WO2020244509A1 - Method for determining length of beam-column upper welded and lower bolted node lower flange splicing plate - Google Patents
Method for determining length of beam-column upper welded and lower bolted node lower flange splicing plate Download PDFInfo
- Publication number
- WO2020244509A1 WO2020244509A1 PCT/CN2020/093957 CN2020093957W WO2020244509A1 WO 2020244509 A1 WO2020244509 A1 WO 2020244509A1 CN 2020093957 W CN2020093957 W CN 2020093957W WO 2020244509 A1 WO2020244509 A1 WO 2020244509A1
- Authority
- WO
- WIPO (PCT)
- Prior art keywords
- lower flange
- frame beam
- splicing plate
- length
- strength
- Prior art date
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/17—Mechanical parametric or variational design
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2406—Connection nodes
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2415—Brackets, gussets, joining plates
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2418—Details of bolting
Definitions
- steel structures have evolved from being mainly used in the field of industrial plants to being widely used in public buildings and civil buildings.
- the prefabricated steel structure is a building made by producing part or all of the components in the building and then transporting it to the construction site for assembly. It has the advantages of short construction period, labor saving, pollution reduction and environmental protection. It is a modern building structure. Direction of development.
- the beam-column nodes play the role of transmitting the internal force of the structure and coordinating the structural deformation, and are the key parts of the fabricated steel structure.
- beam-column joints with cantilever beam segments are widely used in steel structure projects in various countries around the world.
- nodes do not exist in isolation. Under the action of an earthquake, once the beam-column joints are damaged, the lack of reliable connections between the beams and columns may cause the entire structure to lose stability and damage.
- the lower flange is more prone to damage than the upper flange.
- Patent application CN109577481A proposes a method for fabricating flange bolted and welded hybrid connection fabricated beam-column nodes.
- the number of high-strength bolts on the lower flange of the frame beam and the weld length at the splicing plate of the lower flange of the cantilever beam are calculated.
- the components were processed and hoisted and assembled in place at the construction site.
- the present application provides a method for determining the length of the lower flange splicing plate of the welded bolt node on the beam column.
- the first step is to determine the energy dissipation coefficient of the splicing area of the lower flange of the frame beam:
- E 1i energy dissipation caused by the sliding of the high-strength bolts on the lower flange of the frame beam under earthquake
- E 2i energy dissipation caused by the extrusion of the high-strength bolts on the lower flange of the frame beam and the hole wall under the earthquake
- E 3i Energy consumption caused by the deformation of the splicing plate of the lower flange of the frame beam under the action of earthquake
- t f the thickness of the flange of the cross section of the frame beam
- t p the thickness of the splicing plate
- F 2i the internal force of the high-strength bolts on the lower flange of the frame beam and the wall of the hole caused by earthquakes
- F 3i the internal force of the deformation of the splicing plate of the lower flange of the frame beam caused by earthquake
- E T the total energy consumption of the frame structure under earthquake action
- N the number of bolt joints welded on the beam and column in a frame structure
- f the design value of tensile, compressive and flexural strength of cantilever beam and frame beam steel
- FIG. 2 is a schematic diagram of the structure of a bolt connection on the beam and column according to an embodiment
- Fig. 5 is a size diagram of a lower flange splicing plate according to an embodiment of the application.
- connection and “connected” should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral Ground connection; it can be directly connected or indirectly connected through an intermediate medium, and it can be the internal communication between two components.
- connection should be understood in specific situations.
- a method for determining the length of the lower flange splicing plate 6 of a beam-column welded and bolted node includes the following steps:
- the first step is to determine the energy consumption coefficient of the splicing area of the lower flange 7 of the frame beam:
- d 0 bolt hole diameter
- d nominal diameter of high-strength bolt 9
- E T the total energy consumption of the frame structure under earthquake action
- N the number of bolt joints welded on the beam and column in a frame structure
- the net cross-sectional area of the lower flange 7 of the frame beam is approximately 85% of the gross cross-sectional area
Abstract
The present application relates to a method for determining the length of a beam-column upper welded and lower bolted node lower flange splicing plate, employing the following steps: drawing a load-displacement curve of the node under cyclic load in an XY coordinate system, and finding an energy dissipation coefficient of a frame beam lower flange splicing area from the curve; determining the length of a frame beam lower flange side splicing plate and, on the basis of an energy dissipation target, checking the size of the splicing plate; determining the length of a cantilever beam lower flange side splicing plate; and finally determining the length of the beam-column upper welded and lower bolted node lower flange splicing plate. The present method can ensure the load-bearing capacity, ductility, and energy dissipation capacity of the beam-column upper welded and lower bolted node, and reduce welding stress concentration and residual deformation.
Description
本申请要求在2019年06月06日提交中国专利局、申请号为CN201910492621.9、发明名称为“一种基于耗能目标确定梁柱上焊下栓节点下翼缘拼接板长度的方法”的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。This application requires that it be submitted to the Chinese Patent Office on June 6, 2019, the application number is CN201910492621.9, and the title of the invention is "A method for determining the length of the lower flange splicing plate of the welded bolt joint on the beam and column based on the energy consumption target." The priority of the Chinese patent application, the entire content of which is incorporated in this application by reference.
