WO2023016573A1 - Construction method for steel-concrete main girder of cable-stayed bridge - Google Patents
Construction method for steel-concrete main girder of cable-stayed bridge Download PDFInfo
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- WO2023016573A1 WO2023016573A1 PCT/CN2022/112737 CN2022112737W WO2023016573A1 WO 2023016573 A1 WO2023016573 A1 WO 2023016573A1 CN 2022112737 W CN2022112737 W CN 2022112737W WO 2023016573 A1 WO2023016573 A1 WO 2023016573A1
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- 238000010276 construction Methods 0.000 title claims abstract description 78
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 46
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- 238000013461 design Methods 0.000 claims abstract description 9
- 238000009415 formwork Methods 0.000 claims description 7
- 238000007596 consolidation process Methods 0.000 claims description 6
- 230000002787 reinforcement Effects 0.000 claims description 5
- 238000006243 chemical reaction Methods 0.000 claims description 4
- 238000012546 transfer Methods 0.000 claims description 3
- 230000015572 biosynthetic process Effects 0.000 claims description 2
- 238000010586 diagram Methods 0.000 description 7
- 238000004873 anchoring Methods 0.000 description 3
- 238000009434 installation Methods 0.000 description 3
- 230000036316 preload Effects 0.000 description 3
- 239000002131 composite material Substances 0.000 description 2
- 238000011160 research Methods 0.000 description 2
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- 238000003860 storage Methods 0.000 description 1
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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
- E01D21/06—Methods or apparatus specially adapted for erecting or assembling bridges by translational movement of the bridge or bridge sections
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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
Definitions
- the invention belongs to the technical field of main girders of cable-stayed bridges, and in particular relates to a construction method for steel-concrete main girders of cable-stayed bridges.
- the main girder generally adopts a steel box girder with a whole section or a ⁇ -shaped concrete girder.
- Cantilever hoisting has high requirements on transfer equipment and hoisting equipment, and the construction site often does not have the conditions for large-scale transportation.
- steel-concrete composite girder bridge structures came into being.
- Steel-concrete composite beams use concrete bridge decks instead of orthotropic steel bridge decks, which give full play to the performance of concrete under pressure, reduce the self-weight, reduce the cost of the project, and avoid the risk of later cracking of the steel bridge deck.
- the object of the present invention is to provide a construction method for the steel-concrete main girder of a cable-stayed bridge, so as to at least solve the problems that the construction of the steel-concrete main girder with relatively large mass or size is relatively difficult.
- the present invention provides the following technical solutions:
- a construction method for a steel-concrete main girder of a cable-stayed bridge is composed of a concrete side main girder, a steel beam and a prefabricated bridge deck; the steel-concrete main girder is constructed in multiple sections, and the construction method includes the following steps:
- Step 1 a section of the concrete side main beam on the main tower and the steel-concrete main beam on both sides of the main tower are constructed with brackets;
- Step 2 the steel-concrete main beam of the remaining cantilever sections in the mid-span is constructed using the front fulcrum stay cable hanging basket; the cantilever hanging basket is assembled on the steel-concrete main beam on the side of the main tower, the steel bars are bound, the steel beam is hoisted, and the concrete is poured. After the concrete strength meets the design requirements, the prestressing force is tensioned, and the deck deck is hoisted;
- Step 3 move the cantilever hanging basket forward to the next section, repeat the construction process in step 2, and carry out the construction of the next section;
- Step 4 Construct the side-span cast-in-place section, and the side-span cast-in-place section shall be constructed with floor support, and the support shall adopt the support scheme of pile foundation plus Bailey beam;
- Step 5 close the dragon side span
- Step 6 close the middle span.
- the concrete side main girder is an inward flange plate structure, and the steel beam is an I-shaped steel beam; the steel beam is connected to the prefabricated bridge deck and The beam-rib connection of the concrete side main girder can ensure that the steel beam is firmly connected with the concrete side main girder and the prefabricated bridge deck, thereby ensuring the sufficient integrity and firmness of the steel-concrete main girder.
