WO2021103507A1 - 一种钢板仓组合剪力墙插接节点及计算方法 - Google Patents

一种钢板仓组合剪力墙插接节点及计算方法 Download PDF

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WO2021103507A1
WO2021103507A1 PCT/CN2020/097344 CN2020097344W WO2021103507A1 WO 2021103507 A1 WO2021103507 A1 WO 2021103507A1 CN 2020097344 W CN2020097344 W CN 2020097344W WO 2021103507 A1 WO2021103507 A1 WO 2021103507A1
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steel
shear wall
plate
silo
wall
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PCT/CN2020/097344
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English (en)
French (fr)
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杨淑娟
杨文秀
郁有升
于德湖
谭昉珺
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青岛理工大学
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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
    • E04B2/84—Walls made by casting, pouring, or tamping in situ
    • E04B2/86—Walls made by casting, pouring, or tamping in situ made in permanent forms
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
    • E04B2/84—Walls made by casting, pouring, or tamping in situ
    • E04B2/86—Walls made by casting, pouring, or tamping in situ made in permanent forms
    • E04B2/8605—Walls made by casting, pouring, or tamping in situ made in permanent forms without spacers

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  • the application belongs to the field of civil engineering, and relates to a steel silo combined shear wall plug-in node and a calculation method.
  • the round pipe support arranged between the two steel plates increases the out-of-plane rigidity of the steel plate, saves steel, and reduces construction costs; two steel plates and round pipe supports An empty silo with an internal connection is formed.
  • the mechanical performance of the splicing joints directly affects the overall mechanical performance of the structure.
  • the horizontal joints of the shear wall are connected with steel bars and steel shear keys. Connection and steel plate bolt connection and other forms.
  • the prefabricated structure is prefabricated in the factory and installed on site. The connection and installation method directly affects the mechanical properties and aesthetics of the building.
  • Patent 201821822065.4 discloses a steel tube bundle composite structure shear wall connection node.
  • the connection plate is set at the node, and the upper and lower wall pieces are butted and then welded on site;
  • the patent 201821791975.0 discloses a fabricated concrete shear wall connection node structure, It is proposed to install horizontal reinforcement on the upper wall and longitudinal reinforcement on the lower wall. The upper and lower wall pieces are connected by welding on site.
  • the purpose of this application is to address the deficiencies of the prior art, and provide a steel silo combined shear wall plug-in node and a steel silo composite shear wall with simple structure, reliable force transmission, fast and efficient construction, easy inspection of finished product quality, flat wall without protrusions, Calculation method.
  • the steel silo combined shear wall plug-in node includes the upper steel silo combined shear wall, the lower steel silo combined shear wall, the insert plate, the steel channel and the backing plate, and the insert plate is welded to the upper steel plate
  • the lower end of the inner side of the steel plate outside the combined shear wall of the silo, the steel channel is welded to the upper end of the inner side of the outer steel plate of the combined shear wall of the lower steel silo
  • the upper end of the combined shear wall of the lower steel silo is welded with a backing plate.
  • the backing plate has holes in the place where the steel channel is set.
  • the quick connection of the combined shear wall of the upper and lower steel silos is realized by inserting the insert plate into the steel channel.
  • the calculation method of the inserting node of the steel silo composite shear wall includes the following steps:
  • Step 1 Determine the parameters of the inserting node of the steel silo combined shear wall, including the welding length of the insert plate, the inserting length of the inserting plate, the inserting plate width, the inserting plate spacing and the backing plate thickness;
  • Step 2 Calculate the maximum horizontal load F of the steel silo composite shear wall according to Stokes formulas (1) and (2);
  • R the function expression of the force in the x direction
  • Q the function expression of the force in the y direction
  • P the function expression of the force in the z direction
  • the third step the shear force and bending moment of the shear wall of the whole steel silo under the action of the concentrated force F are shown in formulas (3) and (4);
  • H steerel silo combined shear wall length
  • sh ch—hyperbolic sine and hyperbolic cosine
  • ⁇ relative position coordinates in the building
  • ⁇ siniffness characteristic value
  • Step 4 The bending moment generated at the high section of the steel silo composite shear wall x high section and the corresponding shear force at the section are shown in formulas (5) and (6);
  • Step 5 According to formula (7), obtain the proportion ⁇ of concrete and steel in the horizontal bearing capacity. In order to ensure the synergy between concrete and steel, the value of ⁇ should be 2.5 ⁇ 3.5;
