CN105064195B - The fish belly Wavelike steel webplate prestressing with bond steel reinforced concrete combination simply supported girder bridge and its construction method of precast assembly - Google Patents
The fish belly Wavelike steel webplate prestressing with bond steel reinforced concrete combination simply supported girder bridge and its construction method of precast assembly Download PDFInfo
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 123
- 239000010959 steel Substances 0.000 title claims abstract description 123
- 238000010276 construction Methods 0.000 title claims abstract description 27
- 241000251468 Actinopterygii Species 0.000 title claims description 5
- 210000001015 abdomen Anatomy 0.000 title claims description 4
- 239000011150 reinforced concrete Substances 0.000 title 1
- 239000004567 concrete Substances 0.000 claims abstract description 136
- 239000002131 composite material Substances 0.000 claims abstract description 32
- 210000002435 tendon Anatomy 0.000 claims abstract description 7
- 238000005253 cladding Methods 0.000 claims description 8
- 239000011178 precast concrete Substances 0.000 claims description 7
- 239000003351 stiffener Substances 0.000 claims description 7
- 238000009415 formwork Methods 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 238000005452 bending Methods 0.000 abstract description 2
- 238000009434 installation Methods 0.000 abstract description 2
- 230000002787 reinforcement Effects 0.000 description 5
- 238000010586 diagram Methods 0.000 description 3
- 238000000034 method Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000002789 length control Methods 0.000 description 1
- 238000009417 prefabrication Methods 0.000 description 1
- 230000036316 preload Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
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Abstract
本发明公开了一种预制拼装的鱼腹波形钢腹板体内预应力钢混组合简支梁桥及其施工方法，采用预制鱼腹波形钢腹板梁和预制混凝土桥面板，在鱼腹波形钢腹板梁下翼缘采用钢包混凝土构件，在下翼缘钢包混凝土构件的混凝土中张拉预应力。腹板采用鱼腹波形可大幅降低桥梁自重，在下翼缘采用钢包混凝土构件并预留预应力孔道以张拉预应力显著提高波形钢腹板梁梁体的刚度与抗弯能力，解决了波形钢腹板组合梁体外预应力筋的空气暴露问题，大幅提高了预应力筋的耐久与可靠性能。同时，该结构的波形钢腹板预应力钢混组合简支梁可方便的运输、预制、拼装，完全能够满足工厂预制构件与现场快速安装的要求。据此，发明人还建立了相应的施工方法，采用该法施工安全、方便、快捷。
The invention discloses a prefabricated and assembled fish-belly corrugated steel web body prestressed steel-concrete composite simply supported girder bridge and a construction method thereof. The lower flange of the web beam adopts steel-clad concrete members, and the concrete of the lower flange steel-clad concrete members is tensioned and prestressed. The fish-belly corrugated web plate can greatly reduce the self-weight of the bridge, and the steel-clad concrete member is used in the lower flange and the prestressed channel is reserved to tension the prestress, which can significantly improve the rigidity and bending resistance of the corrugated steel web girder. The air exposure of the external prestressed tendons of the web composite beam greatly improves the durability and reliability of the prestressed tendons. At the same time, the corrugated steel web prestressed steel-concrete composite simply supported beam of this structure can be easily transported, prefabricated, and assembled, which can fully meet the requirements of factory prefabricated components and on-site rapid installation. Accordingly, the inventor has also established a corresponding construction method, which is safe, convenient and quick to adopt.
Description
技术领域technical field
本发明属于交通运输桥涵工程领域，尤其涉及一种预制拼装的鱼腹波形钢腹板体内预应力钢混组合简支梁桥及其施工方法。The invention belongs to the field of transportation bridge and culvert engineering, and in particular relates to a prefabricated and assembled fish-belly corrugated steel web body prestressed steel-concrete composite simply supported beam bridge and a construction method thereof.
背景技术Background technique
随着立体交通基础设施的发展，在密集人口区域城市桥梁施工或高速公路跨线施工时，面临着繁忙交通条件下桥梁结构施工过程不中断交通的问题，这对施工安全性要求高、施工周期要求短，同时还要兼顾景观与环保要求。波形钢腹板组合梁桥具有自重轻、刚度大的优势，但其体外预应力束的耐久性于施工的复杂性制约了该结构的广泛应用。With the development of three-dimensional transportation infrastructure, when constructing urban bridges in densely populated areas or cross-line construction of expressways, they are faced with the problem of uninterrupted traffic during the construction of bridge structures under heavy traffic conditions, which requires high construction safety and shortens the construction period. The requirements are short, and at the same time, the requirements for landscape and environmental protection must be taken into account. Composite girder bridges with corrugated steel webs have the advantages of light weight and high rigidity, but the durability of external prestressed beams and the complexity of construction restrict the wide application of this structure.
