WO2021057145A1 - 墩顶短滑道梁上架设节段钢梁的方法 - Google Patents

墩顶短滑道梁上架设节段钢梁的方法 Download PDF

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Publication number
WO2021057145A1
WO2021057145A1 PCT/CN2020/098665 CN2020098665W WO2021057145A1 WO 2021057145 A1 WO2021057145 A1 WO 2021057145A1 CN 2020098665 W CN2020098665 W CN 2020098665W WO 2021057145 A1 WO2021057145 A1 WO 2021057145A1
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WIPO (PCT)
Prior art keywords
pier
steel
steel beam
short slide
section
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PCT/CN2020/098665
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English (en)
French (fr)
Inventor
陈涛
罗兵
崔一兵
查道宏
李军堂
宋宇亮
张文斌
杨浩
姜江华
贾维君
姚森
胡勇
舒海华
张耿
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中铁大桥局集团有限公司
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Application filed by 中铁大桥局集团有限公司 filed Critical 中铁大桥局集团有限公司
Priority to AU2020352698A priority Critical patent/AU2020352698B2/en
Priority to GB2205842.4A priority patent/GB2603424B/en
Priority to KR1020227010234A priority patent/KR102635982B1/ko
Priority to JP2022514756A priority patent/JP7276599B2/ja
Priority to MA56285A priority patent/MA56285B1/fr
Publication of WO2021057145A1 publication Critical patent/WO2021057145A1/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
    • E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
    • 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
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E01D2101/20—Concrete, stone or stone-like material
    • E01D2101/24—Concrete
    • E01D2101/26—Concrete reinforced
    • E01D2101/268—Composite concrete-metal
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E01D2101/30—Metal

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  • the invention relates to the technical field of bridge erection facilities, in particular to a method for erecting a segmented steel beam on a short slide beam on the top of a pier.
  • the purpose of the present invention is to provide a method for erecting a segmented steel beam on the short slide beam on the top of the pier.
  • the steel beam on the short slide beam on the top of the pier adopts counterweight and sliding After the method reaches the stable state of overall anti-overturning, beams are erected on both sides of the overall steel beam with overall anti-overturning ability.
  • the construction process is safe and reliable, and the construction facilities are more economical than long slide beams.
  • an embodiment of the present invention provides a method for erecting a segmented steel beam on a short slide beam at the top of a pier.
  • the method includes the following steps:
  • Step S1 Set a weight adjustable weight on the steel beam of the first section
  • Step S2 Drop the first section of the steel beam to the preset first position on the pier top short chute beam, and the length of the pier top short chute beam is shorter than the first section of the steel beam The sum of the lengths of the two steel beams on both sides;
  • Step S3 Lift the second section of steel beam, and butt the second section of steel beam with the first section of steel beam to form a first integral steel beam that has been erected;
  • Step S4 Pre-calculate the preset displacement of the first integral steel beam moving along the short slide beam at the top of the pier, and calculate the target counterweight of the counterweight; adjust the counterweight so that the first integral steel beam After adjusting to the target counterweight, move the first integral steel beam to a preset displacement;
  • Step S5 Repeating the above steps S3 to S4, butting a number of sections of steel beams on the first integral steel beam in sequence, until all the sections of steel beams after butting have the overall anti-overturning ability on the short slide beam on the top of the pier;
  • Step S6 Erect the remaining segment steel beams in sequence on both sides of all the segment steel beams that have been erected.
  • the pier top short slide beam when the second section of steel beam, the first section of steel beam and the third section of steel beam are sequentially arranged on the pier top short slide beam, the pier top short slide The length of the beam is shorter than the center of gravity distance between the second section steel beam and the third section steel beam.
  • the pier top short slide beam is located on the top of the bridge pier and the bracket beside the pier;
  • the pier top short slide beam includes:
  • a fixed sliding seat which is arranged on the outer end of the longitudinal beam and is used to support the section steel beam;
  • the sliding component includes a fixed part fixedly connected to the longitudinal beam and a moving part used to drive the section steel beam to move on the smooth steel plate.
  • the fixed part includes:
  • An anchor beam which is arranged on the inner end of the longitudinal beam, and the command height of the anchor beam is lower than the command height of the fixed sliding seat;
  • the mobile part includes:
  • the movable sliding seat is placed on the smooth steel plate and connected with the longitudinal traction equipment through a traction line.
  • the longitudinal movement traction device is a jack
  • the traction wire is a steel strand.