本申请属于建筑钢结构框架梁柱节点设计领域，具体涉及一种确定梁柱上焊下栓节点下翼缘拼接板长度的方法。The application belongs to the field of beam-column node design of building steel structure frames, and specifically relates to a method for determining the length of the lower flange splicing plate of a beam-column welded bolt node.
随着经济建设对建筑结构和功能要求的提高，钢结构从过去主要应用于工业厂房领域发展到如今广泛应用于公共建筑和民用建筑等领域。装配式钢结构是将建筑中部分或全部构件在工厂进行生产，然后运输到施工现场进行装配而成的建筑，具有施工周期短、节约劳动力、减少污染和保护环境等优点，是现代化建筑结构的发展方向。With the improvement of the structural and functional requirements of economic construction, steel structures have evolved from being mainly used in the field of industrial plants to being widely used in public buildings and civil buildings. The prefabricated steel structure is a building made by producing part or all of the components in the building and then transporting it to the construction site for assembly. It has the advantages of short construction period, labor saving, pollution reduction and environmental protection. It is a modern building structure. Direction of development.
在装配式钢结构中，梁柱节点起到传递结构内力和协调结构变形的作用，是装配式钢结构的关键部位。目前，带悬臂梁段拼接的梁柱节点在世界各国钢结构工程中有着广泛的应用。在钢框架中，节点并不是孤立存在的。在地震作用下，一旦梁柱节点发生破坏，梁柱之间可能因缺少可靠的连接，而导致整个结构失稳从而破坏。并且，对于H型钢梁，下翼缘相对于上翼缘更易发生破坏。对于目前的梁柱节点设计领域，多集中于H型钢梁的设计方面，而实际工程操作中参数的取值缺少理论依据。专利申请CN109577481A中提出一种翼缘栓焊混合连接装配式梁柱节点的制作方法，计算了框架梁下翼缘的高强螺栓数量与 悬臂梁下翼缘拼接板处的焊缝长度，在工厂对构件进行加工，施工现场吊装就位拼装，但是，未明确说明钢梁下翼缘拼接板尺寸如何确定，未考虑节点耗能问题。专利申请CN109629684A公开了一种可恢复功能的装配式防屈曲槽型腹板剪切件梁柱节点连接装置，节点为梁端加强及翼缘盖板连接削弱并用型节点，可实现多重耗能机理，震后仅需通过更换连接板即可实现结构的功能恢复，但是，未说明该节点翼缘内盖板、垫板和腹板剪切件的尺寸及其确定方法。In the fabricated steel structure, the beam-column nodes play the role of transmitting the internal force of the structure and coordinating the structural deformation, and are the key parts of the fabricated steel structure. At present, beam-column joints with cantilever beam segments are widely used in steel structure projects in various countries around the world. In a steel frame, nodes do not exist in isolation. Under the action of an earthquake, once the beam-column joints are damaged, the lack of reliable connections between the beams and columns may cause the entire structure to lose stability and damage. In addition, for H-shaped steel beams, the lower flange is more prone to damage than the upper flange. For the current beam-column joint design field, most of them focus on the design of H-shaped steel beams, but the parameter values in actual engineering operations lack theoretical basis. Patent application CN109577481A proposes a method for fabricating flange bolted and welded hybrid connection fabricated beam-column nodes. The number of high-strength bolts on the lower flange of the frame beam and the weld length at the splicing plate of the lower flange of the cantilever beam are calculated. The components were processed and hoisted and assembled in place at the construction site. However, it was not clearly stated how to determine the size of the lower flange splicing plate of the steel beam, and the energy consumption of the joint was not considered. Patent application CN109629684A discloses a recoverable assembly-type anti-buckling groove-type web shear member beam-column node connection device. The node is a beam end reinforcement and flange cover connection weakening combined type node, which can realize multiple energy dissipation mechanisms After the earthquake, the function recovery of the structure can be realized only by replacing the connecting plate. However, the size and determination method of the inner cover plate, backing plate and web shearing part of the node flange are not explained.
发明内容Summary of the invention
本申请针对现有技术的不足，提供了一种确定梁柱上焊下栓节点下翼缘拼接板长度的方法。In view of the shortcomings of the prior art, the present application provides a method for determining the length of the lower flange splicing plate of the welded bolt node on the beam column.