发明内容Contents of the invention
本发明要解决的技术问题是提出一种可快速预制拼装、不中断交通、安全可靠、耐久性强、绿色环保的预制拼装的鱼腹波形钢腹板体内预应力钢混组合简支梁桥及其施工方法。The technical problem to be solved by the present invention is to propose a prefabricated and assembled fish-belly corrugated steel web body prestressed steel-concrete composite simply supported beam bridge and its construction method.
为解决上述技术问题，本发明采用以下技术方案：预制拼装的鱼腹波形钢腹板体内预应力钢混组合简支梁桥，采用预制鱼腹波形钢腹板梁和预制混凝土桥面板，在鱼腹波形钢腹板梁下翼缘采用钢包混凝土构件，在下翼缘钢包混凝土构件内混凝土中张拉预应力。In order to solve the above-mentioned technical problems, the present invention adopts the following technical solutions: the prefabricated and assembled fish-belly corrugated steel web body prestressed steel-concrete composite simply supported girder bridge adopts prefabricated fish-belly corrugated steel web girder and prefabricated concrete bridge deck, The lower flange of corrugated steel web girder adopts steel-clad concrete members, and the concrete in the lower flange steel-clad concrete members is tensioned and prestressed.
该钢混组合简支梁桥的矢跨比控制在1/15-1/20之间，下翼缘鱼腹线型为悬链线或抛物线。The rise-span ratio of the steel-concrete composite simply supported girder bridge is controlled between 1/15-1/20, and the fish belly line of the lower flange is catenary or parabola.
该钢混组合简支梁桥的支座截面高度与跨中最大高度之比控制在1/2-2/3之间。The ratio of the height of the support section to the maximum mid-span height of the steel-concrete composite simply supported beam bridge is controlled between 1/2-2/3.
上述预制拼装的鱼腹波形钢腹板体内预应力钢混组合简支梁桥的施工方法，包括以下步骤：The construction method of the prefabricated and assembled fish-belly corrugated steel web body prestressed steel-concrete composite simply supported beam bridge includes the following steps:
<1>提前预制混凝土桥面板和预制鱼腹波形钢腹板梁<1>Prefabricated concrete bridge deck and prefabricated fish-belly corrugated steel web girder in advance
预制鱼腹波形钢腹板梁时，焊接加工预制单元的下翼缘钢包混凝土构件的钢材部分，采用钢梁制梁台架，将下翼缘钢包混凝土构件、波形钢腹板、上翼缘板、腹板钢柱、支座腹板、支座加劲肋、支座下翼缘板焊接成单片鱼腹波形钢腹板梁预制单元；在下翼缘钢包混凝土构件内绑扎钢筋笼并在构件内通长设置波纹管，波纹管穿过下翼缘钢包混凝土构件内的开洞横隔板并通过支座线；之后焊接下翼缘钢包混凝土构件包板，安装混凝土斜模板，浇筑下翼缘钢包混凝土构件内混凝土；When prefabricating fish-belly corrugated steel web girders, the steel part of the lower flange steel-clad concrete member of the prefabricated unit is welded and processed, and the steel beam frame is used to make the lower flange steel-clad concrete member, corrugated steel web, and upper flange plate , web steel columns, support webs, support stiffeners, and support lower flange plates are welded into a single fish-belly corrugated steel web beam prefabricated unit; The bellows are installed throughout the length, and the bellows pass through the open diaphragm in the lower flange steel-clad concrete member and pass through the support line; after that, the lower flange steel-clad concrete member cladding plate is welded, the concrete inclined formwork is installed, and the lower flange steel ladle is poured Concrete in concrete elements;
<2>现场吊装<2>On-site hoisting
下翼缘钢包混凝土构件内混凝土养护完成后，将预制鱼腹波形钢腹板梁运输到施工现场并定位吊装；多片鱼腹波形钢腹板梁之间，采用空腹式横隔板连接；焊接完成后，现场现浇支座端部横梁，之后吊装预制混凝土桥面板，浇筑桥面板湿接缝混凝土；After the concrete curing in the steel-clad concrete member of the lower flange is completed, the prefabricated fish-bellied corrugated steel web girders are transported to the construction site and positioned and hoisted; the multi-piece fish-bellied corrugated steel web girders are connected by hollow diaphragms; welding After completion, the beam at the end of the support is cast on site, and then the precast concrete bridge deck is hoisted, and the wet joint concrete of the bridge deck is poured;
<3>张拉预应力<3> Tensile prestress
混凝土养护完成后，张拉下翼缘钢包混凝土构件内的预应力筋，形成预制拼装的鱼腹波形钢腹板体内预应力钢混组合简支梁桥。After the concrete curing is completed, the prestressed tendons in the steel-clad concrete member of the lower flange are stretched to form a prefabricated and assembled fish-belly corrugated steel web internal prestressed steel-concrete composite simply supported beam bridge.