  • the movable sliding seat is spot welded to the first section steel beam.
  • the counterweight is a plurality of water storage containers freely placed on the first section of the steel beam, and the water storage container adjusts the weight according to the water storage capacity; and all the storage containers
  • the center of gravity of the water container is coplanar with the center of gravity of the first section of the steel beam.
  • the bottom of the water storage container is provided with a water outlet valve;
  • the specific method for adjusting the weight of the water storage container according to the water storage capacity is as follows:
  • a water pump is used to feed water into the water storage container to increase the water storage capacity; and the water outlet valve is used to discharge water to reduce the water storage capacity.
  • the present invention provides a method for erecting a segmented steel beam on the short slide beam on the top of the pier. After the steel beam on the short slide beam on the top of the pier achieves the overall anti-overturning ability by means of counterweight and slippage, Girder erection; during the segmental erection of steel beams, the utilization rate of the brackets and short slide beams beside the bridge piers is significantly improved, and the construction process is safe and reliable, and the construction facilities are more economical than long slide beams.
  • Figure 1 is a schematic diagram of the erection of the first section of the steel beam on the short slide beam on the top of the pier in the embodiment of the present invention
  • FIG. 2 is a schematic diagram of the structure of the short slide beam at the top of the pier in the embodiment of the present invention
  • Figure 3 is a schematic diagram of the erection of the second section of the steel beam on the short slide beam on the top of the pier in the embodiment of the present invention
  • FIG. 4 is a schematic diagram of the erection of the third section of the steel beam on the short slide beam on the top of the pier in the embodiment of the present invention
  • Figure 5 is a structural schematic diagram of the first three sections of steel beams erected on the top of the pier short slide beam in the embodiment of the present invention
  • Figure 6 is a schematic diagram of the static erection of the remaining sections of steel beams on the short slide beam on the top of the pier in the embodiment of the present invention
  • the embodiment of the present invention provides a method for erecting a segmented steel beam on a short slide beam at the top of a pier.
  • the method includes the following steps:
  • Step S1 A counterweight 1 for adjusting the weight is provided on the first section of steel beam 21.
  • Step S2 Drop the first section of the steel beam 21 to the preset first position on the pier top short chute beam 3, and the length of the pier top short chute beam 3 is shorter than the first section The sum of the lengths of the segment steel beam 21 and the two segment steel beams on both sides.
  • Step S3 The second section steel beam 22 is lifted, and the second section steel beam 22 is butted with the first section steel beam 21 to form a first integral steel beam that has been erected.
  • Step S4 Pre-calculate the preset displacement of the first integral steel beam to move along the short chute beam 3 at the top of the pier, and calculate the target weight of the counterweight 1; adjust the counterweight 1 so that the first After the integral steel beam is adjusted to the target counterweight, the first integral steel beam is moved to a preset displacement;
  • step S4 are:
  • the movement displacement S 1 of the first integral steel beam along the pier top short slide beam 3 is calculated in advance, and the displacement of the counterweight 1 is calculated according to the preset first position, the displacement S 1 , and the anti-overturning calculation method Target displacement D 1 and target weight V 1 ;
  • Step S5 Repeating the above steps 3 to 4, butting a number of sections of steel beams on the first integral steel beam in turn, until all the sections of steel beams after butting have the overall anti-overturning ability on the short slide beam 3 on the top of the pier ;
  • Step S6 Erect the remaining steel beams in sequence on both sides of all the steel beams that have been erected, that is, keep all the steel beams with the overall anti-overturning capability in place, and place them on both sides of the steel beams. Butt the steel beams in turn.
  • the embodiment of the present invention provides a method for erecting a segmented steel beam on the short slide beam on the top of the pier. After the steel beam on the short slide beam 3 on the top of the pier achieves the overall anti-overturning ability by means of counterweight and slippage, Carry out ordinary beam erection; during the segmental erection of the segmental steel beams, the utilization rate of the bracket 42 beside the pier 41 and the short slide beam 3 on the top of the pier is significantly improved, and before the static erection of the beam, the erected section The section steel beam has reached the anti-overturning ability. Therefore, the construction process is safe and reliable.
  • the construction facility does not need to increase the structural composition of the supporting section steel beam, and the diagonal inclination of the bracket is also small and sufficient.
  • the length of the short pier top slide 3 is shorter than the length of the first steel beam 21 and the two steel beams on both sides
  • the next section of the steel beam 22 is hoisted and butt-connected. Therefore, by moving the first integral steel beam of the already erected section steel beam and the adjusting counterweight 1 to perform a reasonable counterweight, the steel beam of the next section can be increased.