- the main tower’s side-span and side girders are cast-in-place with brackets, and the mid-span side girders are cantilevered using the hanging basket method, and the side-span side girders are constructed one section earlier than the mid-span side girders; this saves two
- the hanging basket on the side span of the main tower and the jib crane used for hoisting greatly save the construction time of the main beam.
- Fig. 1 is the segmental construction schematic diagram of the main girder of the cable-stayed bridge
- Figure 2 is a structural schematic diagram of a steel-concrete girder
- Fig. 3 is the front view and the top view of the steel beam
- Fig. 4 is the schematic diagram of the structure of the front fulcrum guy rope hanging basket
- Figure 5 is a schematic diagram of the construction of the fifth block on the side span side and the fourth block on the mid-span side;
- Figure 6 is a schematic diagram of the cast-in-place construction of the steel-concrete main beams on both sides of the main tower using brackets;
- Fig. 7 is a schematic diagram of the pouring state of the front fulcrum guy rope hanging basket
- Fig. 8 is a schematic diagram of the walking state of the front fulcrum drag cable hanging basket
- Figure 9 is a schematic cross-sectional view of the side-span cast-in-place support.
- the present invention provides a construction method for a steel-concrete main girder of a cable-stayed bridge.
- the steel-concrete main girder is constructed in multiple sections.
- the top of the main beam is 0# main beam
- the middle span of the right side of the main beam is M1#-M18# main beam
- the left side span of the main beam is S1# to S9 #Main beam
- the construction process of this construction method is: 0# and 1# block bracket 4 erection ⁇ 0# and M1# block construction ⁇ cantilever hanging basket assembly ⁇ 2# vertical mold binding steel bars ⁇ hoisting 2# block steel beam 2 ⁇ Pouring 2# block of concrete ⁇ Tensioning and prestressing after the strength reaches the design requirements ⁇ Elevating the bridge deck ⁇ Moving the hanging basket forward for 3# section construction ⁇ 3# vertical formwork binding the bottom plate reinforcement ⁇ Hoisting 3# steel beam 2 ⁇ Pouring concrete ⁇ After the strength reaches the design requirements, tension prestressing ⁇ hoisting the bridge deck ⁇ sequentially cycle segmental construction ⁇ side span cast-in-place construction ⁇ side span closing section construction ⁇ middle span closing section construction.
- the steel-concrete girder in this embodiment is composed of a rectangular concrete side girder 1, a steel beam 2 and a prefabricated bridge deck;
- the rectangular concrete side girder 1 is a cantilever structure of equal height, and the 1 No outwardly extending flange plate is provided, and an inwardly extending flange plate is provided.
- the steel beam 2 is an I-shaped steel beam 2; the steel beam 2 is connected with the prefabricated bridge deck and the beam rib (including stem axil) of the concrete side girder 1 through the shear nail 21, that is, the pullout key, so as to ensure that the steel beam 2 and the concrete Side girders 1.
- the prefabricated bridge decks are firmly connected together.
- the steel beam 2 and the concrete side main beam 1 are constructed synchronously, and the construction of the prefabricated bridge deck is one section behind the concrete side main beam 1, that is, after the steel beam 2 and the concrete side main beam 1 have sufficient connection strength,
- the prefabricated bridge deck is paved, and the prefabricated bridge deck is poured and connected with the shear studs 21 on the steel beams 2 .
- the construction method specifically includes the following steps:
- step 1 a section of concrete side girder 1 on the main tower 100 and steel-concrete girders on both sides of the main tower 100 are cast-in-situ using brackets 4 .
- 0# and M1# blocks are cast-in-place with bracket 4, and after the distribution beam is erected, preload is carried out to eliminate inelastic deformation.
- Bracket 4 is supported on the cap, erecting vertical and horizontal distribution beams, installing bottom formwork and side formwork on the distribution beams, and then carrying out reinforcement construction.
- the sky pump is poured, and the pouring sequence is first M1# and then 0#, first the bottom plate, and then the web.
