WO2015120622A1 - 无弦杆桁元法与组合式节点桥梁 - Google Patents

无弦杆桁元法与组合式节点桥梁 Download PDF

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Publication number
WO2015120622A1
WO2015120622A1 PCT/CN2014/072110 CN2014072110W WO2015120622A1 WO 2015120622 A1 WO2015120622 A1 WO 2015120622A1 CN 2014072110 W CN2014072110 W CN 2014072110W WO 2015120622 A1 WO2015120622 A1 WO 2015120622A1
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Prior art keywords
plate
unit
embedded
pier
combined
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PCT/CN2014/072110
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English (en)
French (fr)
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WO2015120622A9 (zh
Inventor
李勇
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李勇
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Priority to CN201480001964.6A priority Critical patent/CN104583496B/zh
Priority to PCT/CN2014/072110 priority patent/WO2015120622A1/zh
Publication of WO2015120622A1 publication Critical patent/WO2015120622A1/zh
Publication of WO2015120622A9 publication Critical patent/WO2015120622A9/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
    • E01D6/00—Truss-type bridges
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00—Structural or constructional details of bridges
    • 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
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/29—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures
    • E04C3/293—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures the materials being steel and concrete
    • 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

Definitions

  • the invention relates to the field of bridge engineering, in particular to a steel bellows PC combined bridge.
  • the invention provides a combined node bridge, comprising a segment unit structure, the block unit structure comprising:
  • the single element is at least two;
  • the integrated structure of the pier and the joint includes a shearing connection, and each of the two adjacent unit members is connected end to end through the integrated structure of the pier and the pier, so that the The single component forms a unit structure for overall handling and disassembly.
  • the integrated structure of the pier-type integrated node specifically includes:
  • each unit member is fixed with a pre-embedded plate
  • the plate plane of the pre-embedded plate is obliquely disposed with the beam top plate and/or the beam bottom plate
  • shear stud vertically fixed on the embedded plate
  • a shearing connection member the shearing connection member is provided with a reinforcing hole, and the lower end of the shearing connecting member is a plate body structure, and the plate body structure is used for extending into the beam top plate and/or the beam bottom plate for fixing The plate structure is fixed to the embedded plate.
  • the unit parts are connected in advance through the integrated structure of the stern-doped integral node structure to form a combined integral node structure which can be integrally handled and disassembled, and the unit elements can be directly connected to form a stern section, thereby ensuring the whole of the node.
  • the structure and structure are mechanically safe, and the integrated unit structure, especially the shear connection, makes the discrete unit parts form an integral section, without the upper chord and the lower chord, which greatly facilitates the construction.
  • the hoisting has realized the construction of the steel web without bracket.
  • the present invention also provides a bridge structure comprising a beam top plate and a beam floor, and further comprising at least one combined node bridge according to any of the above embodiments, wherein the unitary unit structure of the combined node bridge is disposed on the beam Between the top plate and the bottom plate of the beam, wherein the integrated joint node structure of the pier joints connected with the unit member extends into the beam top plate or the beam bottom plate to be fixed to form a bridge.
  • the invention further provides a chordless element method, comprising the steps;
  • Single component pouring step pouring concrete in a steel pipe to form a steel tube concrete
  • Welding step at least two unit pieces are connected end to end in advance, and each adjacent two unit parts are connected by a single pier combined integral node structure to form at least one segment unit structure, and the pier joint combined overall node structure is specific
  • the utility model comprises a pre-embedded plate, a shear-resistant stud and a shearing force connecting member, wherein the fixed end of each unit member is fixed with a pre-embedded plate, and the plate plane of the pre-embedded plate is obliquely disposed with the beam top plate and/or the beam bottom plate;
  • the shear stud is vertically fixed on the embedded plate;
  • the shearing connection member is provided with a steel bar hole, and the lower end of the shearing force connecting member is a plate body structure, and the plate body structure is used for extending into the beam top plate and/or the beam bottom plate, and the plate body structure and the pre-plate Buried plate
  • Lifting step sling the unit structure of the raft section in sections, firstly hoisting the unit structure of the first rafter in position, and then making temporary auxiliary fixing, and reinforced the unit body after hoisting the second raft;
  • Temporary reinforcement step two pieces of chord-free element method and combined node bridge are temporarily connected to the whole through angle steel to form a solid unit body, and then the next group is hoisted;
  • Step of pouring the bottom plate of the beam removing the temporary reinforcement and pouring the bottom plate of the beam;
  • Step of pouring the beam roof support the vertical mold on the bottom plate of the beam and pour the roof of the beam.