预制混凝土桥面板的吊装龄期在180天以上，混凝土桥面板采用预留槽孔并设置预留槽孔内连接钢筋，吊装时通过现浇连接上翼缘上表面集束式剪力钉与孔内预留钢筋连接。The hoisting age of the precast concrete bridge deck is more than 180 days. The concrete bridge deck adopts reserved slots and sets the connecting steel bars in the reserved slots. Rebar connections are reserved.
每个鱼腹波形钢腹板梁预制单元包括两片波形梁；沿波形钢腹板每隔2-4m设置一道腹板钢柱，波形钢腹板在前后边界与钢柱连接，在上下边界与钢上翼缘、钢包混凝土下翼缘连接，腹板钢柱与腹板共同与上翼缘板连接。Each fish-belly corrugated steel web girder prefabricated unit includes two corrugated beams; a web steel column is set every 2-4m along the corrugated steel web. The steel upper flange and the ladle concrete lower flange are connected, and the web steel column and the web are jointly connected with the upper flange plate.
下翼缘钢包混凝土构件与鱼腹波形钢腹板连接，下翼缘钢包混凝土构件内每隔2-4m对应腹板钢柱的下方设置一个下翼缘钢包混凝土构件内的开洞横隔板，在下翼缘钢包混凝土构件的腹板、底板和包板上布置连接栓钉，下翼缘钢包混凝土构件内混凝土在整个预制单元制作完成、内装钢筋与波纹管后再现浇。The steel-clad concrete member of the lower flange is connected with the fish-belly corrugated steel web, and an open diaphragm in the steel-clad concrete member of the lower flange is installed every 2-4m below the corresponding web steel column. The connecting studs are arranged on the web plate, base plate and cladding plate of the steel-clad concrete member of the lower flange, and the concrete in the steel-clad concrete member of the lower flange is poured after the whole prefabricated unit is completed, and the internal steel bars and bellows are installed.
下翼缘钢包混凝土构件内混凝土采用细粒连续级配抗裂混凝土；桥面板的横向湿接缝采用速凝微膨胀混凝土，纵向湿接缝采用速凝混凝土。The concrete in the steel-clad concrete member of the lower flange adopts fine-grained continuous graded crack-resistant concrete; the transverse wet joints of the bridge deck adopt quick-setting micro-expansion concrete, and the longitudinal wet joints use quick-setting concrete.
支座附近的腹板与顶底板表面布置剪力钉群；上翼缘板上表面采用长、短两种剪力钉布置方式，为均布式，短剪力钉的长度为5-10cm；长剪力钉为集束式，长度为20-25cm。The shear nail group is arranged on the surface of the web and the top and bottom plates near the support; the long and short shear nails are arranged on the surface of the upper flange plate, which is evenly distributed, and the length of the short shear nail is 5-10cm; The long shear nails are clustered, with a length of 20-25cm.
空腹式横隔板由空腹式横隔上弦杆、下弦杆、斜杆组成，各杆件之间采用节点板连接，其中横隔上弦杆采用节点板与腹板钢柱连接在一起。The fasting diaphragm is composed of fasting diaphragm upper chord, lower chord, and oblique rods. The members are connected by gusset plates, and the diaphragm upper chord is connected by gusset plate and web steel column.
为满足立体交通施工的严格要求，发明人设计了一种预制拼装的鱼腹波形钢腹板体内预应力钢混组合简支梁桥，采用预制鱼腹波形钢腹板梁和预制混凝土桥面板，在鱼腹波形钢腹板梁下翼缘采用钢包混凝土构件，在下翼缘钢包混凝土构件内混凝土中张拉预应力。其中，腹板采用鱼腹波形可大幅降低桥梁自重，在下翼缘采用钢包混凝土构件并预留预应力孔道以张拉预应力可显著提高波形钢腹板梁梁体的刚度与抗弯能力，解决了波形钢腹板组合梁体外预应力筋的空气暴露问题，大幅提高了预应力筋的耐久与可靠性能。同时，该结构的波形钢腹板预应力钢混组合简支梁可方便的运输、预制、拼装，完全能够满足工厂预制构件与现场快速安装的要求。据此，发明人还建立了相应的施工方法，采用该法施工安全、方便、快捷。In order to meet the strict requirements of three-dimensional traffic construction, the inventor designed a prefabricated and assembled fish-belly corrugated steel web internally prestressed steel-concrete composite simply supported girder bridge, using prefabricated fish-belly corrugated steel web girder and prefabricated concrete bridge deck, The lower flange of the fish-belly corrugated steel web girder adopts steel-clad concrete members, and the concrete in the lower flange steel-clad concrete members is tensioned and prestressed. Among them, the use of fish-belly corrugated webs can greatly reduce the self-weight of the bridge, and the use of steel-clad concrete members on the lower flange and reserved prestressed channels for tensioning prestress can significantly improve the rigidity and bending resistance of corrugated steel web girders. The air exposure problem of the external prestressed tendons of the corrugated steel web composite beam is solved, and the durability and reliability of the prestressed tendons are greatly improved. At the same time, the corrugated steel web prestressed steel-concrete composite simply supported beam of this structure can be easily transported, prefabricated, and assembled, which can fully meet the requirements of factory prefabricated components and on-site rapid installation. Accordingly, the inventor has also established a corresponding construction method, which is safe, convenient and quick to adopt.