本申请通过以下技术方案予以实现：This application is realized through the following technical solutions:
一种确定梁柱上焊下栓节点下翼缘拼接板长度的方法，包括以下步骤：A method for determining the length of the lower flange splicing plate of a beam-column welded and bolted node includes the following steps:
第一步，确定框架梁下翼缘拼接区的耗能系数：The first step is to determine the energy dissipation coefficient of the splicing area of the lower flange of the frame beam:
框架梁下翼缘拼接区的耗能：Energy consumption in the splicing area of the lower flange of the frame beam:
E
ci＝E
1i+E
2i+E
3i (1)
E ci = E 1i + E 2i + E 3i (1)
式中：E
1i—地震作用下框架梁下翼缘的高强螺栓滑移引起的耗能；E
2i—地震作用下框架梁下翼缘的高强螺栓与孔壁的挤压引起的耗能；E
3i—地震作用下框架梁下翼缘拼接板的变形引起的耗能；
Where: E 1i — energy dissipation caused by the sliding of the high-strength bolts on the lower flange of the frame beam under earthquake; E 2i — energy dissipation caused by the extrusion of the high-strength bolts on the lower flange of the frame beam and the hole wall under the earthquake; E 3i — Energy consumption caused by the deformation of the splicing plate of the lower flange of the frame beam under the action of earthquake;
框架梁下翼缘产生的位移：Displacement produced by the lower flange of the frame beam:
δ
i＝δ
1+δ
2i+δ
3i (2)
δ i =δ 1 +δ 2i +δ 3i (2)
框架梁下翼缘的高强螺栓滑移产生的位移：Displacement caused by the slippage of the high-strength bolts on the lower flange of the frame beam:
δ
1＝d
0-d (3)
δ 1 ＝d 0 -d (3)
式中：d
0—螺栓孔直径；d—高强螺栓的公称直径；
Where: d 0 -bolt hole diameter; d-nominal diameter of high-strength bolt;
框架梁下翼缘由高强螺栓的滑移引起的耗能：Energy consumption caused by the slippage of the high-strength bolts at the lower flange of the frame beam:
式中：F
1i—地震作用引起框架梁下翼缘高强螺栓滑移的内力；
Where: F 1i — the internal force of the high-strength bolts at the lower flange of the frame beam caused by earthquakes;
设计拼接板的宽度为b
p＝b
f+4t
f，厚度t
p＝t
f+2mm；
The width of the designed splicing board is b p ＝b f +4t f , and the thickness t p ＝t f +2mm;
高强螺栓与孔壁的挤压产生的位移：The displacement produced by the extrusion of the high-strength bolt and the hole wall:
式中:t
f—框架梁横截面翼缘厚度；t
p—拼接板的厚度；F
2i—地震作用引起框架梁下翼缘的高强螺栓与孔壁挤压的内力；
Where: t f — the thickness of the flange of the cross section of the frame beam; t p — the thickness of the splicing plate; F 2i — the internal force of the high-strength bolts on the lower flange of the frame beam and the wall of the hole caused by earthquakes;
框架梁下翼缘拼接板变形产生的位移：Displacement caused by deformation of splicing plate of lower flange of frame beam:
式中：F
3i—地震作用引起框架梁下翼缘拼接板变形的内力；
Where: F 3i — the internal force of the deformation of the splicing plate of the lower flange of the frame beam caused by earthquake;
不同地震类别下的耗能目标：Energy consumption targets under different earthquake categories:
表1Table 1
表中：E
T—框架结构在地震作用下的总耗能；N—一个框架结构中梁柱上焊下栓节点的个数；
In the table: E T -the total energy consumption of the frame structure under earthquake action; N-the number of bolt joints welded on the beam and column in a frame structure;
根据公式(1)～(6)及表1，在XY坐标系绘制节点在循环荷载作用下的荷载-位移曲线；According to formulas (1)～(6) and Table 1, draw the load-displacement curve of the node under cyclic load in the XY coordinate system;
由荷载-位移曲线求得耗能系数：Obtain the energy dissipation coefficient from the load-displacement curve:
式中：S—循环荷载作用下滞回环的面积；|S′|—最大正荷载点到X轴的垂线与X轴所组成三角形的面积；|S″|—最大负荷载点到X轴的垂线与X轴所组成三角形的面积；Where: S—the area of the hysteresis loop under cyclic load; |S′|—the area of the triangle formed by the vertical line from the maximum positive load point to the X axis and the X axis; |S″|—the maximum load point to the X axis The area of the triangle formed by the vertical line and the X axis;
第二步，根据框架梁的截面尺寸参数及第一步所求结果，计算得出框架梁下翼缘拼接板所需的高强螺栓数目，确定框架梁下翼缘侧拼接板的长度：The second step is to calculate the number of high-strength bolts required for the lower flange splicing plate of the frame beam according to the cross-sectional size parameters of the frame beam and the results obtained in the first step, and determine the length of the splicing plate on the lower flange side of the frame beam:
由于框架梁下翼缘处的螺栓配置不能确定，近似取框架梁下翼缘的净截面面积为其毛截面面积的85％；As the bolt configuration at the lower flange of the frame beam cannot be determined, the net cross-sectional area of the lower flange of the frame beam is approximately 85% of the gross cross-sectional area;
框架梁下翼缘的净截面面积：A
nf＝0.85b
ft
f (8)
The net cross-sectional area of the lower flange of the frame beam: A nf =0.85b f t f (8)
式中：b
f—框架梁横截面翼缘宽度；t
f—框架梁横截面翼缘厚度；
Where: b f — the width of the flange of the frame beam cross section; t f — the thickness of the flange of the frame beam cross section;