  • the step of adding a temporary small chord step is: temporarily adding some or all of the adjacent two unit elements in the same ⁇ segment unit structure When a small chord is installed, when a small chord is added to a part of the unit, the unit with the small chord is located within the scope of the construction sling;
  • the step of removing the temporary small chord is as follows: the small chord added in the step of adding the temporary small chord is removed.
  • the rafter unit structure in the above-mentioned combined node bridge is disposed between the beam top plate and the beam floor, wherein the stern combination combined with the unit member
  • the integral node structure extends into the beam roof or the beam floor to form a bridge, and it is because the combined node bridge is a combination of integral nodes and no chords, which not only ensures the integrity of the joint and the structural safety. Moreover, it is convenient for construction hoisting, realizing the construction of steel webs without brackets, shortening the construction period and reducing the construction cost.
  • FIG. 1 is a schematic diagram of an implementation step in an embodiment of a chord-free unit method of the present application
  • FIG. 2 is a diagram showing an implementation step in a second embodiment of the chord-free unit method of the present application
  • FIG. 3 is a schematic diagram of implementation steps in a third embodiment of the chord-free element method of the present application.
  • FIG. 4 is an exploded view of an embodiment 1 of a composite node structure of the present invention.
  • FIG. 5 is an assembled view of the first embodiment of the integrated joint structure of the pier and pier;
  • FIG. 6 is another perspective view of the shearing force connecting member in the first embodiment of the composite pier joint structure of the present invention.
  • FIG. 7 is an exploded view of the second embodiment of the integrated structure of the pier-type joint of the present application.
  • FIG. 8 is an assembly view of the second embodiment of the integrated structure of the pier-type joint of the present application.
  • FIG. 9 is an exploded view of a third embodiment of the integrated joint structure of the pier and pier;
  • FIG. 10 is an assembled view of the third embodiment of the integrated joint structure of the pier and pier according to the present application.
  • the present application proposes a combined node bridge, which includes a ⁇ segment unit structure, which includes an empty unit member and a ⁇ ⁇ combined integral node structure.
  • the unitary member is at least two, and the integrated structure of the rammed joint comprises a shearing connection member for resisting the shear force formed between the unit members.
  • Each of the two adjacent unit members is connected end to end through the integrated structure of the pier and the joint, so that the unit member forms a unit structure for overall handling and disassembly, so as to facilitate construction and lifting.
  • the composite joint structure of the pier and pier joint refers to a structure in which two unit members are coupled by using a shear force connecting piece and its supporting components.
  • the following is abbreviated as the integrated structure of the pier joint integrated node.
  • the integrated structure of the pier-type integrated structure includes:
  • a manifold having a fixed end port for attachment to the beam roof and/or the beam floor opposite the beam roof and/or the beam floor;
  • a pre-embedded plate the fixed end of each of the manifolds is fixed with a pre-embedded plate, and the plate plane of the pre-embedded plate is obliquely disposed with the beam top plate and/or the beam bottom plate;
  • the shearing connecting member is provided with a reinforcing hole and fixed to the embedded steel plate, and the lower end of the shearing connecting member is a plate body structure, and the plate body structure extends into the beam top plate and/or the beam bottom plate to be fixed ;
  • shear stud is vertically fixed to the embedded plate.
  • the present embodiment exemplarily proposes three types of integrated structure of the stern-doped integrated node, but it is completely possible for those skilled in the art to perform the three embodiments based on the three embodiments without any creative work.
  • the disclosed solutions can be easily proposed in combination with the prior art, such as common knowledge, conventional means, and the like, and all of the embodiments are included in the scope of the present specification.
  • the first embodiment includes two manifolds 282, 283 (i.e., a unitary member, which may be a concrete filled steel tube), a beam top plate 25 (or a beam floor 26), an inner conduit 41, a pre-embedded plate 42a, Shear connector 43, shear stud 44, stiffener 45 and U-shaped bars 46.