  • the stability of the hoisting butt joint is to ensure the stability of the erected beam of the short slide beam 3 on the top of the pier when the erected section steel beam has not reached the overall anti-overturning ability.
  • the displacement S M of the M-th integral steel beam along the short slide beam at the top of the pier is calculated in advance, and the matching is calculated according to the displacement of the M-1 integral steel beam and the displacement S M , and the anti-overturning calculation method.
  • step S5 The specific steps of step S5 are as follows:
  • the steel beam 21 is butted to form a second integral steel beam that has been erected;
  • the N+1 section steel beam is hoisted, and the N+1 section steel beam and the N-1 section steel beam are butted to form an Nth integral steel beam that has been erected, and the Nth integral steel beam is short on the top of the pier
  • the slideway beam 3 achieves the overall anti-overturning ability; according to the engineering requirements and the anti-overturning ability calculation, it is determined that the Nth integral steel beam has the overall anti-overturning ability, which meets the premise of conventional butt beam erection.
  • the pier top short slide beam 3 is shorter than the center of gravity distance between the second section steel beam 22 and the third section steel beam 23.
  • the length of the short slide beam on the top of the pier is significantly shorter than the total length of the multiple sections of steel beams, especially the length of the short slide beam on the top of the pier is shorter than that of the two steel beams on both sides of the first section of steel beams.
  • the embodiment of the present invention adopts counterweight and sliding method to enable the erected steel beam to achieve the overall anti-overturning ability, which can significantly improve the shortness of the pier top Utilization rate of chute beam 3.
  • step S2 include:
  • Step S201 Lift the first section steel beam 21 to a preset height, and then use the counterweight 1 to adjust the first section steel beam 21 to a horizontal state;
  • Step S202 Drop the first section steel beam 21 to the first position on the short slide beam 3 on the top of the pier.
  • the counterweight 1 is used to level the first-stage steel beam 21, so that the first-stage steel beam 21 is quickly placed on the short chute beam 3 at the top of the pier, and there is no need to adjust the first-stage steel beam 21 Make adjustments.
  • the pier top short chute beam 3 is located on the top of the pier 41 and the bracket 42 beside the pier 41;
  • the pier top short chute beam 3 includes a longitudinal beam 31, fixed The sliding seat 32, the smooth steel plate 33 and the sliding component;
  • the longitudinal beams 31 are arranged on both sides of the bridge pier 41, and the longitudinal beams 31 are arranged horizontally on the top of the bracket 42;
  • the fixed sliding seat 32 Is arranged on the outer end of the longitudinal beam 31 and used to support the section steel beam;
  • the smooth steel plate 33 is fixed on the top of the pier 41 as a short slide;
  • the sliding component includes the The fixed part to which the longitudinal beam 31 is fixed and the moving part for driving the section steel beam to move on the smooth steel plate 33.
  • the fixed part includes an anchor beam 34 and a longitudinal movement traction device 35; the anchor beam 34 is arranged on the inner end of the longitudinal beam 31, and the command height of the anchor beam 34 is lower than the fixed sliding seat 32 high point; the longitudinal movement traction device 35 is used to be arranged on the anchor beam 34.
  • the movable part includes a movable sliding seat 36, which is placed on the smooth steel plate 33, and is connected to the longitudinal traction device 35 by a traction line 37, and the movable sliding seat 36 is connected to the first section
  • the steel beam 21 is spot welded to ensure that the movement of the movable sliding seat 36 drives the first section of the steel beam 21 to move.
  • the longitudinal movement traction device 35 is a jack
  • the traction wire 37 is a steel strand.
  • the embodiment of the present invention provides a specific structure of the pier top short chute beam 3, and the segmented steel beams on it can be effectively moved by using the pier top short chute beam 3 provided by the embodiment of the present invention.
  • step 2 it also includes the following steps:
  • the temporary pad 38 is placed at a preset position on the longitudinal beam 31, and the movable sliding seat 36 is moved to the preset position.
  • the temporary pad 38 is used to support the first section of steel beam 21 when the first section of steel beam 21 is placed on the short slide beam 3 on the top of the pier.
  • the counterweight 1 is a plurality of water storage containers that are freely placed on the first section steel beam 21, and the weight of the water storage container is adjusted according to the water storage capacity; and the weight of all the water storage containers is The center of gravity is coplanar with the center of gravity of the first section steel beam 21.