- Step 2 the steel-concrete main beam of the remaining cantilever segments in the mid-span is constructed using the front fulcrum stay cable hanging basket 3; the cantilever hanging basket is assembled on the steel-concrete main beam on the side of the main tower 100, the steel bars are bound, and the steel beam 2 is hoisted. Concrete is poured, and after the concrete strength meets the design requirements, the prestress is tensioned, and the bridge deck deck is hoisted.
- the front fulcrum stay cable hanging basket 3 is composed of a hanging basket platform, a stay cable system, a walking system, an anchor system, a formwork system, a thrust mechanism, a tensioning platform, and the like.
- both the front anchor group and the rear anchor group are composed of an upper anchor beam 31 and a lower anchor beam 32 , anchoring boom 33 and jack 34, the top of the anchoring boom 33 is connected with the upper anchor beam 31 and the lower anchor beam 32, the upper anchor beam 31 and the lower anchor beam 32 are located on the beam surface of the concrete side main beam 1, and the anchoring crane
- the bottom of bar 33 passes through the reserved hole on the concrete side girder 1 and is connected with the front fulcrum traction hanging basket, and the elevation of the hanging basket platform can be adjusted by jack 34.
- the front anchor rod group When the front fulcrum traction hanging basket is in the walking state, the front anchor rod group is in the middle of the hanging basket, and the rear anchor rod group is moved to the front end of the hanging basket for use.
- the hook is connected, and the anchor suspender 33 has been dismantled in this working condition, and the self-weight load of the hanging basket is transferred to the walking suspender 35.
- the main tower 100 side-span side steel-concrete main girder adopts the cast-in-place bracket method, and the main tower 100 mid-span side steel-concrete main girder is constructed by using the front fulcrum stay cable hanging basket 3;
- the side concrete side main girder 1 is constructed one section ahead of the mid-span side concrete side main girder 1 .
- the side cables and mid-span cables of the main tower 100 side spans are symmetrically hung on the beams of the same segment and the front fulcrum stay cable hanging basket 3, thereby saving two hanging baskets on the side span side of the main tower 100 and the dynamics used for hoisting.
- the jib crane can greatly save the construction period.
- the steel beam 2 of the main girder and main span is constructed by the cantilever installation method as a whole.
- the steel beam 2 is transported to the beam storage yard of the construction site by a gantry crane 6; it is hoisted to the construction site by a boom crane.
- the steel beams 2 within the two sections on both sides of the main tower 100 are hoisted by the tower crane, the side steel beams 2 of the side spans are hoisted by the gantry crane 6; Transport it to the cantilever crane with a transfer trolley, and lift it by the cantilever crane.
- a section of concrete side girder 1 on the main tower 100 and the bridge decks on the steel-concrete girders on both sides of the main tower 100 are constructed by cast-in-place construction; Jib crane installation.
- step 3 the cantilever hanging basket is moved forward to the next section, and the construction process in step 2 is repeated to carry out the construction of the next section.
- Step 4 Construct the side-span cast-in-place section, and the side-span cast-in-place section is constructed with floor supports, as shown in Figure 9, support 5 adopts the support scheme of pile foundation plus Bailey beam, and the temporary support pier adopts steel pipe pile foundation bearing beam part of the construction load. After passing the acceptance and preloading, the side span cast-in-place section construction will be carried out.
- the gantry crane 6 track utilizes the load-bearing bracket, and the equipment and materials are hoisted with the gantry crane 6.
- the preload of the support is 110% of the sum of the dead load of the box girder + the construction load, the preload period is not less than 7 days, and the settlement of the support is not less than 1mm per day for the last three consecutive days as the control standard.
- Step 5 closing the side spans; after the construction of the pouring section, the construction of the closing section is carried out.
- the system conversion steps during the construction process are: construction of the side span closing section ⁇ release of temporary locking and temporary supports ⁇ formation of a single cantilever statically indeterminate beam system ⁇ middle Temporary locking of the span ⁇ construction of the closing section of the mid-span ⁇ completion of the conversion of the continuous beam system.