  • the ports of the fixed ends of the two manifolds 282 and 283 are arranged in an "eight" shape, wherein the embedded plate 42a is disposed on
  • the "eight"-shaped structure has a smaller opening end, and the inner tube 41 is fixedly fixed in the fixed end of each of the manifolds, and is fixed to the pre-embedded plate 42a through the inner tube 41, wherein the inner tube 41 functions as an auxiliary coupling.
  • the shear connector 43 can employ an S-PBL shear connector 43 or a T-PBL shear connector 43.
  • the shearing force connecting member 43 has a plate shape, and has a reinforcing hole formed therein, and is fixed to the embedded plate 42a (which may be a pre-buried steel plate). Its lower end extends into the beam top panel 25 and/or the beam bottom panel 26 for attachment. Referring to FIG. 6 , the shear connector 43 is a top view of the I-shaped structure.
  • the stiffening plate 45 is fixedly coupled to the two manifolds 282, 283 and their corresponding embedded panels 42a for providing further reinforcement, although it may be omitted in other embodiments.
  • the U-shaped reinforcing bar 46 abuts against the fixed embedded plate 42a, and the lower end of the reinforcing bar extends into the beam top plate 25 and/or the beam bottom plate 26 to improve the load carrying capacity.
  • the lower end of the reinforcing bar extends into the beam top plate 25 and/or the beam bottom plate 26 to improve the load carrying capacity.
  • it can also be omitted in other embodiments.
  • the pre-embedded plates 42a corresponding to the two manifolds 282 and 283 are disposed independently of each other.
  • the difference from the first embodiment is that the pre-embedded plates 42b corresponding to the two manifolds are coupled to each other in an integrated structure.
  • the difference between the third embodiment and the first embodiment is that the stiffening plate 45 in the first embodiment is omitted in the integrated structure of the pier-and-pin joint structure provided in the third embodiment.
  • the integrated joint structure of the pier and pier provided by the present application can fully solve the stress concentration of the joint, has a single function, and does not require additional coating corrosion protection measures.
  • the nodes in the structure are monolithic and the force is clear.
  • the PBL parts have large shear capacity and good fatigue resistance; and the overall rigidity is good.
  • the discrete unit parts can be formed into a one-piece stern section, without the upper chord and the lower chord, which greatly facilitates the construction hoisting and realizes the construction of the steel web without bracket.
  • the present application further provides a bridge structure including a beam top plate 25 and a beam floor 26, and further comprising at least one combined node bridge according to any of the above, the combination
  • the unit structure of the truss section of the node bridge is disposed between the beam top plate 25 and the beam bottom plate 26, wherein the truss-combined integral node structure portion connected with the unit members 282, 283 extends into the beam top plate 25 or the beam bottom plate 26 to be fixed to form a bridge.
  • the above-mentioned rafter unit structure is disposed between the beam top plate and the beam bottom plate, wherein the integrated joint node structure of the stern pier jointed with the unit piece extends into the beam top plate or the beam bottom plate to be fixed and formed into a bridge, and
  • the above-mentioned combined node bridge is characterized by a combined integral node and no chord, which not only ensures the integrity of the joint and the structural force and safety, but also facilitates the construction hoisting, realizes the construction of the steel web without bracket, shortens the construction period and reduces the construction cost.
  • the present application further proposes a chord-free element method corresponding to the above-mentioned bridge structure. Please refer to FIG. 1 and also refer to FIG. 4-10 for reference, which includes the steps:
  • Welding step at least two unit parts 282, 283 are connected end to end in advance, and each adjacent two unit parts 282, 283 are connected by a single pier combined integral node structure to form at least one unit structure, as shown in FIG. B, C is shown.
  • the integrated structure of the pier-type integrated structure reference may be made to the above embodiment, which specifically includes the pre-embedded plates 42a, 42b, the shear-resistant pegs 44 and the shearing force connecting members 43, and the fixed ends of each of the unit members 282, 283 are fixed
  • the pre-embedded plates 42a, 42b, the plate planes of the pre-embedded plates 42a, 42b are obliquely disposed with the beam top plate 25 and/or the beam bottom plate 26;
  • the shear studs 44 are vertically fixed to the pre-embedded plates 42a, 42b;
  • the shearing force connecting member 43 is provided with a reinforcing hole, and the lower end of the shearing force connecting member 43 is a plate body structure, and the plate body structure is used for extending into the beam top plate 25 and/or the beam bottom plate 26 to fix the plate.