在受剪连接中，框架梁下翼缘单个高强度螺栓的承载力设计值：In the shear connection, the design value of the bearing capacity of a single high-strength bolt on the lower flange of the frame beam:
式中：n
f—传力摩擦面数目；μ—摩擦面的抗滑移系数；P—单个高强度螺栓的预应力；
In the formula: n f -the number of friction surfaces; μ-the anti-slip coefficient of the friction surfaces; P-the prestress of a single high-strength bolt;
框架梁下翼缘所需高强螺栓数目：The number of high-strength bolts required for the lower flange of the frame beam:
式中：f
v—框架梁钢材的抗剪强度；n
f″—框架梁下翼缘所需高强螺栓数目；
Where: f v — the shear strength of the frame beam steel; n f ″ — the number of high-strength bolts required for the lower flange of the frame beam;
由公式(8)～(10)计算得出框架梁下翼缘所需高强螺栓数目；Calculate the number of high-strength bolts required for the lower flange of the frame beam by formulas (8)～(10);
框架梁下翼缘侧拼接板的长度：The length of the splicing plate on the lower flange side of the frame beam:
l
1＝(n
f′-1)×Δ
1+2Δ
2 (11)
l 1 = (n f ′-1)×Δ 1 +2Δ 2 (11)
式中：n
f′—框架梁下翼缘每排所需高强螺栓数目；Δ
1—高强螺栓的中心间距；Δ
2—高强螺栓的中心至构件边缘的距离；
Where: n f ′—the number of high-strength bolts required for each row of the lower flange of the frame beam; Δ 1 —the center distance of the high-strength bolts; Δ 2 —the distance from the center of the high-strength bolt to the edge of the member;
根据耗能目标，验算拼接板的尺寸：According to the energy consumption target, check the size of the splicing board:
b
p×t
p×f
pv≤k×b
f×t
f×f
v (12)
b p ×t p ×f pv ≤k×b f ×t f ×f v (12)
式中：f
pv—拼接板钢材的抗剪强度；
In the formula: f pv — the shear strength of spliced steel;
第三步，计算得出悬臂梁下翼缘拼接板处的侧面焊缝长度，确定悬臂梁下翼缘侧拼接板的长度：The third step is to calculate the length of the side weld at the splicing plate of the lower flange of the cantilever beam, and determine the length of the splicing plate of the lower flange of the cantilever beam:
悬臂梁下翼缘、框架梁下翼缘所能承受的最大轴力：N′＝(b
f-2d
0)t
ff (13)
The maximum axial force that the lower flange of the cantilever beam and the lower flange of the frame beam can bear: N′=(b f -2d 0 )t f f (13)
式中：f—悬臂梁、框架梁钢材的抗拉、抗压、抗弯强度设计值；Where: f—the design value of tensile, compressive and flexural strength of cantilever beam and frame beam steel;
悬臂梁上翼缘与框架梁上翼缘连接焊缝所能承受的最大轴力：The maximum axial force that the cantilever beam upper flange and the frame beam upper flange can bear:
N″＝(b
f-2t
f)t
ff
t
w (14)
N″=(b f -2t f )t f f t w (14)
式中：f
t
w—对接焊缝的抗拉强度设计值；
Where: f t w — the design value of the tensile strength of the butt weld;
悬臂梁与框架梁的翼缘所能承受的最大轴力：N＝min{N′，N″} (15)The maximum axial force that the cantilever beam and the flange of the frame beam can bear: N=min{N′,N″} (15)
悬臂梁下翼缘拼接板处正面角焊缝所能承受的内力：The internal force of the front fillet weld at the splicing plate of the lower flange of the cantilever beam:
式中：f
f
w—角焊缝的抗拉、抗压、抗剪强度设计值；h
e—角焊缝的计算厚度，h
e＝0.7h
f；h
f为焊脚尺寸；l
w—角焊缝的计算长度，对每条焊缝取其实际长度减去2h
f；
In the formula: f f w — the design value of the tensile, compressive and shear strength of the fillet weld; h e — the calculated thickness of the fillet weld, h e = 0.7h f ; h f is the size of the weld foot; l w — For the calculated length of the fillet weld, take the actual length of each weld minus 2h f ;
悬臂梁下翼缘拼接板处侧面角焊缝所需承受的内力：The internal force of the side fillet weld at the splicing plate of the lower flange of the cantilever beam:
N
2＝N-N
1 (17)
N 2 ＝NN 1 (17)
悬臂梁下翼缘拼接板处侧面角焊缝长度：Length of side fillet weld at splicing plate of lower flange of cantilever beam:
悬臂梁下翼缘拼接板处每条侧面角焊缝的长度：The length of each side fillet weld at the splicing plate of the lower flange of the cantilever beam:
根据计算得出的每条侧面角焊缝的长度，结合构造要求，确定悬臂梁下翼缘侧拼接板的长度l
2；
According to the calculated length of each side fillet weld and the structural requirements, determine the length l 2 of the splicing plate on the lower flange side of the cantilever beam;
第四步，根据以上三个步骤的计算结果，确定梁柱上焊下栓节点下翼缘拼接板的长度：In the fourth step, according to the calculation results of the above three steps, determine the length of the lower flange splicing plate of the welded bolt joint on the beam and column:
l＝l
1+l
2+Δ (20)
l=l 1 +l 2 +Δ (20)
式中：l
1—框架梁下翼缘侧拼接板的长度；l
2—悬臂梁下翼缘侧拼接板的长度；Δ—框架梁下翼缘螺栓连接区与悬臂梁下翼缘焊接区之间的距离。
Where: l 1 -the length of the splicing plate on the lower flange side of the frame beam; l 2 -the length of the splicing plate on the lower flange side of the cantilever beam; Δ-the bolt connection area of the lower flange of the frame beam and the welding area of the lower flange of the cantilever beam The distance between.