  • a s the cross-sectional area of the steel pipe ——The cross-sectional area of the steel plate outside the shear wall;
  • a c the core concrete cross-sectional area;
  • f y the ultimate tensile strength of the steel;
  • f ck the standard value of the concrete axial compressive strength;
  • n the connector Number;
  • t the thickness of the board;
  • h the width of the board;
  • Step 6 Determine the size of the connection node of the combined shear wall of the steel silo
  • n the number of connectors
  • T the thickness of the combined shear wall of the steel silo
  • H the length of the combined shear wall of the steel silo
  • a the thickness of the outer steel plate of the combined shear wall of the steel silo.
  • the backing plate is an integral plate, and holes are reserved in the position where the steel channel is set in advance, and the holes are welded to the upper end of the lower steel plate combined shear wall to ensure the stability during construction.
  • the plug-in nodes include the combined shear wall of the upper steel silo, the combined shear wall of the lower steel silo, the insert plate, the steel channel and the backing plate.
  • the insert plate and the steel channel are respectively welded on the inner side of the shear wall and inserted into the steel channel through the insert plate. Realize the rapid connection of the upper and lower shear wall; through numerical analysis, formula derivation and finite element model verification, the calculation method for the connection of the plug-in node is given.
  • the node of the invention has simple structure, clear force transmission, convenient construction, reduces the amount of on-site welding, and realizes the efficient and fast connection of the upper and lower shear wall pieces; the connecting piece is inside the wall, so that the verticality and flatness of the wall are more standardized.
  • the wall is beautiful; the design of the insert plate and the steel channel ensure the accurate positioning of the upper and lower wall pieces, make full use of the performance of the steel, and ensure that the components have good ductility, so that the shear wall has good seismic
  • Figure 1 is a schematic plan view 1 of the connection node of the steel silo composite shear wall according to the embodiment of the application;
  • Fig. 2 is a schematic diagram 2 of the connection node of the steel silo composite shear wall connection node according to the embodiment of the application;
  • FIG. 3 is a plan layout diagram of the connection node plug-in board of the steel silo combined shear wall according to the embodiment of the application;
  • Figure 4 is a plan view of the steel channel layout of the steel silo combined shear wall connection node steel channel according to the embodiment of the application;
  • Fig. 5 is a schematic plan view of the connection node backing plate of the steel silo combined shear wall according to the embodiment of the application;
  • Fig. 6 is a three-dimensional schematic diagram of a connection node of a steel silo combined shear wall according to an embodiment of the application.
  • connection should be understood in a broad sense, for example, they can be fixed, detachable, or integrated. Ground connection; it can be directly connected, or indirectly connected through an intermediate medium, and it can be the internal communication between two components.
  • ground connection it can be directly connected, or indirectly connected through an intermediate medium, and it can be the internal communication between two components.
  • the steel silo combined shear wall plug-in node includes the upper steel silo combined shear wall 1, the lower steel silo combined shear wall 2, the insert plate 3, the steel channel 4 and the backing plate 5.
  • the insert plate is welded to the upper steel silo
  • the lower end of the inner side of the outer steel plate 9 of the combined shear wall, the steel channel is welded to the upper end of the inner side of the outer steel plate 8 of the combined shear wall of the lower steel silo
  • the upper end of the combined shear wall 2 of the lower steel silo is welded with a backing plate 5, and the backing plate 5 is set in the steel channel in advance
  • a hole 6 is reserved in the position.
  • the steel silo combined shear wall has a length of 5000mm and a wall thickness of 120mm.
  • the heights of the upper and lower shear walls are both 1800mm.
  • the diameter of the pipe supports is 50mm, and the distance between the pipe supports is 300mm.
  • the test pieces are all made of steel with strength grade Q235 and filled in.
  • the concrete adopts the C30 strength grade, and the thickness of the steel plate and the steel pipe support outside the steel silo are both 4mm.
  • the calculation of the insertion node of the steel silo combined shear wall is as follows:

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
  • Bulkheads Adapted To Foundation Construction (AREA)

Abstract

本发明属于土木工程领域，涉及一种钢板仓组合剪力墙插接节点及计算方法。插接节点包括上钢板仓组合剪力墙、下钢板仓组合剪力墙、插板、钢槽以及垫板，插板和钢槽分别焊接在剪力墙内侧，通过插板插入钢槽内以实现上下两剪力墙片的快速连接；通过数值分析、公式推导和有限元模型验证对插接节点连接给出计算方法。本发明节点构造简单、传力明确、施工便捷，减少现场焊接量，实现了上、下剪力墙片的高效快速连接；连接件在墙体内部，使墙体垂直度和平整度更规范，墙体美观；插板和钢槽的设计保证上下墙片定位准确，充分利用钢材的性能，保证构件具有良好的延性，使得剪力墙具有良好的抗震性能、整体性和稳定性。