  • the body structure is fixed to the embedded plates 42a, 42b.
  • the integrated structure of the stern-doped integrated node can be any one of the above three embodiments, or can be combined with common knowledge and habits based on the solutions disclosed by the three embodiments without any creative work by those skilled in the art. Other solutions are easily proposed by the prior art such as means.
  • Stiffening plate step welding the stiffening plates on the two unit members 282, 283 and their corresponding pre-embedded plates 42a, 42b, as shown in B and C of FIG.
  • the stiffening plate 45 may be omitted, so that the step corresponding to the stiffening plate may be omitted.
  • Lifting step hoisting the unit structure of the raft section, first lifting the unit structure of the first rafter in position, and then making temporary auxiliary fixing, and reinforced the unit body after hoisting the second raft.
  • Temporary reinforcement step the two unit sections are temporarily joined through the angle steel to temporarily join them into a whole body to form a stable unit body, and then hoist the next group;
  • Step of pouring the bottom plate of the beam Remove the temporary reinforcement and pour the bottom plate 26 of the beam, as shown in D of Fig. 1.
  • Step of pouring the beam roof support the vertical mold on the bottom plate of the beam, and pour the beam top plate 25, as shown in D of Fig. 1.
  • a step of adding a temporary small chord before the lifting step in the above method in the same unit structure, some or all of the adjacent two unit elements are temporarily added.
  • a small chord 7 is installed to increase the joint strength, and when a small chord 7 is attached to a part of the unit member, the unit member to which the small chord 7 is attached is located within the range of the construction sling 6.