- the process of closing the side spans is as follows: install the hanger (or bracket) ⁇ temporary consolidation ⁇ longitudinal locking and releasing of the corresponding support ⁇ binding the reinforcement cage ⁇ hoisting the steel beam 2 ⁇ pouring concrete ⁇ stretching and closing the beam after the concrete strength meets the design requirements.
- the same amount of counterweight sandbags or water tanks
- the temporary construction load on the bridge surface should be strictly controlled, and other additional loads other than those required for the closing construction should not be imposed arbitrarily.
- Step 6 close the middle span.
- the longitudinal locking and temporary consolidation columns of the corresponding supports should be released.
- the closing section is constructed with a hanger. The closing process of the whole bridge first closes the side spans, and then closes the middle spans.
- the 3-meter-wide inward flange of the side main beam is closely combined with the steel beam to ensure the sufficient integrity and firmness of the steel-concrete main beam.
- the main tower’s side-span and side girders are cast-in-place with brackets, and the mid-span side girders are cantilevered using the hanging basket method, and the side-span side girders are constructed one section earlier than the mid-span side girders; this saves two
- the hanging basket on the side span of the main tower and the jib crane used for hoisting greatly save the construction time of the main beam.
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Abstract
Description
本发明属于斜拉桥主梁技术领域，具体涉及一种斜拉桥钢混主梁的施工方法。The invention belongs to the technical field of main girders of cable-stayed bridges, and in particular relates to a construction method for steel-concrete main girders of cable-stayed bridges.
对于大跨径斜拉桥或悬索桥，主梁一般采用整幅断面钢箱梁或π型混凝土梁，但混凝土边主梁自重大，悬臂浇筑时风险较大；钢箱梁整体造价高，整段悬臂吊装对转运设备及吊装设备要求都很高，并且施工场地往往不具备大节段运输的条件。为了解决上述混凝土边主梁自重大、钢箱梁造价高的难题，钢混组合梁桥结构应运而生。钢混组合梁利用混凝土桥面板代替正交异性钢桥面板，充分发挥了混凝土受压的性能，同时减轻了自重，降低了工程造价，还避免了钢桥面板后期开裂的风险，在400～600米跨径斜拉桥中具有明显优势。在现有技术中，例如广西贵港新案搭桥，其混凝土边主梁设计向外翼缘板，且其钢横梁仅仅13吨重。但是对于较重的钢混主梁，或者是尺寸较大的钢混主梁，现有技术中并无相关施工经验，且上述情况施工难度也会较大。For long-span cable-stayed bridges or suspension bridges, the main girder generally adopts a steel box girder with a whole section or a π-shaped concrete girder. Cantilever hoisting has high requirements on transfer equipment and hoisting equipment, and the construction site often does not have the conditions for large-scale transportation. In order to solve the above-mentioned problems of heavy concrete side girders and high cost of steel box girders, steel-concrete composite girder bridge structures came into being. Steel-concrete composite beams use concrete bridge decks instead of orthotropic steel bridge decks, which give full play to the performance of concrete under pressure, reduce the self-weight, reduce the cost of the project, and avoid the risk of later cracking of the steel bridge deck. It has obvious advantages in cable-stayed bridges with a span of 1.5 meters. In the prior art, for example, the new case bridge in Guigang, Guangxi, its concrete side girder is designed with an outward flange plate, and its steel beam only weighs 13 tons. However, there is no relevant construction experience in the prior art for heavier steel-concrete girders, or larger-sized steel-concrete girders, and the construction difficulty in the above-mentioned situation will be relatively large.
发明内容Contents of the invention
本发明的目的在于提供一种斜拉桥钢混主梁的施工方法，以至少解决目前较大质量或尺寸的钢混主梁施工难度较大等问题。The object of the present invention is to provide a construction method for the steel-concrete main girder of a cable-stayed bridge, so as to at least solve the problems that the construction of the steel-concrete main girder with relatively large mass or size is relatively difficult.