本申请所涉及到的一种梁柱上焊下栓节点：在悬臂梁下翼缘布置拼接板，拼接板与悬臂梁通过三面角焊缝连接；现场安装时，拼接板充当就位耳板，框架梁吊装就位后，通过螺栓实现拼接板与框架梁下翼缘的连接；在悬臂梁腹板和框架梁腹板拼接处布置节点板，通过螺栓实现悬臂梁腹板与框架梁腹板的连接；悬臂梁上翼缘与框架梁上翼缘通过对接焊缝连接。This application relates to a beam-column welded bolt node: a splicing plate is arranged on the lower flange of the cantilever beam, and the splicing plate and the cantilever beam are connected by three-sided fillet welds; during on-site installation, the splicing plate serves as an in-place ear plate, After the frame beam is hoisted in place, the splicing plate is connected with the lower flange of the frame beam by bolts; the gusset plate is arranged at the joint of the cantilever beam web and the frame beam web, and the cantilever beam web and the frame beam web are connected by bolts. Connection; the upper flange of the cantilever beam and the upper flange of the frame beam are connected by butt welding.
本申请的有益效果：梁柱上焊下栓节点，在地震作用下，能有效利用拼接区高强螺栓的滑移、高强螺栓与孔壁的挤压以及拼接板的变形来实现耗能，具有良好的滞回性能和耗能能力；在梁柱上焊下栓节点设计过程中，拼接板过短，连接不牢固，承载力不足；拼接板过长，易造成应力集中，焊接残余变形增大，板件屈曲失稳；本申请避其不足，提出了一种基于耗能目标确定梁柱上焊下栓节点下翼缘拼接板长度的方法，可保证梁柱上焊下栓节点的延性及耗能能力，减少应力集中及焊接残余变形，保证结构承载能力。The beneficial effects of the present application: the bolt nodes are welded on the beam and column, under the action of earthquake, the slippage of the high-strength bolts in the splicing area, the extrusion of the high-strength bolts and the hole wall, and the deformation of the splicing plate can be effectively used to achieve energy consumption, which has a good The hysteresis performance and energy consumption capacity of the beam and column; in the design process of the welding bolt joints on the beam and column, the splicing plate is too short, the connection is not strong, and the bearing capacity is insufficient; the splicing plate is too long, which is easy to cause stress concentration and increase the residual welding deformation. Plate buckling instability; this application avoids its shortcomings and proposes a method for determining the length of the lower flange splicing plate of the beam-column welded bolt joint and lower flange based on the energy consumption target, which can ensure the ductility and energy consumption of the beam-column welded bolt joint. Capability, reduce stress concentration and welding residual deformation, and ensure structural bearing capacity.
图1为一种实施方式的确定梁柱上焊下栓节点下翼缘拼接板长度的方法的流程图；FIG. 1 is a flowchart of a method for determining the length of the lower flange splicing plate of a beam-column welded bolt node in an embodiment;
图2为一种实施方式的梁柱上焊下栓节点结构示意图；FIG. 2 is a schematic diagram of the structure of a bolt connection on the beam and column according to an embodiment;
图3为一种实施方式钢梁横截面尺寸图；Figure 3 is a cross-sectional size diagram of a steel beam in an embodiment;
图4为节点耗能示意图；Figure 4 is a schematic diagram of node energy consumption;
图5为本申请一种实施例的下翼缘拼接板尺寸图。Fig. 5 is a size diagram of a lower flange splicing plate according to an embodiment of the application.
以下结合实施例对本申请进行详细的阐述，值得理解的是，这些实施例仅仅是本申请的优选的一些实施例，并不能理解为对本申请的保护范围进行限制。The application is described in detail below in conjunction with examples. It is worth understanding that these examples are only some of the preferred examples of the application, and should not be understood as limiting the scope of protection of the application.
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。In the description of this application, it should be noted that, unless otherwise clearly specified and limited, the terms "connected" and "connected" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral Ground connection; it can be directly connected or indirectly connected through an intermediate medium, and it can be the internal communication between two components. For those of ordinary skill in the art, the specific meaning of the above-mentioned terms in the present invention can be understood in specific situations.
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。The described embodiments are only descriptions of the preferred implementations of the application, and do not limit the scope of the application. Various modifications made by those of ordinary skill in the art to the technical solutions of the application without departing from the design spirit of the application And improvements should fall within the scope of protection determined by the claims of this application.