  • a small chord 7 is added between all the unit members, and in the step C2 in Fig. 3, the unit member only in the range of the construction sling 6 is provided with a small chord 7.
  • the step of removing the temporary small chord is added: the small chord added in the step of adding the temporary small chord is removed.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Chemical & Material Sciences (AREA)
  • Composite Materials (AREA)
  • Bridges Or Land Bridges (AREA)

Abstract

一种无弦杆桁元法与组合式节点桥梁，其中由于组合式节点桥梁将单元件预先通过桁墩组合式整体节点结构首尾联接，形成一个可整体搬运和拆装的组合式整体节点结构，而且各单元件相连可直接形成桁段，如此一来可确保了节点的整体性及结构受力安全，而且通过桁墩组合式整体节点结构，尤其是剪力连接件，将离散的单元件形成整体式的桁段，不需要上弦杆及下弦杆，极大的方便了施工吊装，实现了钢腹杆无支架施工。

Description

无弦杆桁元法与组合式节点桥梁 技术领域
本发明涉及桥梁工程领域，特别是钢桁腹PC组合桥梁。
背景技术
传统的钢桁梁节段均具有上下弦杆。钢桁腹PC桥梁虽然没有上下弦杆，但是它存在两个方面的困难：1）节点安装工作量较大，从受力上看整体性差，容易引起结构破坏。在目前桁架梁桥领域中，尤其是钢桁腹PC组合桥梁领域，单元件之间采用的节点连接方式主要有螺栓、铆接、高强度螺栓栓接、焊接等。大跨度的桁架中，螺栓或高强螺栓连接对安装精度提出了更高的要求，施工过程中难免存在施工误差，这将导致难以精确定位，增加现场工作量，延长工期。2）由于在形成钢桁腹PC梁之前，单元杆件全部是离散的，增加了吊装及精确定位工作量，同时需要大量的施工支架。而如果通过采用增加上下弦杆的办法来解决上述第2个问题，上下弦杆仅用于施工吊装，这样使材料使用量增加，工厂加工工序多，造价增加。
 发明内容
本发明提供一种组合式节点桥梁,包括桁段单元结构，所述桁段单元结构包括：
单元件，所述单元件为至少两个；
以及桁墩组合式整体节点结构，所述桁墩组合式整体节点结构包括剪力连接件，每两个相邻单元件之间依次通过所述桁墩组合式整体节点结构首尾相连，使所述单元件形成一个整体搬运和拆装的单元结构。
作为所述组合式节点桥梁的进一步改进，所述桁墩组合式整体节点结构具体包括：
预埋板，每个单元件的固定端固接有预埋板，所述预埋板的板平面与梁顶板和/或梁底板斜向设置；
抗剪力栓钉，所述抗剪力栓钉垂直固接在预埋板上；
以及剪力连接件，所述剪力连接件上开有钢筋孔，所述剪力连接件下端为板体结构，所述板体结构用于伸入梁顶板和/或梁底板内固定，所述板体结构与预埋板固接。
将单元件预先通过桁墩组合式整体节点结构首尾联接，形成一个可整体搬运和拆装的组合式整体节点结构，而且各单元件相连可直接形成桁段，如此一来可确保了节点的整体性及结构受力安全，而且通过桁墩组合式整体节点结构，尤其是剪力连接件，将离散的单元件形成整体式的桁段，不需要上弦杆及下弦杆，极大的方便了施工吊装，实现了钢腹杆无支架施工。
本发明还提供一种桥梁结构，其包括梁顶板和梁底板，还包括至少一个如上述任一实施例所述的组合式节点桥梁，所述组合式节点桥梁中的桁段单元结构设置于梁顶板和梁底板之间，其中与所述单元件联接的桁墩组合式整体节点结构部分伸入梁顶板或梁底板内浇筑固定形成桥梁。
本发明再提供了一种无弦杆桁元法，包括步骤;
单元件浇筑步骤：在钢管内浇筑混凝土，形成钢管混凝土；
焊接步骤：预先将至少两个单元件首尾相连，每相邻两个单元件之间通过一桁墩组合式整体节点结构联接形成至少一个桁段单元结构，所述桁墩组合式整体节点结构具体包括预埋板，抗剪力栓钉以及剪力连接件，每个单元件的固定端固接有预埋板，所述预埋板的板平面与梁顶板和/或梁底板斜向设置；所述抗剪力栓钉垂直固接在预埋板上；
所述剪力连接件上开有钢筋孔，所述剪力连接件下端为板体结构，所述板体结构用于伸入梁顶板和/或梁底板内固定，所述板体结构与预埋板固接；
吊装步骤：将桁段单元结构分段吊装，先将第一榀桁段单元结构吊装就位，再做临时辅助固定，将第二榀吊装完成后进行单元体加固；