为了实现上述目的，本发明提供如下技术方案：In order to achieve the above object, the present invention provides the following technical solutions:
一种斜拉桥钢混主梁的施工方法，钢混主梁由混凝土边主梁、钢横梁与预制桥面板组成；钢混主梁分多节段进行施工，所述施工方法包括以下步骤：A construction method for a steel-concrete main girder of a cable-stayed bridge. The steel-concrete main girder is composed of a concrete side main girder, a steel beam and a prefabricated bridge deck; the steel-concrete main girder is constructed in multiple sections, and the construction method includes the following steps:
步骤1，在主塔上的一节混凝土边主梁以及主塔两侧的钢混主梁采用托架现浇施工；
步骤2，跨中的其余悬臂节段的钢混主梁采用前支点牵索挂篮施工；在主塔一侧的钢混主梁上拼装悬臂挂篮，绑扎钢筋，吊装钢横梁，浇筑混凝土， 待混凝土强度达到设计要求后张拉预应力，吊装桥面面板；
步骤3，悬臂挂篮前移至下一节段，重复步骤2中施工工序，进行下一节段施工；
步骤4，施工边跨现浇段，边跨现浇段采用落地支架进行施工，支架采用桩基础加贝雷梁的支架方案；Step 4: Construct the side-span cast-in-place section, and the side-span cast-in-place section shall be constructed with floor support, and the support shall adopt the support scheme of pile foundation plus Bailey beam;
步骤5，合龙边跨；
步骤6，合龙中跨。Step 6, close the middle span.
有益效果：斜拉桥钢混主梁的施工方法中的混凝土边主梁为向内翼缘板结构，钢横梁为工字型钢横梁；钢横梁通过剪力钉即抗拔键与预制桥面板和混凝土边主梁的梁肋连接，从而能够保证钢横梁与混凝土边主梁、预制桥面板牢固的连接在一起，从而保证了钢混主梁具有足够的完整性及牢固性。Beneficial effects: In the construction method of the steel-concrete main girder of a cable-stayed bridge, the concrete side main girder is an inward flange plate structure, and the steel beam is an I-shaped steel beam; the steel beam is connected to the prefabricated bridge deck and The beam-rib connection of the concrete side main girder can ensure that the steel beam is firmly connected with the concrete side main girder and the prefabricated bridge deck, thereby ensuring the sufficient integrity and firmness of the steel-concrete main girder.
主塔的边跨侧主梁采用支架现浇法，跨中侧主梁采用挂篮法悬臂施工，且边跨侧主梁比跨中侧主梁提前施工一个节段；以此节约了两个主塔边跨侧的挂篮以及吊装用的动臂吊机，从而大大节约了主梁的施工时间。The main tower’s side-span and side girders are cast-in-place with brackets, and the mid-span side girders are cantilevered using the hanging basket method, and the side-span side girders are constructed one section earlier than the mid-span side girders; this saves two The hanging basket on the side span of the main tower and the jib crane used for hoisting greatly save the construction time of the main beam.
图1为斜拉桥主梁的分节段施工示意图；Fig. 1 is the segmental construction schematic diagram of the main girder of the cable-stayed bridge;
图2为钢混主梁的结构示意图；Figure 2 is a structural schematic diagram of a steel-concrete girder;
图3为钢横梁的正视图与俯视图；Fig. 3 is the front view and the top view of the steel beam;
图4为前支点牵索挂篮结构示意图；Fig. 4 is the schematic diagram of the structure of the front fulcrum guy rope hanging basket;
图5为边跨侧第5块与跨中侧第4块施工示意图；Figure 5 is a schematic diagram of the construction of the fifth block on the side span side and the fourth block on the mid-span side;
图6为主塔两侧的钢混主梁采用托架现浇施工示意图；Figure 6 is a schematic diagram of the cast-in-place construction of the steel-concrete main beams on both sides of the main tower using brackets;
图7为前支点牵索挂篮浇筑状态示意图；Fig. 7 is a schematic diagram of the pouring state of the front fulcrum guy rope hanging basket;
图8为前支点牵索挂篮行走状态示意图；Fig. 8 is a schematic diagram of the walking state of the front fulcrum drag cable hanging basket;
图9为边跨现浇支架横截面示意图。Figure 9 is a schematic cross-sectional view of the side-span cast-in-place support.
