的方位构造和操作，因此不能理解为对本发明的限制。
而且，附图中Z轴表示竖向，也就是上下位置，并且Z轴的正向(也就是Z轴的箭头指向)表示上，Z轴的负向(也就是与Z轴的正向相反的方向)表示下；附图中X轴表示横向，也就是左右位置，并且X轴的正向(也就是X轴的箭头指向)表示左，X轴的负向(也就是与X轴的正向相反的方向)表示右。
同时需要说明的是，前述Z轴、X轴表示含义仅是为了便于描述本发明和简化描述，而不是指示或暗示所指的装置或元件必须具有特定的方位、以特定的方位构造和操作，因此不能理解为对本发明的限制。
如图1至图4所示，本发明实施例的一种连续钢桁梁桥的架设方法，包括：
步骤S1，施工桥下主体结构以及转体结构，其中，桥下主体结构包括中墩1以及墩旁支架2，通过塔吊4在墩旁支架2的上方安装墩顶钢梁31；
步骤S2，通过塔吊4沿墩顶钢梁31两侧对称吊装预设数量的钢梁节段32，并且在墩顶钢梁31上方吊装临时扣塔51；
步骤S3，通过塔吊4在临时扣塔51的顶部吊装扣锁塔架52，并且通过塔吊4吊装两台桥面吊机8；
步骤S4，通过两台桥面吊机8对称同步吊装剩余钢梁节段32，并且同时挂设相应位置的临时扣锁53并进行张拉；
步骤S5，清除桥面不必要的施工载荷，待桥体达到平衡状态后进行转体施工。
在本实施例中，在进行桥体拼装前做好准备工作，可以提前施工桥下主体结构以及转体结构，并且在中墩1处架设墩旁支架2为悬拼钢梁做好准备，然后通过塔吊4在墩旁支架2上吊装墩顶钢梁3，然后通过塔吊4 沿墩顶钢梁3两侧(附图2或附图3中X轴方向)对称吊装预设数量的钢梁节段32，在吊装钢梁节段32的过程中，需要对两个钢梁节段32之间进行焊接，此时可通过塔吊4在墩顶钢梁3上方(附图2中Z轴方向)吊装临时扣塔51，即钢梁节段32与临时扣塔51可以同步施工，使得塔吊4可以基本处于连续作业状态，以此可以提高架桥效率。当架设一定数量的钢梁节段32之后，通过塔吊4在临时扣塔51的顶部吊装扣锁塔架52，并且通过塔吊4安装两台桥面吊机，然后通过两台桥面吊机对称同步吊装剩余钢梁节段32，在通过桥面吊机吊装钢梁节段32过程中，同时挂设相应位置的临时扣锁53并进行张拉，其中临时扣锁53连接在扣锁塔架52与相应的钢梁节段32之间，直至完成全部钢梁节段32的拼装，最后清除桥面不必要的施工载荷，待桥体达到平衡状态后进行转体施工。本发明的连续钢桁梁桥的架设方法，采用沿中墩1两侧同步对称架设钢梁节段32的方式，相比于现有技术，对施工误差的要求较低，提高了连续钢桁梁桥的架设效率。
在具体施工过程中，步骤S1为进行主桥架设前的准备作业，其可以采用相关技术，此处不再详细说明。步骤S3，结合附图2所示，墩顶钢梁3为预先拼装完成结构，运至中墩1的提梁区后，通过塔吊4在墩旁支架2上对称附图2中X轴方向吊装墩顶钢梁3，其中钢梁节段32的拼装顺序为：外侧下弦杆→内侧下弦杆→下弦间平联→外侧腹杆→内侧腹杆→腹杆间横联→外侧上弦杆→内侧上弦杆→桥面系。后续每个钢梁节段32安装顺序如此。
可选地，施工桥下主体结构以及转体结构包括：
施工桩基、承台、以及临时墩6；
施工转体平台，安装球铰支座；
在各个悬拼支点上布设三向千斤顶。
在本实施例中，在进行桥体拼装前做好准备工作，可提前在预定位置施工桩基、承台、以及临时墩6，可通过塔吊安装转体平台以及球铰支座，在墩旁支架2的各个悬拼支点上布设三向千斤顶，通过三向千斤顶可以调整钢梁的空间坐标至指定位置。