临时加固步骤：将两片无弦杆桁元法与组合式节点桥梁横向通过角钢将其临时联接成一个整体，形成稳固单元体，再吊装下一组；
浇筑梁底板步骤：拆除临时加固，浇筑梁底板；
浇筑梁顶板步骤：在梁底板上支架立模，浇筑梁顶板。
作为所述无弦杆桁元法的进一步改进，在吊装步骤前还包括，加装临时小弦杆步骤：在同一个桁段单元结构中，部分或者全部相邻两个单元件之间临时加装小弦杆，当部分单元件加装小弦杆时，加装小弦杆的单元件位于施工吊索范围内；
在浇筑梁底板步骤前还包括，拆除临时小弦杆步骤：拆除加装临时小弦杆步骤中加装的小弦杆。
本申请提供的桥梁结构以及无弦杆桁元法中，将上述的组合式节点桥梁中的桁段单元结构设置于梁顶板和梁底板之间，其中与所述单元件联接的桁墩组合式整体节点结构部分伸入梁顶板或梁底板内浇筑固定形成桥梁，而正是由于上述组合式节点桥梁为组合式整体节点及无弦杆的特点，不仅确保了节点的整体性及结构受力安全，而且方便施工吊装，实现钢腹杆无支架施工，缩短工期，降低造价。
附图说明
图1为本申请无弦杆桁元法一种实施例中的实施步骤图；
图2为本申请无弦杆桁元法第二种实施例中的实施步骤图；
图3为本申请无弦杆桁元法第三种实施例中的实施步骤图；
图4本申请桁墩组合式整体节点结构实施例一分解图；
图5为本申请桁墩组合式整体节点结构实施例一装配图；
图6为本申请桁墩组合式整体节点结构实施例一中剪力连接件另一视角示意图；
图7为本申请桁墩组合式整体节点结构实施例二分解图；
图8为本申请桁墩组合式整体节点结构实施例二装配图；
图9为本申请桁墩组合式整体节点结构实施例三分解图；
图10为本申请桁墩组合式整体节点结构实施例三装配图。
具体实施方式
下面通过具体实施方式结合附图对本发明作进一步详细说明。
本申请提出一种组合式节点桥梁，其包括桁段单元结构，该桁段单元结构包括空单元件以及桁墩组合式整体节点结构。该单元件为至少两个，该桁墩组合式整体节点结构包括剪力连接件，用以抵抗单元件之间形成的剪力。每两个相邻单元件之间依次通过该桁墩组合式整体节点结构首尾相连，使单元件形成一个整体搬运和拆装的单元结构，以便于施工吊装。
该桁墩组合式整体节点结构是指利用剪力连接件及其配套部件，将两个单元件联接的结构，在此为了便于表述，下文中继续简称为桁墩组合式整体节点结构。
在本实施例中，该桁墩组合式整体节点结构包括：
桁管，该桁管用于与梁顶板和/或梁底板固接的固定端的端口相对梁顶板和/或梁底板斜向设置；
预埋板，每个桁管的固定端固接有预埋板，该预埋板的板平面与梁顶板和/或梁底板斜向设置；
剪力连接件，该剪力连接件上开有钢筋孔，并与预埋钢板固接，该剪力连接件下端为板体结构，该板体结构伸入梁顶板和/或梁底板内固定；
以及抗剪力栓钉，该抗剪力栓钉垂直固接在预埋板上。
在此，基于上述发明构思，本实施例示例性提出三种桁墩组合式整体节点结构，但对于本领域技术人员来说，完全可以在不付出创造性劳动的前提下，基于该三种实施例所公开的方案结合公知常识、惯常手段等现有技术很容易地提出更多方案，这些更多方案均应包括在本说明书记载的范围内。
实施例一
请参考图4和5，该实施例一包括两根桁管282、283（即单元件，其可以是钢管混凝土）、梁顶板25（或梁底板26）、内导管41、预埋板42a、剪力连接件43、抗剪力栓钉44、加劲板45和U形钢筋46。
两个桁管282、283固定端的端口呈“八”字形结构排布，其中预埋板42a设置于 “八”字形结构中开口较小一端，每个桁管的固定端内都固接有内导管41，通过内导管41与预埋板42a固接，其中内导管41起到辅助联接的作用。
该剪力连接件43可采用S-PBL剪力连接件43或T-PBL剪力连接件43。该剪力连接件43为板状，其上开有钢筋孔，并与预埋板42a（可为预埋钢板）固接。其下端伸入梁顶板25和/或梁底板26内固定。其中请参考图6，该剪力连接件43俯视为工字型结构。
该加劲板45与两个桁管282、283及其对应预埋板42a固定联接，用于提供进一步的加强作用，当然，在其他实施例中也可省略。
而该U形钢筋46一端抵接固定预埋板42a，钢筋下端伸入梁顶板25和/或梁底板26内固定，以提高承载能力，当然，在其他实施例中同样也可省略。
在本实施例一中，两个桁管282、283分别对应的预埋板42a相互独立设置。
实施例二
请参考图7和8，在本实施例二中，其与实施例一的区别在于，两个桁管分别对应的预埋板42b相互联接成一体结构。
实施例三