图中：1、混凝土边主梁；2、钢横梁；21、剪力钉；3、前支点牵索挂篮；31、上锚梁；32、下锚梁；33、锚固吊杆；34、千斤顶；35、行走吊杆；4、托架；5、支架；6、龙门吊；100、主塔。In the figure: 1. Concrete side main beam; 2. Steel beam; 21. Shear nail; 3. Front fulcrum stay cable hanging basket; 31. Upper anchor beam; 32. Lower anchor beam; 33. Anchorage suspender; 34. Jack; 35, walking boom; 4, bracket; 5, bracket; 6, gantry crane; 100, main tower.
根据本发明的具体实施例，如图1-9所示，本发明提供一种斜拉桥钢混主梁的施工方法，钢混主梁分多节段进行施工。According to a specific embodiment of the present invention, as shown in FIGS. 1-9 , the present invention provides a construction method for a steel-concrete main girder of a cable-stayed bridge. The steel-concrete main girder is constructed in multiple sections.
在本实施例中，如图1所示，以主梁上为0#主梁，主梁右侧跨中侧为M1#—M18#主梁，主梁左侧边跨侧为S1#至S9#主梁，该施工方法的流程为：0#和1#块托架4搭设→0#和M1#块施工→悬臂挂篮拼装→2#块立模绑扎钢筋→吊装2#块钢横梁2→浇筑2#块混凝土→待强度达到设计要求后张拉预应力→吊装桥面板→挂篮前移3#节段施工→3#立模绑扎底板钢筋→吊装3#钢横梁2→浇筑混凝土→待强度达到设计要求后张拉预应力→吊装桥面板→依次循环进行节段施工→边跨现浇段施工→边跨合龙段施工→中跨合龙段施工。In this embodiment, as shown in Figure 1, the top of the main beam is 0# main beam, the middle span of the right side of the main beam is M1#-M18# main beam, and the left side span of the main beam is S1# to S9 #Main beam, the construction process of this construction method is: 0# and 1
如图2-3所示，本实施例中钢混主梁由矩形混凝土边主梁1、钢横梁2与预制桥面板组成；矩形混凝土边主梁1为等高度悬臂结构，矩形混凝土边主梁1并没有设置向外延伸的翼缘板，而且设置向内翼缘板。钢横梁2为工字型钢横梁2；钢横梁2通过剪力钉21即抗拔键与预制桥面板和混凝土边主梁1的梁肋(含梗腋)连接，从而能够保证钢横梁2与混凝土边主梁1、预制桥面板牢固的连接在一起。钢横梁2与混凝土边主梁1同步施工，预制桥面板相较于混凝土边主梁1滞后一个节段施工，也即在钢横梁2与混凝土边主梁1之间具有足够的连接强度之后，在铺装预制桥面板，并将预制桥面板与钢横梁2上的剪力钉21浇筑连接。As shown in Figure 2-3, the steel-concrete girder in this embodiment is composed of a rectangular
施工方法具体包括以下步骤：The construction method specifically includes the following steps:
步骤1，在主塔100上的一节混凝土边主梁1以及主塔100两侧的钢混主梁采用托架4现浇施工。In
在本实施例中，0#和M1#块采用托架4现浇，分配梁搭设完成后，进行预压，以消除非弹性变形，预压重量不少于箱梁恒载+施工荷载之和的110％；托架4支撑在承台上，搭设各纵横向分配梁，在分配梁上安装底模板和侧模板，再进行钢筋的施工，待钢筋和模板安装完成，进行混凝土的浇筑，混凝土浇筑采用天泵进行浇筑，浇筑顺序先M1#再0#，先底板、再腹板。In this embodiment, 0# and M1# blocks are cast-in-place with
步骤2，跨中的其余悬臂节段的钢混主梁采用前支点牵索挂篮3施工；在主塔100一侧的钢混主梁上拼装悬臂挂篮，绑扎钢筋，吊装钢横梁2，浇筑混凝土，待混凝土强度达到设计要求后张拉预应力，吊装桥面面板。
在本实施例中，前支点牵索挂篮3由挂篮平台、牵索系统、行走系统、锚固系统、模板系统、止推机构、张拉平台等组成。In this embodiment, the front fulcrum stay cable hanging