附图说明Description of drawings
图1是本发明预制拼装的鱼腹波形钢腹板体内预应力钢混组合简支梁桥的结构立面示意图。Fig. 1 is a schematic elevation view of the structure of the prefabricated and assembled fish-belly corrugated steel web prestressed steel-concrete composite simply supported girder bridge of the present invention.
图2是本发明预制拼装的鱼腹波形钢腹板体内预应力钢混组合简支梁桥中预制混凝土桥面板的布置图。Fig. 2 is a layout diagram of the prefabricated concrete bridge deck in the prefabricated and assembled fish-belly corrugated steel web prestressed steel-concrete composite simply supported girder bridge of the present invention.
图3是图2预制桥面板中单块桥面板上预留孔洞和钢筋的布置图。Fig. 3 is a layout diagram of reserved holes and reinforcing bars on a single bridge deck in the prefabricated bridge deck of Fig. 2 .
图4是本发明预制拼装的鱼腹波形钢腹板体内预应力钢混组合简支梁桥跨中横截面图。Fig. 4 is a mid-span cross-sectional view of a prefabricated and assembled fish-belly corrugated steel web prestressed steel-concrete composite simply supported beam bridge of the present invention.
图5是单个预制单元的横截面示意图。Figure 5 is a schematic cross-sectional view of a single prefabricated unit.
图6是上翼缘承托混凝土现浇以及剪力钉布置图。Fig. 6 is a layout diagram of cast-in-place concrete and shear nails supporting the upper flange.
图7是支座部位布置立面详图。Figure 7 is a detailed elevational view of the layout of the support.
图8是应用本发明预制拼装的鱼腹波形钢腹板体内预应力钢混组合简支梁桥的某城市立交跨线桥40m主跨立面图。Fig. 8 is an elevation view of a 40m main span of an urban overpass bridge using the prefabricated and assembled fish-belly corrugated steel web body prestressed steel-concrete composite simply supported girder bridge of the present invention.
图9是图8中主跨跨中横截面图。Fig. 9 is a cross-sectional view of the main span in Fig. 8 .
图10是图8中主跨支座横截面图。Fig. 10 is a cross-sectional view of the main span support in Fig. 8 .
图11是图8中主跨下翼缘钢包混凝土构件横截面图。Fig. 11 is a cross-sectional view of the steel-clad concrete member of the lower flange of the main span in Fig. 8 .
图12是图8中下翼缘钢包混凝土构件立体图。Fig. 12 is a perspective view of the steel-clad concrete member of the lower flange in Fig. 8 .
图13是图8中预制鱼腹波形钢腹板梁节段立体图。Fig. 13 is a perspective view of the prefabricated fish-belly corrugated steel web girder section in Fig. 8 .
图中：1预制混凝土桥面板，1a预留槽孔，1b预留槽孔内连接钢筋，1c预制桥面板周边的湿接缝连接钢筋，2下翼缘钢包混凝土构件，2a下翼缘钢包混凝土构件内的开洞横隔板，2b连接栓钉，2c下翼缘钢包混凝土构件内混凝土，2d下翼缘钢包混凝土构件包板，2e下翼缘钢包混凝土构件底板，2f下翼缘钢包混凝土构件腹板，3波形钢腹板4，上翼缘板，5腹板钢柱，6支座腹板，7支座加劲肋；7a支座支承加劲肋，7b支座横向加劲肋，7c支座竖向加劲肋，8支座下翼缘板，9鱼腹式波形钢腹板梁预制单元，10空腹式横隔板，10a空腹式横隔板上弦杆，10b空腹式横隔板斜杆，10c空腹式横隔板下弦杆，10d节点板，11支座端部横梁，12桥面湿接缝，12a横向湿接缝，12b纵向湿接缝，13下翼缘钢包混凝土构件内的预应力筋，14短剪力钉，15上翼缘板承托，16长剪力钉，17预制桥面板下架设的小纵梁，18小纵梁上的剪力钉，19支座腹板与顶底板表面剪力钉群。In the figure: 1 prefabricated concrete bridge deck, 1a reserved slot, 1b connecting reinforcement in the reserved slot, 1c wet joint connection reinforcement around the prefabricated bridge deck, 2 lower flange steel-clad concrete components, 2a lower flange steel-clad concrete Diaphragm with openings in the member, 2b connecting studs, 2c inner concrete of the lower flange steel-clad concrete member, 2d lower flange steel-clad concrete member cladding plate, 2e lower flange steel-clad concrete member bottom plate, 2f lower flange steel-clad concrete member Web, 3 corrugated steel web 4, upper flange plate, 5 web steel column, 6 support web, 7 support stiffener; 7a support stiffener, 7b support transverse stiffener, 7c support Vertical stiffeners, 8 support lower flange plates, 9 fish-bellied corrugated steel web beam prefabricated units, 10 fasting diaphragms, 10a fasting diaphragm upper chords, 10b fasting diaphragm diagonals, 10c Bottom chord of hollow diaphragm, 10d Gusset plate, 11 End beam of support, 12 Wet joint of bridge deck, 12a Transverse wet joint, 12b Longitudinal wet joint, 13 Prestress in steel clad concrete member of lower flange reinforcement, 14 short shear nails, 15 upper flange support, 16 long shear nails, 17 small longitudinal beams erected under the prefabricated bridge deck, 18 shear nails on small longitudinal beams, 19 support web and roof Shear stud group on the surface of the bottom plate.