实施例Example
一种梁柱上焊下栓节点，包括钢柱1、悬臂梁2、框架梁3、腹板拼接螺栓4、悬臂梁下翼缘5、拼接板6、框架梁下翼缘7、拼接板6与悬臂梁下翼缘5连接的角焊缝8、拼接板6与框架梁下翼缘7连接的高强螺栓9、悬臂梁上翼缘与 框架梁上翼缘的连接焊缝10，其中，梁柱钢材选用Q345B热轧H型钢，拼接板6钢材选用Q235热轧H型钢，悬臂梁2和框架梁3的截面尺寸均为HN300mm×160mm×8mm×10mm，柱1截面尺寸为HW250mm×250mm×9mm×14mm；采用10.9级M20的摩擦型高强螺栓9，试件螺栓孔的直径为21.5mm；腹板节点板的尺寸为220mm×170mm×8mm，腹板节点板所需的螺栓4个数为6，双排布置，每排3个；一个高强螺栓9的预应力设计值为P＝155kN，摩擦面的抗滑移系数为0.45。A beam-column upper and lower bolt joint, including steel column 1, cantilever beam 2, frame beam 3, web splicing bolt 4, cantilever beam lower flange 5, splicing plate 6, frame beam lower flange 7, and splicing plate 6 The fillet weld 8 connected with the lower flange 5 of the cantilever beam, the high-strength bolt 9 connecting the splicing plate 6 and the lower flange 7 of the frame beam, the connection weld 10 between the upper flange of the cantilever beam and the upper flange of the frame beam, of which the beam column steel is Q345B Hot-rolled H-beam, splicing plate 6 steel is selected Q235 hot-rolled H-beam, the cross-sectional dimensions of cantilever beam 2 and frame beam 3 are both HN300mm×160mm×8mm×10mm, and the cross-sectional dimension of column 1 is HW250mm×250mm×9mm×14mm; 10.9 grade M20 friction type high-strength bolt 9, the diameter of the bolt hole of the test piece is 21.5mm; the size of the web gusset plate is 220mm×170mm×8mm, the number of bolts 4 required for the web gusset plate is 6, double-row arrangement , 3 in each row; the prestress design value of a high-strength bolt 9 is P=155kN, and the anti-slip coefficient of the friction surface is 0.45.
一种确定梁柱上焊下栓节点下翼缘拼接板6长度的方法包括以下步骤：A method for determining the length of the lower flange splicing plate 6 of a beam-column welded and bolted node includes the following steps:
第一步，确定框架梁下翼缘7的拼接区的耗能系数：The first step is to determine the energy consumption coefficient of the splicing area of the lower flange 7 of the frame beam:
框架梁下翼缘7的拼接区的耗能：Energy consumption of the splicing area of the lower flange 7 of the frame beam:
E
ci＝E
1i+E
2i+E
3i (1)
E ci = E 1i + E 2i + E 3i (1)
式中：E
1i—地震作用下框架梁下翼缘7的高强螺栓9滑移引起的耗能；E
2i—地震作用下框架梁下翼缘7的高强螺栓9与孔壁的挤压引起的耗能；E
3i—地震作用下框架梁下翼缘7拼接板6变形引起的耗能；
Where: E 1i — energy dissipation caused by the slippage of the high-strength bolt 9 of the lower flange 7 of the frame beam under earthquake action; E 2i — the compression of the high-strength bolt 9 of the lower flange 7 of the frame beam under the earthquake action and the hole wall Energy consumption; E 3i — energy consumption caused by deformation of the frame beam lower flange 7 splicing plate 6 under earthquake action;
框架梁下翼缘7产生的位移：Displacement produced by the lower flange 7 of the frame beam:
δ
i＝δ
1+δ
2i+δ
3i (2)
δ i =δ 1 +δ 2i +δ 3i (2)
框架梁下翼缘7的高强螺栓9滑移产生的位移：The displacement caused by the slippage of the high-strength bolt 9 of the lower flange 7 of the frame beam:
δ
1＝d
0-d＝21.5-20＝1.5mm (3)
δ 1 =d 0 -d = 21.5-20 = 1.5mm (3)
式中：d
0—螺栓孔直径；d—高强螺栓9的公称直径；
Where: d 0 — bolt hole diameter; d — nominal diameter of high-strength bolt 9;
框架梁下翼缘7由高强螺栓9的滑移引起的耗能：The energy consumption of the lower flange 7 of the frame beam caused by the slippage of the high-strength bolt 9:
式中：F
1i—地震作用引起框架梁下翼缘7高强螺栓9滑移的内力；
In the formula: F 1i — the internal force of the sliding of the frame beam lower flange 7 high-strength bolt 9 caused by earthquake;
设计拼接板6的宽度为b
p＝b
f+4t
f＝160+4×10＝200mm，厚度t
p＝t
f+2mm＝12mm；
The width of the design splicing board 6 is b p =b f +4t f =160+4×10=200mm, and the thickness t p =t f +2mm=12mm;
高强螺栓9与孔壁的挤压产生的位移：The displacement produced by the extrusion of the high-strength bolt 9 and the hole wall:
式中:t
f—框架梁3横截面翼缘厚度；t
p—拼接板6的厚度；F
2i—地震作用引起框架梁下翼缘7的高强螺栓9与孔壁挤压的内力；
Where: t f — the thickness of the cross-section flange of the frame beam 3; t p — the thickness of the splicing plate 6; F 2i — the internal force of the high-strength bolt 9 of the lower flange 7 of the frame beam caused by the earthquake and the wall of the hole;