前支点牵引挂篮处于浇筑状态时，前锚杆组设在挂篮中部，后锚杆组设 在挂篮尾部；前锚杆组与后锚杆组均由上锚梁31、下锚梁32、锚固吊杆33以及千斤顶34组成，锚固吊杆33的上部与上锚梁31、下锚梁32连接，上锚梁31、下锚梁32位于混凝土边主梁1的梁面上，锚固吊杆33的下部穿过混凝土边主梁1上的预留孔与前支点牵引挂篮连接，通过千斤顶34可调整挂篮平台的标高。When the front fulcrum traction hanging basket is in the pouring state, the front anchor group is arranged in the middle of the hanging basket, and the rear anchor group is arranged at the tail of the hanging basket; both the front anchor group and the rear anchor group are composed of an
前支点牵引挂篮处于行走状态时，前锚杆组在挂篮中部，后锚杆组移动到挂篮前端使用，前、后锚杆组同时安装行走吊杆35，并与走行轨道上的反钩连接，此工况锚固吊杆33已拆除，挂篮自重荷载转移到行走吊杆35上。When the front fulcrum traction hanging basket is in the walking state, the front anchor rod group is in the middle of the hanging basket, and the rear anchor rod group is moved to the front end of the hanging basket for use. The hook is connected, and the
在本实施例中，如图3所示，主塔100边跨侧钢混主梁采用支架现浇法，主塔100跨中侧钢混主梁采用前支点牵索挂篮3施工；边跨侧混凝土边主梁1比跨中侧混凝土边主梁1提前施工一个节段。主塔100边跨侧索与跨中索分别对称挂到同一节段的梁与前支点牵索挂篮3上，以此节约了两个主塔100边跨侧的挂篮以及吊装用的动臂吊机，从而能够大大节约施工工期。In this embodiment, as shown in Figure 3, the
主梁主跨钢横梁2整体采用悬臂安装法施工。钢横梁2采用龙门吊6至施工场地存梁场；通过动臂吊车吊装至施工部位。具体的，主塔100两侧的两节段之内的钢横梁2由塔吊吊装，边跨侧钢横梁2由龙门吊6吊装；跨中侧钢横梁2先由龙门吊6吊运至桥面，在用转运小车运至悬臂吊机处，由悬臂吊机进行吊装。The
在主塔100上的一节混凝土边主梁1以及主塔100两侧的钢混主梁上的桥面板采用现浇方式施工；边跨侧桥面板由龙门吊6吊装，跨中侧桥面板由动臂吊机安装。A section of
步骤3，悬臂挂篮前移至下一节段，重复步骤2中施工工序，进行下一节段施工。In
步骤4，施工边跨现浇段，边跨现浇段采用落地支架进行施工，如图9所示，支架5采用桩基础加贝雷梁的支架方案，临时支墩采用钢管桩基础承载梁部施工荷载。经验收合格且预压后进行边跨现浇段施工。龙门吊6轨道利用承重支架，设备材料用龙门吊6吊装。Step 4: Construct the side-span cast-in-place section, and the side-span cast-in-place section is constructed with floor supports, as shown in Figure 9,
在本实施例中，支架预压荷载为箱梁恒载+施工荷载之和的110％，预压期不小于7天，且以最后连续三天每天支架沉降量不小于1mm为控制标准。施工监控在提供支架立模标高时，应充分考虑因支架时间导致支架下沉 的影响。In this embodiment, the preload of the support is 110% of the sum of the dead load of the box girder + the construction load, the preload period is not less than 7 days, and the settlement of the support is not less than 1mm per day for the last three consecutive days as the control standard. When construction monitoring provides the vertical formwork elevation of the support, it shall fully consider the influence of the support subsidence caused by the support time.