具体实施方式detailed description
一、预制拼装的鱼腹波形钢腹板体内预应力钢混组合简支梁桥的基本结构1. The basic structure of prefabricated and assembled fish-belly corrugated steel web prestressed steel-concrete composite simply supported beam bridge
采用预制鱼腹波形钢腹板梁和预制混凝土桥面板，在鱼腹波形钢腹板梁下翼缘采用钢包混凝土构件，在下翼缘钢包混凝土构件的混凝土中张拉预应力。(见图1)，其矢跨比控制在1/15-1/20之间，下翼缘鱼腹线型为悬链线或抛物线；其支座截面高度与跨中最大高度之比控制在1/2-2/3之间。靠近支座区域腹板沿主梁的长度控制根据主梁的设计剪力确定，支座附近的剪力应满足：The prefabricated fish-belly corrugated steel web girder and the prefabricated concrete bridge deck are adopted, the lower flange of the fish-belly corrugated steel web girder adopts steel-clad concrete members, and the concrete of the lower flange ladle-clad concrete members is tensioned and prestressed. (see Figure 1), its rise-span ratio is controlled between 1/15-1/20, and the fish belly line of the lower flange is a catenary or parabola; Between 1/2-2/3. The length control of the web along the main girder near the support area is determined according to the design shear force of the main girder, and the shear force near the support should satisfy:
V≤tfhffv+0.75Agfgtanθ+AsfstanθV≤t f h f f v +0.75A g f g tanθ+A s f s tanθ
式中，V为设计剪力，tf为腹板厚度，hf为腹板高度，fv为腹板抗剪强度设计值，Ag为钢绞线总面积，fg为钢绞线抗拉强度设计值，θ为钢绞线或钢包混凝土翼缘与水平方向夹角，As为钢包翼缘钢材面积，fs为钢包翼缘钢材抗拉强度设计值。In the formula, V is the design shear force, tf is the thickness of the web, hf is the height of the web, fv is the design value of the shear strength of the web, Ag is the total area of the steel strand, fg is the design value of the tensile strength of the steel strand, θ is the angle between the steel strand or the concrete flange of the ladle and the horizontal direction, As is the steel area of the ladle flange, and fs is the design value of the tensile strength of the steel of the ladle flange.
二、预制拼装的鱼腹波形钢腹板体内预应力钢混组合简支梁桥的施工方法2. Construction method of prefabricated and assembled fish-belly corrugated steel web body prestressed steel-concrete composite simply supported beam bridge
<1>提前预制混凝土桥面板和预制鱼腹波形钢腹板梁<1>Prefabricated concrete bridge deck and prefabricated fish-belly corrugated steel web girder in advance
预制混凝土桥面板的吊装龄期在180天以上，使桥面板收缩徐变对结构的影响降到较低水平，混凝土桥面板采用预留槽孔1a并设置预留槽孔内连接钢筋1b，吊装时通过现浇连接上翼缘上表面集束式剪力钉16与预留槽孔内连接钢筋1b连接。(图2与图3)The hoisting age of the precast concrete bridge deck is more than 180 days, so that the impact of bridge deck shrinkage and creep on the structure is reduced to a low level. During this time, the cluster shear nails 16 on the upper surface of the upper flange of the cast-in-place connection are connected to the connecting steel bars 1b in the reserved slots. (Figure 2 and Figure 3)
预制鱼腹波形钢腹板梁时，焊接加工预制单元的下翼缘钢包混凝土构件2的钢材部分，采用钢梁制梁台架，将下翼缘钢包混凝土构件2、波形钢腹板3、上翼缘板4、腹板钢柱5、支座腹板6、支座加劲肋7、支座下翼缘板8焊接成单片鱼腹波形钢腹板梁预制单元9；在下翼缘钢包混凝土构件2内绑扎钢筋笼并在构件内通长设置波纹管，波纹管穿过下翼缘钢包混凝土构件内的开洞横隔板2a并通过支座线；之后焊接包板2d，安装混凝土斜模板，浇筑下翼缘钢包混凝土构件内混凝土2c；(见图1与图4)When prefabricating fish-belly corrugated steel web girders, the steel part of the lower flange steel-clad concrete member 2 of the prefabricated unit is welded and processed, and the beam platform is made of steel beams, and the lower flange steel-clad concrete member Flange plates 4, web steel columns 5, support webs 6, support stiffeners 7, and support lower flange plates 8 are welded into a single fish-belly corrugated steel web beam prefabricated unit 9; Bind the reinforcement cage in the component 2 and install the bellows throughout the length of the component. The bellows pass through the open diaphragm 2a in the steel-clad concrete component of the lower flange and pass through the support line; after that, the cladding plate 2d is welded and the concrete inclined formwork is installed , pouring concrete 2c inside the steel-clad concrete member of the lower flange; (see Figure 1 and Figure 4)