  • the bottom of the water storage container is provided with a water outlet valve;
  • the specific method for adjusting the weight of the water storage container according to the water storage capacity is: using a water pump to feed water into the water storage container to increase the water storage capacity;
  • the water outlet valve discharges water to reduce the water storage capacity.
  • the method of adjusting the target weight through the water storage container is simple and easy to operate, and the weight of the water in the water storage container can be continuously adjusted.
  • the embodiment of the present invention provides a method for erecting segmented steel beams on the short slide beam on the top of the pier. After the steel beam on the short slide beam on the top of the pier achieves the overall anti-overturning ability by means of counterweight and slippage, Girder erection; during the segmental erection of steel beams, the utilization rate of the brackets and short slide beams beside the bridge piers is significantly improved, and the construction process is safe and reliable, and the construction facilities are more economical than long slide beams.

Abstract

一种墩顶短滑道梁上架设节段钢梁的方法，包括：步骤S1：在第一节段钢梁（21）上设置重量可调的配重件（1）；步骤S2：将第一节段钢梁（21）落梁至墩顶短滑道梁（3）上的预设的第一位置；步骤S3：起吊第二节段钢梁（22），并将第二节段钢梁（22）与第一节段钢梁（21）对接形成第一整体钢梁；步骤S4：调整配重件（1）使得第一整体钢梁调节至目标配重后，再将第一整体钢梁移至预设的位移；步骤S5：重复上述步骤S3～S4，在第一整体钢梁上依次对接若干节段钢梁，直至对接后的所有节段钢梁在墩顶短滑道梁上具有整体抗倾覆能力；步骤S6：在已架的所有节段钢梁的两侧架设剩余的节段钢梁。该方法采用配重和滑移的方式进行架梁，施工过程安全可靠。

Description

墩顶短滑道梁上架设节段钢梁的方法 技术领域
本发明涉及桥梁架设施工技术领域，具体涉及一种墩顶短滑道梁上架设节段钢梁的方法。
背景技术
传统水上或陆地上的桥墩的墩顶的多个节段钢梁的架设施工，墩旁的托架、墩顶承压梁构造上需要适应钢梁架设的总长，托架和墩顶承压梁构造上的钢梁依靠钢梁自身保持落梁后的稳定；然而，基础的范围有限，比如水中承台，若采用静态架梁的施工方式，由于托架在基础上设计范围的局限性，往往加大托架立柱倾斜度或增设水下落地支柱，以在墩顶上设计长滑道梁，然后再在长滑道梁上进行钢梁的架设施工。其中，加大托架倾斜度或增设水下落地支柱，一方面是耗材更多不经济，也降低了施工的安全性。