步骤5，合龙边跨；浇筑段施工完毕后，进行合龙段施工，施工过程中的体系转换步骤为：边跨合龙段施工→解除临时锁定和临时支座→形成单悬臂静定梁体系→中跨临时锁定→中跨合龙段施工→完成连续梁体系转换。
边跨合龙的工序为：安装吊架(或支架)→临时固结→相应支座纵向锁定释放→绑扎钢筋笼→吊装钢横梁2→浇筑混凝土→待混凝土强度达到设计要求后张拉合龙束。在临时固结安装前，应在合龙段两侧等量配重(沙袋或水箱)，随着施工步骤进行，逐步等量卸载，以临时固结前后合龙段位置处的恒载始终保持不变为原则。另外，应对桥面上的临时施工荷载进行严格控制，不得随意施加除合龙施工需要的其他附加荷载。The process of closing the side spans is as follows: install the hanger (or bracket)→temporary consolidation→longitudinal locking and releasing of the corresponding support→binding the reinforcement cage→hoisting the
步骤6，合龙中跨。中跨合龙时，在临时固结施工完毕，应释放相应支座的纵向锁定和临时固结柱。Step 6, close the middle span. When the mid-span is closed, after the temporary consolidation construction is completed, the longitudinal locking and temporary consolidation columns of the corresponding supports should be released.
在本实施例中，合龙段采用吊架施工。全桥合龙工序先合龙边跨，再合龙中跨。In this embodiment, the closing section is constructed with a hanger. The closing process of the whole bridge first closes the side spans, and then closes the middle spans.
综上所述，本发明提供的斜拉桥钢混主梁的施工方法的技术方案中，含向内翼缘板的双边混凝土边主梁+钢横梁+预制桥面板的混合梁悬臂施工的下行式牵索挂篮设计及主梁施工关键技术研究：类似的广西贵港西南大桥设计向外翼缘板，其钢横梁仅仅13吨，而本桥钢横梁长达35米，重达42吨，且边主梁3米宽向内翼缘板同钢横梁紧密结合，保证了钢混主梁具有足够的完整性及牢固性。In summary, in the technical scheme of the construction method of the steel-concrete main girder of a cable-stayed bridge provided by the present invention, the cantilever construction of the double-sided concrete side main girder + steel beam + prefabricated bridge deck containing the inward flange plate cantilever construction Research on the key technology research on the design of type stay cable hanging basket and the construction of the main girder: the outward flange plate of the Guigang Southwest Bridge in Guangxi is similar, and its steel beam is only 13 tons, while the steel beam of this bridge is 35 meters long and weighs 42 tons. The 3-meter-wide inward flange of the side main beam is closely combined with the steel beam to ensure the sufficient integrity and firmness of the steel-concrete main beam.
主塔的边跨侧主梁采用支架现浇法，跨中侧主梁采用挂篮法悬臂施工，且边跨侧主梁比跨中侧主梁提前施工一个节段；以此节约了两个主塔边跨侧的挂篮以及吊装用的动臂吊机，从而大大节约了主梁的施工时间。The main tower’s side-span and side girders are cast-in-place with brackets, and the mid-span side girders are cantilevered using the hanging basket method, and the side-span side girders are constructed one section earlier than the mid-span side girders; this saves two The hanging basket on the side span of the main tower and the jib crane used for hoisting greatly save the construction time of the main beam.
可以理解的是，以上描述仅为示例性的，本申请实施例对此并不进行限定。It can be understood that, the above description is only exemplary, and this embodiment of the present application does not limit it.
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| CN119243600A (en) * | 2024-12-04 | 2025-01-03 | 湖南省交通规划勘察设计院有限公司 | Construction method of a cable-stayed-continuous collaborative system composite beam bridge |
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