Description

一种钢板仓组合剪力墙插接节点及计算方法
本申请要求在2019年11月29日提交中国专利局、申请号为201911199135.4、申请名称为“一种钢板仓组合剪力墙插接节点及计算方法”中国专利申请的优先权，其全部内容通过引用结合在本申请中。
技术领域
本申请属于土木工程领域，涉及一种钢板仓组合剪力墙插接节点及计算方法。
背景技术
钢板仓组合剪力墙与现有的钢板组合剪力墙相比，两块钢板中间布置的圆管支撑增大了钢板的平面外刚度，节约钢材，降低建筑成本；两块钢板和圆管支撑形成内部贯通的空仓，对空仓进行混凝土浇筑时，便于振捣，易保证混凝土的密实性。而装配式剪力墙结构存在大量的拼接缝，拼接缝的受力性能直接影响了该结构的整体受力性能，目前剪力墙水平接缝的连接有钢筋的连接、型钢抗剪键连接和钢板螺栓连接等形式。装配式结构在工厂预制，在现场安装，其连接安装方式直接影响了建筑的力学性能和美观程度。
与钢板仓组合剪力墙类似的钢管束混凝土剪力墙，其实际工程中采用的上下墙连接方式多为焊接连接。采用焊接连接在连接处的凸出少，墙体平整，较为美观，连接性能也较好。但现场焊接连接对焊接工人工艺要求较高，工期较长，施工不够便捷。专利201821822065.4公开了一种钢管束组合结构剪力墙连接节点，该节点的通过设置连接板，上下墙片对接后，现场进行焊接；专利201821791975.0公开了一种装配式混凝土剪力墙连接节点结构，提出了通过上部墙体设置水平筋，下部墙体设置纵筋，现场通过钢筋焊接，实现上、下墙片 的连接。
发明内容
本申请的目的在于针对现有技术的不足，提供了构造简单，传力可靠，快速高效施工，成品质量易检测，墙体平整无凸起，计算快捷的钢板仓组合剪力墙插接节点及计算方法。
本申请的技术方案：钢板仓组合剪力墙插接节点包括上钢板仓组合剪力墙、下钢板仓组合剪力墙、插板、钢槽以及垫板，所述的插板焊接于上钢板仓组合剪力墙外钢板内侧下端，钢槽焊接于下钢板仓组合剪力墙外钢板内侧上端，下钢板仓组合剪力墙上端焊接垫板，垫板预先在设置钢槽的部位预留孔洞，通过插板插入钢槽内实现上下两钢板仓组合剪力墙的快速连接。
钢板仓组合剪力墙插接节点的计算方法，包括如下步骤：
第一步：确定钢板仓组合剪力墙插接节点参数，包括插板焊接长度、插板插入长度、插板宽度、插板间距和垫板厚度；
第二步：根据斯托克斯公式(1)、(2)计算出钢板仓组合剪力墙所受的水平荷载最大值F；
Figure PCTCN2020097344-appb-000001
相当于
Figure PCTCN2020097344-appb-000002
满足的条件为：
Figure PCTCN2020097344-appb-000003
式中，R——沿x方向受力的函数表示式；Q——沿y方向受力的函数表示 式；P——沿z方向受力的函数表示式；
第三步：在集中力F作用下整片钢板仓剪力墙所受剪力以及弯矩如公式(3)、(4)所示；
Figure PCTCN2020097344-appb-000004
Figure PCTCN2020097344-appb-000005
式中，H——钢板仓组合剪力墙长度；sh，ch——双曲正弦，双曲余弦；η——建筑中相对位置坐标；λ——刚度特征值；
第四步：钢板仓组合剪力墙x高截面处产生的弯矩以及截面处对应剪力如公式(5)、(6)所示；
Figure PCTCN2020097344-appb-000006
Figure PCTCN2020097344-appb-000007
第五步：根据公式(7)得到混凝土与钢材在水平承载力中所占比重ξ，其中为保证混凝土与钢材的协同，使ξ的取值在2.5≤ξ≤3.5中；
Figure PCTCN2020097344-appb-000008
式中，A s——钢管的截面面积；
Figure PCTCN2020097344-appb-000009
——剪力墙外钢板的截面面积；A c——核心混凝土截面面积；f y——钢材的极限抗拉强度；f ck——混凝土轴心抗压强度标准值；n——插接件个数；t——插板厚度；h——插板宽度；
第六步：确定钢板仓组合剪力墙插接节点尺寸；
插板厚度t：            t＝a+2；
插板焊接长度l 1：       l 1＝0.7T，当l 1<100时，l 1取100；
插板插入长度l 2：      l 2＝l 1+2t 1；