因此，提供一种经济且安全可靠的架梁方式是本申请的重点。
发明内容
针对现有技术中存在的缺陷，本发明的目的在于提供一种墩顶短滑道梁上架设节段钢梁的方法，在墩顶短滑道梁上的钢梁采用配重和滑移的方式达到整体抗倾覆稳定状态后，再在具有整体抗倾覆能力的整体钢梁两侧依次架梁；施工过程安全可靠，且施工设施相对于长滑道梁而言更为经济。
为达到以上目的，第一方面，本发明实施例提供一种墩顶短滑道 梁上架设节段钢梁的方法，所述方法包括以下步骤：
步骤S1：在第一节段钢梁上设置重量可调的配重件；
步骤S2：将所述第一节段钢梁落梁至墩顶短滑道梁上的预设的第一位置，所述墩顶短滑道梁的长度短于所述第一节段钢梁及其两侧的两个节段钢梁的长度之和；
步骤S3：起吊第二节段钢梁，并将所述第二节段钢梁与所述第一节段钢梁对接形成已架的第一整体钢梁；
步骤S4：预先计算所述第一整体钢梁沿墩顶短滑道梁移动预设的位移，计算得到的配重件的目标配重；调整所述配重件使得所述第一整体钢梁调节至目标配重后，再将所述第一整体钢梁移至预设的位移；
步骤S5：重复上述步骤S3～S4，在所述第一整体钢梁上依次对接若干节段钢梁，直至对接后的所有节段钢梁在墩顶短滑道梁上具有整体抗倾覆能力；
步骤S6：在已架的所有节段钢梁的两侧依次架设剩余的节段钢梁。
在上述技术方案的基础上，所述墩顶短滑道梁上依次排布有第二节段钢梁、第一节段钢梁及第三节段钢梁时，所述墩顶短滑道梁的长度短于所述第二节段钢梁和第三节段钢梁之间的重心距。
在上述技术方案的基础上，所述步骤的具体步骤包括：
起吊所述第一节段钢梁至预设的高度，再使用所述配重件将所述第一节段钢梁调节至水平状态；
将所述第一节段钢梁落梁至所述墩顶短滑道梁上的所述第一位置。
在上述技术方案的基础上，所述墩顶短滑道梁位于桥墩和所述桥 墩旁的托架的顶部；所述墩顶短滑道梁包括：
纵梁，其设置在所述桥墩的两侧，且所述纵梁水平设置在所述托架的顶部；
固定滑座，其设置在所述纵梁的外端上，用于支撑节段钢梁；
光滑钢板，其固设于所述桥墩的顶部，以作为短滑道；
滑移组件，包含与所述纵梁固接的固定部分、以及用于在所述光滑钢板上带动节段钢梁移动的移动部分。
在上述技术方案的基础上，所述固定部分包括：
锚梁，其设置在所述纵梁的里端上，且所述锚梁的制高点低于所述固定滑座制高点；
纵移牵引设备，其用于设于所述锚梁上；
所述移动部分包括：
移动滑座，其放置于所述光滑钢板上，与所述纵移牵引设备之间通过牵引线相连。
在上述技术方案的基础上，在所述步骤之前，还包括以下步骤：
将临时抄垫放置在所述纵梁上预设的位置，将所述移动滑座移动至预设的位置。
在上述技术方案的基础上，所述纵移牵引设备为千斤顶，所述牵引线为钢绞线。
在上述技术方案的基础上，所述移动滑座与所述第一节段钢梁点焊。
在上述技术方案的基础上，所述配重件为自由放置在所述第一节段钢梁上的多个储水容器，所述储水容器根据储水量来调节重量；且所有所述储水容器的重心与所述第一节段钢梁的重心共面。
在上述技术方案的基础上，所述储水容器的底部设有出水阀；所 述储水容器根据储水量来调节重量的具体方法为：
使用水泵向所述储水容器进水以增加所述储水量；使用所述出水阀放水以减少所述储水量。
与现有技术相比，本发明的优点在于：
(1)本发明提供一种墩顶短滑道梁上架设节段钢梁的方法，在墩顶短滑道梁上的钢梁采用配重和滑移的方式达到整体抗倾覆能力后，再进行架梁；在钢梁的分段架设过程中，显著提高桥墩旁的托架和短滑道梁的利用率，且施工过程安全可靠，且施工设施相对于长滑道梁而言更为经济。
(2)墩顶短滑道梁的长度明显短于多个节段钢梁的总长度时，尤其是墩顶短滑道梁的长度短于第一节段钢梁两侧的两个节段钢梁的重心距，采用本发明的配重和滑移的方式使得架设的钢梁达到整体抗倾覆能力，进而保证了架梁过程的安全可靠性，而采用传统的分段架梁的方式，初期静态架设的钢梁抗倾覆能力无法满足设计要求。
附图说明
图1为本发明实施例中墩顶短滑道梁上第一节段钢梁架设示意图；
图2为本发明实施例中墩顶短滑道梁的结构示意图；