可选地，通过塔吊4沿墩顶钢梁31两侧对称吊装预设数量的钢梁节段32，并且在墩顶钢梁31上方吊装临时扣塔51包括：
第一施工步骤，第一施工步骤包括：通过塔吊4吊装一个扣塔节段，并且焊接定位；
第二施工步骤，第二施工步骤包括：在焊接定位过程中，通过塔吊4吊装一个钢梁节段32；
按照第一施工步骤与第二施工步骤循环吊装扣塔节段与钢梁节段32至预设数量。
在本实施例中，结合附图2和附图3所示，首先可通过塔吊4在墩顶钢梁31的上方(附图2中Z轴方向)吊装一个扣塔节段，并且焊接定位，在对第一个扣塔节段焊接过程中，可通过塔吊4沿墩顶钢梁31两侧(附图2或附图3中X轴方向)对称吊装一个钢梁节段32，如此，墩顶钢梁31上方的第一个扣塔节段与墩顶钢梁31两侧的第一个钢梁节段32拼装完成，后续重复上述方式，直至临时扣塔51吊装完成，并且钢梁节段52吊装至预设数量。
可选地，通过塔吊4在临时扣塔51的顶部吊装扣锁塔架52，并且通过塔吊4吊装两台桥面吊机8之后，连续钢桁梁桥的架设方法还包括：
通过塔吊4在桥面上吊装提升站和两辆运梁车7。
在本实施例中，结合附图3和附图4所示，由于塔吊4的行程有限，当通过塔吊4吊装一定数量的钢梁节段32之后，塔吊4将无法继续吊装钢梁节段32，此时需要通过桥面吊机8继续吊装钢梁节段32，但是桥面吊机8自身无法将钢梁节段32从桥下吊至桥面，此时通过塔吊4以及桥面吊机8协同参与吊装提升站和两辆运梁车7至桥面，提升站用于将桥下的钢梁节段32运输至桥面，两台运梁车7用于将钢梁节段32运输至两台桥面吊机8位置处。
可选地，通过两台桥面吊机8对称同步吊装剩余钢梁节段32，并且同时挂设相应位置的临时扣锁53并进行张拉包括：
第三施工步骤，第三施工步骤包括：桥面吊机8移动至距悬拼处间隔 一个节间距离的位置，通过提升站提升一个钢梁节段32至桥面，通过运梁车7将钢梁节段32运输至桥面吊机8处进行吊装悬拼；
第四施工步骤，第四施工步骤包括：完成一个钢梁节段32悬拼后，桥面吊机8前移一个节间距离；
第五施工步骤，第五施工步骤包括：每完成两个钢梁节段32悬拼后，挂设一根相应位置的临时扣锁53并进行张拉；
按照第三施工步骤、第四施工步骤与第五施工步骤循环悬拼剩余钢梁节段32，直至所有钢梁节段32架设完成。
在本实施例中，结合附图3和附图4所示，桥面吊机8移动至距悬拼处间隔一个节间距离的位置，是为了便于运梁车7从桥面吊机8的下方通过，提升站提升钢梁节段32至桥面，通过两台运梁车7分别将钢梁节段32运输至两台桥面吊机8处进行吊装悬拼，完成一个钢梁节段32悬拼后，桥面吊机8前移一个节间距离，每完成两个钢梁节段32悬拼后，挂设一根相应位置的临时扣锁53并进行张拉，其中临时扣锁53挂设在扣锁塔架52与相应的钢梁节段32之间，如此循环对称吊装钢梁节段52，直至所有钢梁节段52架设完成。
可选地，两辆运梁车7在桥上运梁过程中，两辆运梁车7相对于球铰中心位置的差异不超过一个节间距离。
在本实施例中，两辆运梁车7在桥上运梁过程中，应对称同步移动，且两辆运梁车7相对于球铰中心位置的差异不超过一个节间距离(一个钢梁节段32的长度)，以保证桥体的结构重心保持在允许的误差范围内。
可选地，两台桥面吊机8移动过程中，两台桥面吊机8同步对称前移，两台桥面吊机8均站位稳定并相互对称后进行钢梁节段32的吊装。
在本实施例中，两台桥面吊机8在桥面移动过程中，两台桥面吊机8应同步、对称前移，桥面吊机8站位稳定并相互对称后方可进行钢梁节段32的吊装，以保证桥体的结构重心保持在允许的误差范围内。