其中，每个鱼腹波形钢腹板梁预制单元包括两片波形梁(见图5)；沿波形钢腹板每隔2-4m设置一道腹板钢柱5，波形钢腹板在前后边界与钢柱连接，在上下边界与钢上翼缘、钢包混凝土下翼缘连接，腹板钢柱5与腹板3共同与上翼缘板4连接。Among them, each fish-belly corrugated steel web girder prefabricated unit includes two corrugated beams (see Figure 5); a web steel column 5 is arranged every 2-4m along the corrugated steel web, and the corrugated steel web is connected to the front and rear boundaries. The steel column connection is connected with the steel upper flange and the ladle concrete lower flange at the upper and lower boundaries, and the web steel column 5 and the web 3 are jointly connected with the upper flange plate 4 .
下翼缘钢包混凝土构件与鱼腹波形钢腹板1连接，下翼缘钢包混凝土构件内每隔2-4m对应腹板钢柱5的下方设置一个下翼缘钢包混凝土构件内的开洞横隔板2a，在下翼缘钢包混凝土构件的腹板2f、底板2e和包板2d上布置连接栓钉2b(包板2d先不焊上)，下翼缘钢包混凝土构件内混凝土2c在整个预制单元制作完成、内装钢筋与波纹管后再现浇。由于下翼缘钢包混凝土构件的钢结构为开口结构，故设置开洞横隔板以增加结构的整体性；采用钢包板可以最大限度的方便混凝土的现浇施工，有效增加下翼缘混凝土与钢下翼缘的整体性。靠近支座部位梁截面高度较小时，下翼缘钢包混凝土构件与腹板可采用高强度钢，但最大强度不超过主体钢材强度的2倍；在抗截面高度较小、钢梁抗剪强度不足时，可考虑采用高强度钢以承受较大的剪力。The steel-clad concrete member of the lower flange is connected with the fish-belly corrugated steel web 1, and an opening diaphragm in the steel-clad concrete member of the lower flange is arranged below the corresponding web steel column 5 every 2-4m in the steel-clad concrete member of the lower flange Plate 2a, the connecting studs 2b are arranged on the web 2f, the bottom plate 2e and the cladding plate 2d of the steel-clad concrete member of the lower flange (the cladding plate 2d is not welded first), and the inner concrete 2c of the steel-clad concrete member of the lower flange is produced in the whole prefabricated unit After the completion, the inner steel bars and corrugated pipes are installed and poured again. Since the steel structure of the steel clad concrete member of the lower flange is an open structure, an open diaphragm is provided to increase the integrity of the structure; the use of steel clad plates can maximize the convenience of concrete cast-in-place construction, effectively increasing the concrete and steel structure of the lower flange. Integrity of the lower flange. When the height of the beam section near the support is small, high-strength steel can be used for the lower flange ladle concrete member and the web, but the maximum strength should not exceed twice the strength of the main steel; , high-strength steel can be considered to withstand greater shear force.
下翼缘钢包混凝土构件内混凝土2c采用细粒连续级配抗裂混凝土，可以有效的包裹波纹管并防止裂纹出现；桥面板的横向湿接缝12a采用速凝微膨胀混凝土，纵向湿接缝12b采用速凝混凝土，使得桥面板在纵向获得一定的预压力，有利于桥梁结构的整体受力，并可有效防止桥面板开裂，提高桥面板耐久性。The concrete 2c in the steel-clad concrete member of the lower flange adopts fine-grained continuous graded anti-crack concrete, which can effectively wrap the bellows and prevent cracks; The use of quick-setting concrete enables the bridge deck to obtain a certain preload in the longitudinal direction, which is beneficial to the overall stress of the bridge structure, and can effectively prevent the bridge deck from cracking and improve the durability of the bridge deck.