图3为本发明实施例中墩顶短滑道梁上第二节段钢梁架设示意图；
图4为本发明实施例中墩顶短滑道梁上第三节段钢梁架设示意图；
图5为本发明实施例中墩顶短滑道梁上架设有前三个节段钢梁的结构示意图；
图6为本发明实施例中墩顶短滑道梁上余下节段钢梁静态架设 的示意图；
图中：1、配重件；21、第一节段钢梁；22、第二节段钢梁；23、第三节段钢梁；3、墩顶短滑道梁；31、纵梁；32、固定滑座；33、光滑钢板；34、锚梁；35、纵移牵引设备；36、移动滑座；37、牵引线；38、临时抄垫；41、桥墩；42、托架。
具体实施方式
下面通过具体的实施例子并结合附图对本发明做进一步的详细描述。
实施例
参见图1、图3～6所示，本发明实施例提供一种墩顶短滑道梁上架设节段钢梁的方法，所述方法包括以下步骤：
步骤S1：在第一节段钢梁21上设置用于调节重量的配重件1。
步骤S2：将所述第一节段钢梁21落梁至墩顶短滑道梁3上的预设的第一位置，所述墩顶短滑道梁3的长度短于所述第一节段钢梁21及其两侧的两个节段钢梁的长度之和。
步骤S3：起吊第二节段钢梁22，并将所述第二节段钢梁22与所述第一节段钢梁21对接形成已架的第一整体钢梁。
步骤S4：预先计算所述第一整体钢梁沿墩顶短滑道梁3移动预设的位移，计算得到的配重件1的目标配重；调整所述配重件1使得所述第一整体钢梁调节至目标配重后，再将所述第一整体钢梁移至预设的位移；
其中，所述步骤S4的具体步骤为：
预先计算所述第一整体钢梁沿墩顶短滑道梁3移动位移S 1，根据所述预设的第一位置和所述位移S 1、以及抗倾覆计算方法计算得到配 重件1的目标位移D 1和目标重量V 1；
将所述配重件1移动至第一节段钢梁21上的位置D 1，调节所述配重件1的重量至V 1；再将所述第一整体钢梁即配重后的配重件一同沿墩顶短滑道梁3移动至位移S 1。
步骤S5：重复上述步骤3～4，在所述第一整体钢梁上依次对接若干节段钢梁，直至对接后的所有节段钢梁在墩顶短滑道梁3上具有整体抗倾覆能力；
步骤S6：在已架的所有节段钢梁的两侧依次架设剩余的节段钢梁，即保持具有整体抗倾覆能力的所有节段钢梁不动，在该所有节段钢梁的两侧依次对接钢梁。
本发明实施例提供一种墩顶短滑道梁上架设节段钢梁的方法，在墩顶短滑道梁3上的钢梁采用配重和滑移的方式达到整体抗倾覆能力后，再进行普通方式架梁；在节段钢梁的分段架设过程中，显著提高桥墩41旁的托架42和墩顶短滑道梁3的利用率，且在静态架梁之前，已架的节段钢梁已经达到抗倾覆能力，因此，施工过程安全可靠，且施工设施相对于长滑道梁而言，无需增加支撑节段钢梁的结构组成，且托架的斜向倾斜度也较小，充分发挥墩顶短滑道梁下的桥墩和托架的抗压能力。
在墩顶短滑道3上架设节段钢梁时，所述墩顶短滑道梁3的长度短于所述第一节段钢梁21及其两侧的两个节段钢梁的长度之和，那么必然的，当在架设第二节段钢梁22的下一节段钢梁时，第二节段钢梁22在所述墩顶短滑道梁3上部分悬空，第二节段钢梁22的下一节段钢梁吊装对接，因此，通过移动已架的节段钢梁第一整体钢梁和调节配重件1进行合理配重，能够增加下一节段钢梁的吊装对接的稳定性，在已架节段钢梁未达到整体抗倾覆能力时，保障墩顶短滑道梁 3上架梁的稳定性。
具体来说，预先计算所述第M整体钢梁沿墩顶短滑道梁移动位移S M，根据第M-1整体钢梁的位移和所述位移S M、以及抗倾覆计算方法计算得到配重件1的目标位移D M和目标重量V M。
所述步骤S5的具体步骤如下：
起吊第三节段钢梁23于所述第一节段钢梁21与所述第二节段钢梁22相对的一侧，将所述第三节段钢梁23与所述第一节段钢梁21对接形成已架的第二整体钢梁；
将所述配重件1移动至第一节段钢梁21上的目标位移D 2，调节所述配重件1的重量至V 2；再将所述第一整体钢梁即配重后的配重件一同沿墩顶短滑道梁3移动至位移S 2；
……
起吊第N节段钢梁，对接所述第N节段钢梁和第N-2节段钢梁以形成已架的第N-1整体钢梁；
将所述配重件1移动至第一节段钢梁21上的目标位移D N-1，调节所述配重件1的目标重量至V N-1；再将所述第N整体钢梁即配重后的配重件一同沿墩顶短滑道梁3移动至位移S N-1；