可选地，清除桥面不必要的施工载荷，待桥体达到平衡状态后进行转体施工包括：
拆除两台桥面吊机8；
通过千斤顶称重，并且算出不平衡力矩；
根据不平衡力矩施加配重。
在本实施例中，在进行转体施工之前，需进行桥面施工设备的拆除工作，首先将两台桥面吊机81同步对称移动至中墩1附近，然后可通过汽车吊等工具将其拆除，然后通过千斤顶对桥体进行称重，并且算出不平衡力矩，然后根据不平衡力矩施加配重，以消除不平衡力矩，待结构配重达到平衡状态再进行转体施工。
可选地，清除桥面不必要的施工载荷，待桥体达到平衡状态后进行转体施工之后，连续钢桁梁桥的架设方法还包括：
由扣锁塔架52长度方向的两端向扣锁塔架52中心方向同步对称拆除临时扣锁53；
拆除临时扣塔51。
在本实施例中，转体施工完成之后，可以通过扣锁塔架52及卷扬机由远离扣锁塔架52侧向临时扣塔51方向逐对、同步、对称拆除临时扣锁53，然后通过吊机等工具拆除临时扣塔51。
可选地，转体施工之后，连续钢桁梁桥的架设方法还包括：
安装中墩支座91和边墩支座92；
将桥体落梁至中墩支座91和边墩支座92；
对上球铰进行顶升，并采用高强度螺栓将上球铰与桥体进行连接。
在本实施例中，结合附图5所示，转体完成后，施工垫石，安装中墩支座91和边墩支座92，灌注中墩支座91和边墩支座92的高强砂浆，拆除上球铰连接箱、落梁施工，然后布置落梁千斤顶，起顶中支点、边支点千斤顶卸载球较支撑力，拆除上球较连接箱、撑脚，然后通过中支点、边支点千斤顶将桥体落梁至中墩支座91和边墩支座92，对上球铰进行顶升，采用高强度螺栓将上球铰与桥体进行连接，完成球铰防落梁功能的转换。中墩和边墩落梁千斤顶交替顶桥体落梁，由中心球铰受力转换为中墩 支座91和边墩支座92受力。
术语“第一”、“第二”仅用于描述目的，而不能理解为指示或暗示相对重要性或者隐含指明所指示的技术特征的数量。由此，限定有“第一”、“第二”的特征可以明示或者隐含地包括至少一个该特征。
虽然本公开披露如上，但本公开的保护范围并非仅限于此。本领域技术人员在不脱离本公开的精神和范围的前提下，可进行各种变更与修改，这些变更与修改均将落入本申请的保护范围。

Claims (10)

  1. 一种连续钢桁梁桥的架设方法，包括：
    施工桥下主体结构以及转体结构，其中，所述桥下主体结构包括中墩(1)以及墩旁支架(2)，通过塔吊(4)在所述墩旁支架(2)的上方安装墩顶钢梁(31)；
    通过所述塔吊(4)沿所述墩顶钢梁(31)两侧对称吊装预设数量的钢梁节段(32)，并且在所述墩顶钢梁(31)上方吊装临时扣塔(51)；
    通过所述塔吊(4)在所述临时扣塔(51)的顶部吊装扣锁塔架(52)，并且通过所述塔吊(4)吊装两台桥面吊机(8)；
    通过两台所述桥面吊机(8)对称同步吊装剩余所述钢梁节段(32)，并且同时挂设相应位置的临时扣锁(53)并进行张拉；
    清除桥面不必要的施工载荷，待桥体达到平衡状态后进行转体施工。
  2. 根据权利要求1所述的连续钢桁梁桥的架设方法，其中，所述施工桥下主体结构以及转体结构包括：
    施工桩基、承台、以及临时墩(6)；
    施工转体平台，安装球铰支座；
    在各个悬拼支点上布设三向千斤顶。
  3. 根据权利要求1所述的连续钢桁梁桥的架设方法，其中，所述通过所述塔吊(4)沿所述墩顶钢梁(31)两侧对称吊装预设数量的钢梁节段(32)，并且在所述墩顶钢梁(31)上方吊装临时扣塔(51)包括：