请参考图9和10，本实施例三与实施例一的区别之处在于，本实施例三所提供的桁墩组合式整体节点结构中，省略掉实施例一中的加劲板45。
相比之下，本申请提供的桁墩组合式整体节点结构可以充分解决节点应力集中、功能单一、不需要额外的涂装防腐保护措施。该结构内节点为整体式，受力明确。PBL件抗剪承载力大，抗疲劳性能好；而且整体刚度好。可将离散的单元件形成整体式的桁段，不需要上弦杆及下弦杆，极大的方便了施工吊装，实现了钢腹杆无支架施工。
进一步地，基于上述组合式节点桥梁，本申请还提供了一种桥梁结构，其包括梁顶板25和梁底板26，还包括至少一个如上述任一项所述的组合式节点桥梁，该组合式节点桥梁中桁段单元结构设置于梁顶板25和梁底板26之间，其中与单元件282、283联接的桁墩组合式整体节点结构部分伸入梁顶板25或梁底板26内浇筑固定形成桥梁。
将上述的桁段单元结构设置于梁顶板和梁底板之间，其中与所述单元件联接的桁墩组合式整体节点结构部分伸入梁顶板或梁底板内浇筑固定形成桥梁，而正是由于上述组合式节点桥梁为组合式整体节点及无弦杆的特点，不仅确保了节点的整体性及结构受力安全，而且方便施工吊装，实现钢腹杆无支架施工，缩短工期，降低造价。
相应地，本申请更提出了一种与上述桥梁结构对应的无弦杆桁元法，请参考图1，同时也请结合图4-10进行参考，其包括步骤：
单元件浇筑步骤：在钢管内浇筑混凝土，形成钢管混凝土，如图1中A所示。
焊接步骤：预先将至少两个单元件282、283首尾相连，每相邻两个单元件282、283之间通过一桁墩组合式整体节点结构联接形成至少一个桁段单元结构，如图1中B、C所示。该桁墩组合式整体节点结构可参考上述实施例，其具体包括预埋板42a、42b，抗剪力栓钉44以及剪力连接件43，每个单元件282、283的固定端固接有预埋板42a、42b，该预埋板42a、42b的板平面与梁顶板25和/或梁底板26斜向设置；该抗剪力栓钉44垂直固接在预埋板42a、42b上；所述剪力连接件43上开有钢筋孔，所述剪力连接件43下端为板体结构，所述板体结构用于伸入梁顶板25和/或梁底板26内固定，所述板体结构与预埋板42a、42b固接。该桁墩组合式整体节点结构可以上述三种实施例的任一种，也可以是本领域技术人员在不付出创造性劳动的前提下，基于该三种实施例所公开的方案结合公知常识、惯常手段等现有技术很容易地提出更多方案。
加劲板步骤：在两个单元件282、283及其对应预埋板42a、42b上焊接加劲板，如图1中B、C所示。在其他实施例中，例如上述实施例三中，也可以省略加劲板45，因此对应该加劲板步骤也可省略。
吊装步骤：将桁段单元结构分段吊装，先将第一榀桁段单元结构吊装就位，再做临时辅助固定，将第二榀吊装完成后进行单元体加固。
临时加固步骤：将两片桁段单元结构横向通过角钢将其临时联接成一个整体，形成稳固单元体，再吊装下一组；
浇筑梁底板步骤：拆除临时加固，浇筑梁底板26，如图1中D所示。
浇筑梁顶板步骤：在梁底板上支架立模，浇筑梁顶板25，如图1中D所示。
其中，请参考图2和3，还可以在上述方法中吊装步骤前增加一个加装临时小弦杆步骤：在同一个桁段单元结构中，部分或者全部相邻两个单元件之间临时加装小弦杆7以增加联接强度，当部分单元件加装小弦杆7时，加装小弦杆7的单元件位于施工吊索6范围内。如图2中C1步骤所示即为全部单元件之间加装小弦杆7，而图3中C2步骤所示则是仅位于施工吊索6范围内的单元件加装小弦杆7。
而在浇筑梁底板步骤前增加拆除临时小弦杆步骤：拆除加装临时小弦杆步骤中加装的小弦杆。
当然，本实施例提出的建造方法仅是一种示例，上述桥梁结构完全可以通过其他步骤来制造，但本领域技术人员在不付出创造性劳动的前提下，基于该方法所公开的方案结合公知常识、惯常手段等现有技术提出的其他方案，也应包括在本申请的记载的范围。
以上内容是结合具体的实施方式对本发明所作的进一步详细说明，不能认定本发明的具体实施只局限于这些说明。对于本发明所属技术领域的普通技术人员来说，在不脱离本发明构思的前提下，还可以做出若干简单推演或替换。

Claims (10)

  1. 一种组合式节点桥梁,其特征在于，包括桁段单元结构，所述桁段单元结构包括：
    单元件（282、283），所述单元件（282、283）为至少两个；
    以及桁墩组合式整体节点结构，所述桁墩组合式整体节点结构包括剪力连接件（43），每两个相邻单元件（282、283）之间依次通过所述桁墩组合式整体节点结构首尾相连，使所述单元件（282、283）形成一个整体搬运和拆装的单元结构。
  2. 如权利要求1所述的组合式节点桥梁，其特征在于，所述桁墩组合式整体节点结构具体包括：