，设置支座腹板与顶底板表面剪力钉群19，用以连接后期的现浇混凝土支座端部横梁；上翼缘板上表面采用长、短两种剪力钉布置方式，短剪力钉14为均布式，短剪力钉的长度为5-10cm，用以现浇上翼缘板承托15；长剪力钉16为集束式，长度为20-25cm，根据预制桥面板连接孔的位置分布，用以连接预制混凝土桥面板1。(见图6), set the shear nail group 19 on the surface of the support web and the top and bottom plates to connect the end beam of the cast-in-place concrete support in the later stage; The force nails 14 are evenly distributed, and the length of the short shear nails is 5-10cm, which is used to support the upper flange plate 15; the long shear nails 16 are clustered, with a length of 20-25cm, according to the The position distribution of the connecting holes is used to connect the precast concrete bridge deck 1 . (See Figure 6)
<2>现场吊装<2>On-site hoisting
下翼缘钢包混凝土构件内混凝土2c养护完成后，将预制鱼腹波形钢腹板梁运输到施工现场并定位吊装；多片鱼腹波形钢腹板梁之间，采用空腹式横隔板10连接；焊接完成后，现场现浇支座端部横梁11，之后吊装预制混凝土桥面板1，浇筑桥面板湿接缝12混凝土；After the concrete 2c curing of the steel-clad concrete member of the lower flange is completed, the prefabricated corrugated fish-belly steel web girders are transported to the construction site and positioned and hoisted; multiple fish-bellied corrugated steel web girders are connected by hollow diaphragms 10 After the welding is completed, the beam 11 at the end of the support is cast on site, and then the precast concrete bridge deck 1 is hoisted, and the wet joint 12 concrete of the bridge deck is poured;
空腹式横隔板由空腹式横隔上弦杆10a、下弦杆10b、斜杆10c组成，各杆件之间采用节点板10d连接，其中横隔上弦杆采用节点板10d与腹板钢柱5连接在一起。The fasting diaphragm is composed of fasting diaphragm upper chord 10a, lower chord 10b, and oblique rod 10c. The members are connected by gusset plate 10d, and the diaphragm upper chord is connected with web steel column 5 by gusset plate 10d. together.
<3>张拉预应力<3> Tensile prestress
混凝土养护完成后，张拉下翼缘钢包混凝土构件2内的预应力筋13，形成预制拼装的鱼腹波形钢腹板体内预应力钢混组合简支梁桥。After the concrete curing is completed, the prestressed tendons 13 in the lower flange steel-clad concrete member 2 are stretched to form a prefabricated and assembled fish-belly corrugated steel web internal prestressed steel-concrete composite simply supported beam bridge.
三、预制拼装的鱼腹波形钢腹板体内预应力钢混组合简支梁桥的应用3. Application of prefabricated and assembled fish-belly corrugated steel webs in prestressed steel-concrete composite simply supported girder bridges
某城市立交跨线桥的主跨跨径为40m，双向六车道，桥梁横向设计宽度为21.5m，下部跨越城市八车道主干道，业主要求不能中断交通，故采用本发明提出的预制拼装的鱼腹波形钢腹板体内预应力钢混组合简支梁桥方案。The main span of a certain city overpass bridge is 40m, two-way six lanes, the bridge transverse design width is 21.5m, the lower part spans the eight-lane main road of the city, and the owner requires that the traffic cannot be interrupted, so the prefabricated assembled fish bridge proposed by the present invention is adopted. Prestressed steel-concrete composite simply supported girder bridge with corrugated steel webs in the body.
主跨为40m，矢跨比选取为1/16，跨中钢梁高度为3.0m，承托厚度为0.1m，桥面板厚度为0.2m，支座部位钢梁高度为1.5m。单片钢梁间距选为3m，左右两侧悬臂挑出2.2m，中部悬臂挑出2.0m，下翼缘钢包混凝土构件内共设置8个预应力钢筋孔，每孔采用一束7φ15.2mm1860预应力钢绞线。横向采用6片预制鱼腹波形钢腹板预应力钢混组合简支梁。该桥主跨的立面见图8，跨中横截面见图9，支座横截面见图10，下翼缘钢包混凝土构件的截面土与立体图见图11-12，预应力波形钢腹板组合梁钢梁预制节段的立体图见图13。The main span is 40m, the span ratio is 1/16, the mid-span steel girder height is 3.0m, the support thickness is 0.1m, the bridge deck thickness is 0.2m, and the steel girder height at the support part is 1.5m. The distance between the single-piece steel beams is selected as 3m, the left and right cantilever cantilever is 2.2m, and the middle cantilever is 2.0m. A total of 8 prestressed reinforcement holes are set in the steel clad concrete member of the lower flange, and each hole adopts a bundle of 7φ15.2mm1860 prestressed Stressed strands. In the horizontal direction, 6 pieces of prefabricated fish-belly corrugated steel webs are used for prestressed steel-concrete composite simply supported beams. The elevation of the main span of the bridge is shown in Figure 8, the cross-section of the middle span is shown in Figure 9, the cross-section of the support is shown in Figure 10, the cross-sectional soil and perspective view of the steel-clad concrete member of the lower flange are shown in Figure 11-12, and the prestressed corrugated steel web See Figure 13 for the perspective view of the steel beam prefabricated segment of the composite beam.