框架梁下翼缘7拼接板6变形产生的位移：Displacement caused by deformation of splicing plate 6 of frame beam lower flange 7:
式中：F
3i—地震作用引起框架梁下翼缘7拼接板6变形的内力；
Where: F 3i — the internal force of the deformation of the splicing plate 6 of the lower flange 7 of the frame beam caused by earthquake;
不同地震类别下的耗能目标：Energy consumption targets under different earthquake categories:
表1Table 1
表中：E
T—框架结构在地震作用下的总耗能；N—一个框架结构中梁柱上焊下栓节点的个数；
In the table: E T -the total energy consumption of the frame structure under earthquake action; N-the number of bolt joints welded on the beam and column in a frame structure;
根据公式(1)～(6)及表1，在XY坐标系绘制节点在循环荷载作用下的荷载-位移曲线；According to formulas (1)～(6) and Table 1, draw the load-displacement curve of the node under cyclic load in the XY coordinate system;
由荷载-位移曲线求得耗能系数：Obtain the energy dissipation coefficient from the load-displacement curve:
式中：S—循环荷载作用下滞回环的面积，即
|S′|—最大正荷载点到X轴的垂线与X轴所组成三角形的面积，即|S
ΔOBE|；|S″|—最大负荷载点到X轴的垂线与X轴所组成三角形的面积，即|S
ΔODF|；
In the formula: S—the area of the hysteresis loop under cyclic load, namely |S′|—The area of the triangle formed by the vertical line from the maximum positive load point to the X axis and the X axis, that is |S ΔOBE |; |S″|—The vertical line from the maximum load point to the X axis and the X axis The area of the triangle, namely |S ΔODF |;
由以上步骤计算得出k＝1.64；Calculated from the above steps k=1.64;
第二步，根据框架梁3的截面尺寸参数及第一步所求结果，计算得出框架梁下翼缘7拼接板6所需的高强螺栓9数目，确定框架梁下翼缘7侧拼接板6的长度：The second step is to calculate the number of high-strength bolts 9 required for the frame beam lower flange 7 splicing plate 6 according to the cross-sectional size parameters of the frame beam 3 and the results obtained in the first step, and determine the frame beam lower flange 7 side splicing plate Length of 6:
由于框架梁下翼缘7处的螺栓9配置不能确定，近似取框架梁下翼缘7的净截面面积为其毛截面面积的85％；Since the bolt 9 configuration at the lower flange 7 of the frame beam cannot be determined, the net cross-sectional area of the lower flange 7 of the frame beam is approximately 85% of the gross cross-sectional area;
框架梁下翼缘7的净截面面积：Net cross-sectional area of the lower flange 7 of the frame beam:
A
nf＝0.85b
ft
f＝0.85×160×10＝1360mm
2 (8)
A nf ＝0.85b f t f ＝0.85×160×10=1360mm 2 (8)
式中：b
f—框架梁3横截面翼缘宽度；t
f—框架梁3横截面翼缘厚度；
In the formula: b f — cross-section flange width of frame beam 3; t f — cross-section flange thickness of frame beam 3;
在受剪连接中，框架梁下翼缘7单个高强度螺栓9的承载力设计值：In the shear connection, the design value of the bearing capacity of a single high-strength bolt 9 on the lower flange 7 of the frame beam:
式中：n
f—传力摩擦面数目；μ—摩擦面的抗滑移系数；P—单个高强度螺栓9的预应力；
In the formula: n f -the number of friction surfaces; μ-the anti-slip coefficient of the friction surfaces; P-the prestress of a single high-strength bolt 9;
框架梁下翼缘7所需高强螺栓9数目：The number of high-strength bolts 9 required for the lower flange 7 of the frame beam:
式中：f
v—框架梁3钢材的抗剪强度(f
v＝175N/mm
2)；n
f″—框架梁下翼缘7所需高强螺栓9数目；
Where: f v -the shear strength of the steel of the frame beam 3 (f v =175N/mm 2 ); n f ″-the number of high-strength bolts 9 required for the lower flange 7 of the frame beam;
由公式(8)～(10)计算得出框架梁下翼缘7所需高强螺栓9数目为6，双排布置，每排3个；Calculated by formulas (8)～(10), the number of high-strength bolts 9 required for the lower flange 7 of the frame beam is 6, arranged in two rows, 3 in each row;
框架梁下翼缘7侧拼接板6的长度：Length of side splicing plate 6 of lower flange 7 of frame beam:
l
1＝(n
f′-1)×Δ
1+2Δ
2＝(3-1)×80+2×50＝260mm (11)
l 1 ＝(n f ′-1)×Δ 1 +2Δ 2 ＝(3-1)×80+2×50=260mm (11)
式中：n
f′—框架梁下翼缘7每排所需高强螺栓9数目；Δ
1—高强螺栓9的中心间距；Δ
2—高强螺栓9的中心至构件边缘的距离；
Where: n f ′—the number of high-strength bolts 9 required for each row of the lower flange 7 of the frame beam; Δ 1 —the center distance of the high-strength bolt 9; Δ 2 —the distance from the center of the high-strength bolt 9 to the edge of the member;