    第一施工步骤，所述第一施工步骤包括：通过所述塔吊(4)吊装一个扣塔节段，并且焊接定位；
    第二施工步骤，所述第二施工步骤包括：在所述焊接定位过程中，通过所述塔吊(4)吊装一个所述钢梁节段(32)；
    按照所述第一施工步骤与所述第二施工步骤循环吊装所述扣塔节段与所述钢梁节段(32)至预设数量。
  4. 根据权利要求1所述的连续钢桁梁桥的架设方法，其中，所述通过所述塔吊(4)在所述临时扣塔(51)的顶部吊装扣锁塔架(52)，并且通过所述塔吊(4)吊装两台桥面吊机(8)之后，所述连续钢桁梁桥的架设方法还包括：
    通过所述塔吊(4)在桥面上吊装提升站和两辆运梁车(7)。
  5. 根据权利要求4所述的连续钢桁梁桥的架设方法，其中，所述通过两台所述桥面吊机(8)对称同步吊装剩余所述钢梁节段(32)，并且同时挂设相应位置的临时扣锁(53)并进行张拉包括：
    第三施工步骤，所述第三施工步骤包括：所述桥面吊机(8)移动至距悬拼处间隔一个节间距离的位置，通过所述提升站提升一个所述钢梁节段(32)至桥面，通过所述运梁车(7)将所述钢梁节段(32)运输至所述桥面吊机(8)处进行吊装悬拼；
    第四施工步骤，所述第四施工步骤包括：完成一个所述钢梁节段(32)悬拼后，所述桥面吊机(8)前移一个所述节间距离；
    第五施工步骤，所述第五施工步骤包括：每完成两个所述钢梁节段(32)悬拼后，挂设一根相应位置的临时扣锁(53)并进行张拉；
    按照所述第三施工步骤、所述第四施工步骤与所述第五施工步骤循环悬拼剩余所述钢梁节段(32)，直至所有所述钢梁节段(32)架设完成。
  6. 根据权利要求5所述的连续钢桁梁桥的架设方法，其中，两辆所述运梁车(7)在桥上运梁过程中，两辆所述运梁车(7)相对于球铰中心位置的差异不超过一个所述节间距离。
  7. 根据权利要求5所述的连续钢桁梁桥的架设方法，其中，两台所述桥面吊机(8)移动过程中，两台所述桥面吊机(8)同步对称前移，两台所述桥面吊机(8)均站位稳定并相互对称后进行所述钢梁节段(32)的吊装。
  8. 根据权利要求1所述的连续钢桁梁桥的架设方法，其中，所述清除桥面不必要的施工载荷，待桥体达到平衡状态后进行转体施工包括：
    拆除两台所述桥面吊机(8)；
    通过千斤顶称重，并且算出不平衡力矩；
    根据所述不平衡力矩施加配重。
  9. 根据权利要求1所述的连续钢桁梁桥的架设方法，其中，所述清除桥面不必要的施工载荷，待桥体达到平衡状态后进行转体施工之后，所述连续钢桁梁桥的架设方法还包括：
    由所述扣锁塔架(52)长度方向的两端向所述扣锁塔架(52)中心方向同步对称拆除所述临时扣锁(53)；
    拆除所述临时扣塔(51)。
  10. 根据权利要求1所述的连续钢桁梁桥的架设方法，其中，所述转体施工之后，所述连续钢桁梁桥的架设方法还包括：
    安装中墩支座(91)和边墩支座(92)；
    将桥体落梁至所述中墩支座(91)和所述边墩支座(92)；
    对上球铰进行顶升，并采用高强度螺栓将所述上球铰与所述桥体进行连接。
PCT/CN2023/091624 2023-01-12 2023-04-28 一种连续钢桁梁桥的架设方法 WO2024148715A1 (zh)

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