起吊第N+1节段钢梁，对接第N+1节段钢梁和第N-1节段钢梁以形成已架的第N整体钢梁，第N整体钢梁在所述墩顶短滑道梁3上达到整体抗倾覆能力；根据工程需求和抗倾覆能力计算，确定第N整体钢梁达到整体抗倾覆能力，满足常规对接架梁的前提。
具体地，所述墩顶短滑道梁3上依次排布有第二节段钢梁22、第一节段钢梁21及第三节段钢梁23时，所述墩顶短滑道梁3的长度短于所述第二节段钢梁22和第三节段钢梁23之间的重心距。墩顶短滑道梁的长度明显短于多个节段钢梁的总长度时，尤其是墩顶短滑道 梁的长度短于第一节段钢梁两侧的两个节段钢梁的重心距，在墩旁托架、滑道梁系统布置范围局限较大时，本发明实施例采用配重和滑移的方式使得架设的钢梁能够达到整体抗倾覆能力，能够显著提高墩顶短滑道梁3的利用率。
具体地，所述步骤S2的具体步骤包括：
步骤S201：起吊所述第一节段钢梁21至预设的高度，再使用所述配重件1将所述第一节段钢梁21调节至水平状态；
步骤S202：将所述第一节段钢梁21落梁至所述墩顶短滑道梁3上的所述第一位置。
在本发明实施例中，使用配重件1对于第一阶段钢梁21进行调平，使得第一阶段钢梁21快速放置在墩顶短滑道梁3上，无需再对第一阶段钢梁21进行调整。
参见图2所示，具体来说，所述墩顶短滑道梁3位于桥墩41和所述桥墩41旁的托架42的顶部；所述墩顶短滑道梁3包括纵梁31、固定滑座32、光滑钢板33和滑移组件；所述纵梁31设置在所述桥墩41的两侧，且所述纵梁31水平设置在所述托架42的顶部；所述固定滑座32设置在所述纵梁31的外端上，用于支撑节段钢梁；所述光滑钢板33固设于所述桥墩41的顶部，以作为短滑道；所述滑移组件包含与所述纵梁31固接的固定部分、以及用于在所述光滑钢板33上带动节段钢梁移动的移动部分。
更为具体地，所述固定部分包括锚梁34、纵移牵引设备35；锚梁34设置在所述纵梁31的里端上，且所述锚梁34的制高点低于所述固定滑座32制高点；纵移牵引设备35用于设于所述锚梁34上。所述移动部分包括移动滑座36，其放置于所述光滑钢板33上，与所述纵移牵引设备35之间通过牵引线37相连，且所述移动滑座36与所 述第一节段钢梁21点焊，保证通过移动滑座36的运动带动第一节段钢梁21移动。具体地，所述纵移牵引设备35为千斤顶，所述牵引线37为钢绞线。
本发明实施例提供墩顶短滑道梁3的一种具体结构，使用本发明实施例提供的墩顶短滑道梁3可以有效移动其上的节段钢梁。
进一步地，在所述步骤2之前，还包括以下步骤：
将临时抄垫38放置在所述纵梁31上预设的位置，将所述移动滑座36移动至预设的位置。临时抄垫38用于在第一节段钢梁21放置在墩顶短滑道梁3上时支撑第一节段钢梁21。
进一步地，所述配重件1为自由放置在所述第一节段钢梁21上的多个储水容器，所述储水容器根据储水量来调节重量；且所有所述储水容器的重心与所述第一节段钢梁21的重心共面。
更进一步地，所述储水容器的底部设有出水阀；所述储水容器根据储水量来调节重量的具体方法为：使用水泵向所述储水容器进水以增加所述储水量；使用所述出水阀放水以减少所述储水量。
可见，在本发明实施例中，通过储水容器调节目标重量的方式简单易操作，且可连续调节储水容器中水的重量。
本发明实施例提供一种墩顶短滑道梁上架设节段钢梁的方法，在墩顶短滑道梁上的钢梁采用配重和滑移的方式达到整体抗倾覆能力后，再进行架梁；在钢梁的分段架设过程中，显著提高桥墩旁的托架和短滑道梁的利用率，且施工过程安全可靠，且施工设施相对于长滑道梁而言更为经济。
本发明不局限于上述实施方式，对于本技术领域的普通技术人员来说，在不脱离本发明原理的前提下，还可以做出若干改进和润饰，这些改进和润饰也视为本发明的保护范围之内。本说明书中未作详细 描述的内容属于本领域专业技术人员公知的现有技术。

Claims (10)

  1. 一种墩顶短滑道梁上架设节段钢梁的方法，其特征在于，所述方法包括以下步骤：
    步骤1：在第一节段钢梁(21)上设置重量可调的配重件(1)；
    步骤2：将所述第一节段钢梁(21)落梁至墩顶短滑道梁(3)上的预设的第一位置，所述墩顶短滑道梁(3)的长度短于所述第一节段钢梁(21)及其两侧的两个节段钢梁的长度之和；