插板宽度h：           h＝(1.0～1.5)T；
插板间距d：           d＝(H-nh)/(n+1)；
垫板厚度t 1：          t 1＝2a；
垫板内外环宽度h 1：    h 1＝5a；
式中，n——插接件个数；T——钢板仓组合剪力墙厚度；H——钢板仓组合剪力墙长度；a——钢板仓组合剪力墙外钢板厚度。
优选的是，垫板为一个整体板，预先在设置钢槽的部位预留孔洞，并焊接在下钢板组合剪力墙的上端，以保证施工时的稳定性。
与现有技术相比，本申请的有益效果为：
插接节点包括上钢板仓组合剪力墙、下钢板仓组合剪力墙、插板、钢槽以及垫板，插板和钢槽分别焊接在剪力墙内侧，通过插板插入钢槽内以实现上下两剪力墙片的快速连接；通过数值分析、公式推导和有限元模型验证对插接节点连接给出计算方法。本发明节点构造简单、传力明确、施工便捷，减少现场焊接量，实现了上、下剪力墙片的高效快速连接；连接件在墙体内部，使墙体垂直度和平整度更规范，墙体美观；插板和钢槽的设计保证上下墙片定位准确，充分利用钢材的性能，保证构件具有良好的延性，使得剪力墙具有良好的抗震性能、整体性和稳定性。
附图说明
图1为本申请实施例的钢板仓组合剪力墙连接节点平面示意图1；
图2为本申请实施例的钢板仓组合剪力墙连接节点平面示意图2；
图3为本申请实施例的钢板仓组合剪力墙连接节点插板平面布置图；
图4为本申请实施例的钢板仓组合剪力墙连接节点钢槽平面布置图；
图5为本申请实施例的钢板仓组合剪力墙连接节点垫板平面示意图；
图6为本申请实施例的钢板仓组合剪力墙连接节点立体示意图。
图中编号：1、上钢板仓组合剪力墙；2、下钢板仓组合剪力墙；3、插板；4、钢槽；5、垫板；6、孔洞；7、混凝土。
具体实施方式
以下结合具体实施方式对本申请的技术方案进行详实的阐述，然而应当理解，在没有进一步叙述的情况下，一个实施方式中的元件、结构和特征也可以有益地结合到其他实施方式中。
在本申请的描述中，需要理解的是，术语“上”、“下”、“底”、“内”等指示的方位或位置关系为基于附图1所示的方位或位置关系，仅是为了便于描述本发明和简化描述，而不是指示或暗示所指的装置或元件必须具有特定的方位、以特定的方位构造和操作，因此不能理解为对本发明的限制。
在本申请的描述中，需要说明的是，除非另有明确的规定和限定，术语“相连”、“连接”应做广义理解，例如，可以是固定连接，也可以是可拆卸连接，或一体地连接；可以是直接相连，也可以通过中间媒介间接相连，可以是两个元件内部的连通。对于本领域的普通技术人员而言，可以具体情况理解上述术语在本发明中的具体含义。
所述的实施例仅仅是对本申请的优选实施方式进行描述，并非对本申请的范围进行限定，在不脱离本申请设计精神的前提下，本领域普通技术人员对本申请的技术方案作出的各种变形和改进，均应落入本申请权利要求书确定的保护范围内。
实施例
钢板仓组合剪力墙插接节点包括上钢板仓组合剪力墙1、下钢板仓组合剪力墙2、插板3、钢槽4以及垫板5，所述的插板焊接于上钢板仓组合剪力墙外钢板9内侧下端，钢槽焊接于下钢板仓组合剪力墙外钢板8内侧上端，下钢板仓组合剪力墙2上端焊接垫板5，垫板5预先在设置钢槽的部位预留孔洞6，现场拼接时，通过插板3插入钢槽4内实现上下两钢板仓组合剪力墙的连接，再在空腔中浇筑混凝土7。
钢板仓组合剪力墙墙长5000mm，墙厚120mm，上、下剪力墙片高均为1800mm圆管支撑直径50mm，圆管支撑间距300mm，试件均采用强度等级为Q235的钢板，内填混凝土采用C30强度等级，钢板仓外钢板和钢管支撑的厚度均为4mm，则钢板仓组合剪力墙插接节点计算如下所述：
确定钢板仓组合剪力墙插接节点尺寸要求；
则钢板仓组合剪力墙插接节点的尺寸要求如下：
插板厚度t：            t＝a+2＝4+2＝6mm；
插板焊接长度l 1：       l 1＝0.7T＝0.7×120＝84mm，当84<100时，l 1取100mm；
插板插入长度l 2：       l 2＝l 1+2t 1＝100+2×8＝116；
插板宽度h：            h＝(1.0～1.5)T＝120～180mm；
插板间距d：            d＝(H-nh)/(n+1)＝90mm；
垫板厚度t 1：           t 1＝2a＝2×4＝8mm；
垫板内外环宽度h 1：     h 1＝5a＝5×4＝20mm；