    预埋板（42a、42b），每个单元件（282、283）的固定端固接有预埋板（42a、42b），所述预埋板（42a、42b）的板平面与梁顶板（25）和/或梁底板（26）斜向设置；
    抗剪力栓钉（44），所述抗剪力栓钉（44）垂直固接在预埋板（42a、42b）上；
    以及剪力连接件（43），所述剪力连接件（43）上开有钢筋孔，所述剪力连接件（43）下端为板体结构，所述板体结构用于伸入梁顶板（25）和/或梁底板（26）内固定，所述板体结构与预埋板（42a、42b）固接。
  3. 如权利要求2所述的组合式节点桥梁，其特征在于，所述每两个相邻单元件之间两个单元件（282、283）相互联接的一端呈“八”字形结构排布，其中预埋板（42a、42b）设置于所述“八”字形结构中开口较小一端。
  4. 如权利要求3所述的组合式节点桥梁，其特征在于，所述桁墩组合式整体节点结构还包括U形钢筋（46），所述钢筋（46）一端抵接固定预埋板（42a、42b），所述钢筋（46）下端用于伸入梁顶板（25）和/或梁底板（26）内固定。
  5. 如权利要求4所述的组合式节点桥梁，其特征在于，同一桁墩组合式整体节点结构中，两个单元件（282、283）分别对应的预埋板（42a）相互独立或者两个单元件（282、283）分别对应的预埋板（42b）相互联接成一体结构。
  6. 如权利要求5所述的组合式节点桥梁，其特征在于，所述桁墩组合式整体节点结构还包括加劲板（45），所述加劲板（45）与两个单元件（282、283）及其对应预埋板（42a、42b）固定联接。
  7. 如权利要求6所述的组合式节点桥梁，其特征在于，所述剪力连接件（43）为S-PBL剪力连接件或T-PBL剪力连接件。
  8. 一种桥梁结构，其包括梁顶板（25）和梁底板（26），其特征在于， 还包括至少一个如权利要求1-8任一项所述的组合式节点桥梁，所述组合式节点桥梁中的桁段单元结构设置于梁顶板（25）和梁底板（26）之间，其中与所述单元件（282、283）联接的桁墩组合式整体节点结构部分伸入梁顶板（25）或梁底板（26）内浇筑固定形成桥梁。
  9. 一种无弦杆桁元法，其特征在于，包括步骤;
    单元件浇筑步骤：在钢管内浇筑混凝土，形成钢管混凝土；
    焊接步骤：预先将至少两个单元件（282、283）首尾相连，每相邻两个单元件（282、283）之间通过一桁墩组合式整体节点结构联接形成至少一个桁段单元结构，所述桁墩组合式整体节点结构具体包括预埋板（42a、42b），抗剪力栓钉（44）以及剪力连接件（43），每个单元件（282、283）的固定端固接有预埋板（42a、42b），所述预埋板（42a、42b）的板平面与梁顶板（25）和/或梁底板（26）斜向设置；所述抗剪力栓钉（44）垂直固接在预埋板（42a、42b）上；所述剪力连接件（43）上开有钢筋孔，所述剪力连接件（43）下端为板体结构，所述板体结构用于伸入梁顶板（25）和/或梁底板（26）内固定，所述板体结构与预埋板（42a、42b）固接；
    吊装步骤：将桁段单元结构分段吊装，先将第一榀桁段单元结构吊装就位，再做临时辅助固定，将第二榀吊装完成后进行单元体加固；
    临时加固步骤：将两片桁段单元结构横向通过角钢将其临时联接成一个整体，形成稳固单元体，再吊装下一组；
    浇筑梁底板步骤：拆除临时加固，浇筑梁底板（26）；
    浇筑梁顶板步骤：在梁底板上支架立模，浇筑梁顶板（25）。
  10. 如权利要求9所述的无弦杆桁元法，其特征在于，在吊装步骤前还包括，加装临时小弦杆步骤：在同一个桁段单元结构中，部分或者全部相邻两个单元件之间临时加装小弦杆；当部分单元件加装小弦杆时，加装小弦杆的单元件位于施工吊索范围内；
    在浇筑梁底板步骤前还包括，拆除临时小弦杆步骤：拆除加装临时小弦杆步骤中加装的小弦杆。
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CN109468946A (zh) * 2018-04-12 2019-03-15 上海公路投资建设发展有限公司 一种用于大型盖梁悬臂拼装的钢结构临时固定装置及工艺
CN109468946B (zh) * 2018-04-12 2024-04-12 上海公路投资建设发展有限公司 一种用于大型盖梁悬臂拼装的钢结构临时固定装置及工艺

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