本发明采用的方法在钢梁预制完成后在2-3天内将主跨钢梁吊装完成，并在夜晚吊装混凝土桥面板，现场湿作业量小，吊装快速、安全，无扬尘作业，大幅降低了城市桥梁施工对交通的妨碍。The method adopted in the present invention completes the hoisting of the main span steel girder within 2-3 days after the prefabrication of the steel girder is completed, and hoistes the concrete bridge deck at night. City bridge construction hinders traffic.
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| CN108222522A (en) * | 2018-02-02 | 2018-06-29 | 中国十七冶集团有限公司 | A kind of support device of long-span roofing steel truss high-altitude accumulation slippage track |
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| CN112267383A (en) * | 2020-10-14 | 2021-01-26 | 中国建筑第八工程局有限公司 | Construction method of prefabricated bridge deck steel-concrete composite beam |
| CN112709155B (en) * | 2021-01-21 | 2025-04-15 | 上海城建市政工程（集团）有限公司 | Fish-belly type suspension cable combined bracket and construction method thereof |
| CN114737594A (en) * | 2022-05-06 | 2022-07-12 | 江苏海洋大学 | A fish-belly foundation beam with large-span unbonded prestressed tendons |
| CN116289500A (en) * | 2023-01-12 | 2023-06-23 | 河南大学 | Corrugated steel web combined trough beam and construction method thereof |
| CN119531250B (en) * | 2025-01-23 | 2026-01-06 | 广东省公路建设有限公司 | A novel bridge deck system combining dense crossbeams and plate girder |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20030037259A (en) * | 2002-04-25 | 2003-05-12 | 박대열 | Prestressed wave form box girder |
| CN101139812A (en) * | 2007-10-19 | 2008-03-12 | 清华大学 | Bottom Chord Open Truss Type Corrugated Steel Web Composite Beam |
| CN101768916A (en) * | 2010-01-22 | 2010-07-07 | 清华大学 | Lower flange improved corrugated steel web plate composite box girder and construction method thereof |
| CN101881060A (en) * | 2010-07-30 | 2010-11-10 | 白福波 | Prestressed concrete mansard rigid-frame beam |
| KR20120018565A (en) * | 2010-08-23 | 2012-03-05 | 권오근 | Continuous supporting structure of corrugated steel web psc beam using secondary tendon and method for constructing the same |
| CN102535328A (en) * | 2012-02-10 | 2012-07-04 | 中铁第五勘察设计院集团有限公司 | In-pipe prestressed steel-pipe truss composite simply-supported beam structure |
| CN203128995U (en) * | 2013-02-25 | 2013-08-14 | 同济大学 | Combined T-girder component and combined T-girder bridge |
| CN104533017A (en) * | 2014-12-12 | 2015-04-22 | 苏州工业园区设计研究院股份有限公司 | Fish belly type longspan vierendeel truss structure |
| CN104612063A (en) * | 2014-12-26 | 2015-05-13 | 北京交通大学 | Concrete box beam first-aid repair method with prefabricated part on-site assembling combination beam |
-
2015
- 2015-07-29 CN CN201510455151.0A patent/CN105064195B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20030037259A (en) * | 2002-04-25 | 2003-05-12 | 박대열 | Prestressed wave form box girder |
| CN101139812A (en) * | 2007-10-19 | 2008-03-12 | 清华大学 | Bottom Chord Open Truss Type Corrugated Steel Web Composite Beam |
| CN101768916A (en) * | 2010-01-22 | 2010-07-07 | 清华大学 | Lower flange improved corrugated steel web plate composite box girder and construction method thereof |
| CN101881060A (en) * | 2010-07-30 | 2010-11-10 | 白福波 | Prestressed concrete mansard rigid-frame beam |
| KR20120018565A (en) * | 2010-08-23 | 2012-03-05 | 권오근 | Continuous supporting structure of corrugated steel web psc beam using secondary tendon and method for constructing the same |
| CN102535328A (en) * | 2012-02-10 | 2012-07-04 | 中铁第五勘察设计院集团有限公司 | In-pipe prestressed steel-pipe truss composite simply-supported beam structure |
| CN203128995U (en) * | 2013-02-25 | 2013-08-14 | 同济大学 | Combined T-girder component and combined T-girder bridge |
| CN104533017A (en) * | 2014-12-12 | 2015-04-22 | 苏州工业园区设计研究院股份有限公司 | Fish belly type longspan vierendeel truss structure |
| CN104612063A (en) * | 2014-12-26 | 2015-05-13 | 北京交通大学 | Concrete box beam first-aid repair method with prefabricated part on-site assembling combination beam |
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