Claims (2)

  1. 一种钢板仓组合剪力墙插接节点及计算方法，其特征在于，钢板仓组合剪力墙插接节点包括上钢板仓组合剪力墙、下钢板仓组合剪力墙、插板、钢槽以及垫板，所述的插板焊接于上钢板仓组合剪力墙外钢板内侧下端，钢槽焊接于下钢板仓组合剪力墙外钢板内侧上端，下钢板仓组合剪力墙上端焊接垫板，垫板预先在设置钢槽的部位预留孔洞，通过插板插入钢槽内实现上下两钢板仓组合剪力墙的快速连接；
    钢板仓组合剪力墙插接节点的计算方法，包括如下步骤：
    第一步：确定钢板仓组合剪力墙插接节点参数，包括插板焊接长度、插板插入长度、插板宽度、插板间距和垫板厚度；
    第二步：根据斯托克斯公式(1)、(2)计算出钢板仓组合剪力墙所受的水平荷载最大值F；
    Figure PCTCN2020097344-appb-100001
    相当于
    Figure PCTCN2020097344-appb-100002
    满足的条件为：
    Figure PCTCN2020097344-appb-100003
    式中，R——沿x方向受力的函数表示式；Q——沿y方向受力的函数表示式；P——沿z方向受力的函数表示式；
    第三步：在集中力F作用下整片钢板仓剪力墙所受剪力以及弯矩如公式(3)、(4)所示；
    Figure PCTCN2020097344-appb-100004
    Figure PCTCN2020097344-appb-100005
    式中，H——钢板仓组合剪力墙长度；sh，ch——双曲正弦，双曲余弦；η——建筑中相对位置坐标；λ——刚度特征值；
    第四步：钢板仓组合剪力墙x高截面处产生的弯矩以及截面处对应剪力如公式(5)、(6)所示；
    Figure PCTCN2020097344-appb-100006
    Figure PCTCN2020097344-appb-100007
    第五步：根据公式(7)得到混凝土与钢材在水平承载力中所占比重ξ，其中为保证混凝土与钢材的协同，使ξ的取值在2.5≤ξ≤3.5中；
    Figure PCTCN2020097344-appb-100008
    式中，A s——钢管的截面面积；
    Figure PCTCN2020097344-appb-100009
    ——剪力墙外钢板的截面面积；A c——核心混凝土截面面积；α——含钢率；f y——钢材的极限抗拉强度；f ck——混凝土轴心抗压强度标准值；n——插接件个数；t——插板厚度；h——插板宽度；
    第六步：确定钢板仓组合剪力墙插接节点尺寸；
    插板厚度t：t＝a+2；
    插板焊接长度l 1：l 1＝0.7T，当l 1<100时，l 1取100；
    插板插入长度l 2：l 2＝l 1+2t 1；
    插板宽度h：h＝(1.0～1.5)T；
    插板间距d：d＝(H-nh)/(n+1)；
    垫板厚度t 1：t 1＝2a；
    垫板内外环宽度h 1：h 1＝5a；
    式中，n——插接件个数；T——钢板仓组合剪力墙厚度；H——钢板仓组合剪力墙长度；a——钢板仓组合剪力墙外钢板厚度。
  2. 根据权利要求1所述的一种钢板仓组合剪力墙插接节点及计算方法，其特征在于，垫板为一个整体板，预先在设置钢槽的部位预留孔洞，并焊接在下钢板组合剪力墙的上端，以保证施工时的稳定性。
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