    步骤3：起吊第二节段钢梁(22)，并将所述第二节段钢梁(22)与所述第一节段钢梁(21)对接形成已架的第一整体钢梁；
    步骤4：预先计算所述第一整体钢梁沿墩顶短滑道梁(3)移动预设的位移，计算得到的配重件(1)的目标配重；调整所述配重件(1)使得所述第一整体钢梁调节至目标配重后，再将所述第一整体钢梁移至预设的位移；
    步骤5：重复上述步骤3～4，在所述第一整体钢梁上依次对接若干节段钢梁，直至对接后的所有节段钢梁在墩顶短滑道梁(3)上具有整体抗倾覆能力；
    步骤6：在已架的所有节段钢梁的两侧依次架设剩余的节段钢梁。
  2. 如权利要求1所述的墩顶短滑道梁上架设节段钢梁的方法，其特征在于，所述墩顶短滑道梁(3)上依次排布有第二节段钢梁(22)、第一节段钢梁(21)及第三节段钢梁(23)时，所述墩顶短滑道梁(3)的长度短于所述第二节段钢梁(22)和第三节段钢梁(23)之间的重心距。
  3. 如权利要求1所述的墩顶短滑道梁上架设节段钢梁的方法，其特征在于，所述步骤2的具体步骤包括：
    起吊所述第一节段钢梁(21)至预设的高度，再使用所述配重件 (1)将所述第一节段钢梁(21)调节至水平状态；
    将所述第一节段钢梁(21)落梁至所述墩顶短滑道梁(3)上的所述第一位置。
  4. 如权利要求1所述的墩顶短滑道梁上架设节段钢梁的方法，其特征在于，所述墩顶短滑道梁(3)位于桥墩(41)和所述桥墩(41)旁的托架(42)的顶部；所述墩顶短滑道梁(3)包括：
    纵梁(31)，其设置在所述桥墩(41)的两侧，且所述纵梁(31)水平设置在所述托架(42)的顶部；
    固定滑座(32)，其设置在所述纵梁(31)的外端上，用于支撑节段钢梁；
    光滑钢板(33)，其固设于所述桥墩(41)的顶部，以作为短滑道；
    滑移组件，包含与所述纵梁(31)固接的固定部分、以及用于在所述光滑钢板(33)上带动节段钢梁移动的移动部分。
  5. 如权利要求4所述的墩顶短滑道梁上架设节段钢梁的方法，其特征在于，所述固定部分包括：
    锚梁(34)，其设置在所述纵梁(31)的里端上，且所述锚梁(34)的制高点低于所述固定滑座(32)制高点；
    纵移牵引设备(35)，其用于设于所述锚梁(34)上；
    所述移动部分包括：
    移动滑座(36)，其放置于所述光滑钢板(33)上，与所述纵移牵引设备(35)之间通过牵引线(37)相连。
  6. 如权利要求5所述的墩顶短滑道梁上架设节段钢梁的方法，其特征在于，在所述步骤2之前，还包括以下步骤：
    将临时抄垫(38)放置在所述纵梁(31)上预设的位置，将所述 移动滑座(36)移动至预设的位置。
  7. 如权利要求5所述的墩顶短滑道梁上架设节段钢梁的方法，其特征在于，所述纵移牵引设备(35)为千斤顶，所述牵引线(37)为钢绞线。
  8. 如权利要求5所述的墩顶短滑道梁上架设节段钢梁的方法，其特征在于，所述移动滑座(36)与所述第一节段钢梁(21)点焊。
  9. 如权利要求1所述的墩顶短滑道梁上架设节段钢梁的方法，其特征在于，所述配重件(1)为自由放置在所述第一节段钢梁(21)上的多个储水容器，所述储水容器根据储水量来调节重量；且所有所述储水容器的重心与所述第一节段钢梁(21)的重心共面。
  10. 如权利要求9所述的墩顶短滑道梁上架设节段钢梁的方法，其特征在于，所述储水容器的底部设有出水阀；所述储水容器根据储水量来调节重量的具体方法为：
    使用水泵向所述储水容器进水以增加所述储水量；使用所述出水阀放水以减少所述储水量。
PCT/CN2020/098665 2019-09-29 2020-06-29 墩顶短滑道梁上架设节段钢梁的方法 WO2021057145A1 (zh)

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CN114214967A (zh) * 2021-12-25 2022-03-22 中交路桥建设有限公司 一种山区高墩大跨度无支架钢箱梁顶推安装方法
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