根据耗能目标，验算拼接板6的尺寸：According to the energy consumption target, check the size of splicing board 6:
b
p×t
p×f
pv＝200×12×125＝300kN
b p ×t p ×f pv =200×12×125=300kN
≤k×b
f×t
f×f
v＝1.64×160×10×175＝459.2kN (12)
≤k×b f ×t f ×f v =1.64×160×10×175=459.2kN (12)
所以，拼接板6的尺寸满足耗能要求；Therefore, the size of the splicing board 6 meets the energy consumption requirements;
式中：f
pv—拼接板6钢材的抗剪强度(f
pv＝125N/mm
2)；
In the formula: f pv — the shear strength of the splicing plate 6 steel (f pv = 125N/mm 2 );
第三步，计算得出悬臂梁下翼缘5拼接板6处的侧面焊缝长度，确定悬臂梁下翼缘5侧拼接板6的长度：The third step is to calculate the length of the side weld at the splicing plate 6 of the lower flange 5 of the cantilever beam, and determine the length of the splicing plate 6 on the side of the lower flange 5 of the cantilever beam:
Q345钢材焊接选用的焊条型号为E50，对接焊缝的抗拉强度设计值f
t
w＝305N/mm
2；角焊缝抗拉、抗压、抗剪强度设计值
拼接板6与悬臂梁下翼缘5连接的角焊缝8的焊脚尺寸为h
f＝10mm；
The electrode type selected for Q345 steel welding is E50, the design value of the tensile strength of the butt weld f t w ＝305N/mm 2 ; the design value of the tensile, compressive and shear strength of the fillet weld The size of the fillet weld 8 connecting the splicing plate 6 and the lower flange 5 of the cantilever beam is h f = 10mm;
悬臂梁下翼缘5、框架梁下翼缘7所能承受的最大轴力：The maximum axial force that the cantilever beam lower flange 5 and the frame beam lower flange 7 can bear:
N′＝(b
f-2d
0)t
ff＝(160-2×21.5)×10×305×10
-3＝356.85kN (13)
N′=(b f -2d 0 )t f f=(160-2×21.5)×10×305×10 -3 ＝356.85kN (13)
式中：f—悬臂梁2、框架梁3钢材的抗拉、抗压、抗弯强度设计值(f＝305N/mm
2)；
Where: f—the design value of tensile, compressive and flexural strength of the cantilever beam 2, frame beam 3 steel (f=305N/mm 2 );
悬臂梁上翼缘与框架梁上翼缘连接焊缝10所能承受的最大轴力：The maximum axial force that the cantilever beam upper flange and the frame beam upper flange connection weld 10 can bear:
N″＝(b
f-2t
f)t
ff
t
w＝(160-2×10)×10×305×10
-3＝427kN (14)
N″=(b f -2t f )t f f t w ＝(160-2×10)×10×305×10 -3 ＝427kN (14)
悬臂梁2与框架梁3的翼缘所能承受的最大轴力：The maximum axial force that the flanges of the cantilever beam 2 and frame beam 3 can bear:
N＝min{N′,N″}＝{356.85,427}＝356.85kN (15)N=min{N′,N″}={356.85,427}=356.85kN (15)
悬臂梁下翼缘5拼接板6处正面角焊缝8所能承受的内力：The internal force that the cantilever beam lower flange 5 splicing plate 6 front fillet weld 8 can bear:
式中：h
e—角焊缝的计算厚度，h
e＝0.7h
f；h
f为焊脚尺寸；l
w—角焊缝的计算长度，对每条焊缝取其实际长度减去2h
f；
In the formula: h e — the calculated thickness of the fillet weld, h e = 0.7h f ; h f is the size of the weld leg; l w — the calculated length of the fillet weld, the actual length of each weld minus 2h f ；
悬臂梁下翼缘5拼接板6处侧面角焊缝所需承受的内力：The internal force that the cantilever beam lower flange 5 splicing plate 6 side fillet needs to bear:
N
2＝N-N
1＝356.85-196＝160.85kN (17)
N 2 ＝NN 1 ＝356.85-196＝160.85kN (17)
悬臂梁下翼缘5拼接板6处侧面角焊缝长度：Length of side fillet welds at 5 splicing plates of cantilever lower flange:
悬臂梁下翼缘5拼接板6处每条侧面角焊缝的长度：The length of each side fillet weld at the cantilever lower flange 5 splicing plate 6:
根据计算得出的每条侧面角焊缝的长度，确定悬臂梁下翼缘5侧拼接板6的长度：According to the calculated length of each side fillet weld, determine the length of the splicing plate 6 on the side 5 of the lower flange of the cantilever beam:
为了避免拼接板6发生刚度突变，将每条侧向角焊缝的实际长度取为155mm，即l
2＝155mm；
In order to avoid sudden changes in the stiffness of the splicing plate 6, the actual length of each lateral fillet weld is taken as 155mm, that is, l 2 =155mm;
第四步，根据以上三个步骤的计算结果，确定梁柱上焊下栓节点下翼缘拼接板6的长度：In the fourth step, according to the calculation results of the above three steps, determine the length of the lower flange splicing plate 6 of the welded bolt node on the beam and column:
l＝l
1+l
2+Δ＝260+155+5＝420mm (20)
l=l 1 +l 2 +Δ=260+155+5=420mm (20)
式中：l
1—框架梁下翼缘7侧拼接板6的长度；l
2—悬臂梁下翼缘5侧拼接板6的长度；Δ—框架梁下翼缘7螺栓连接区与悬臂梁下翼缘5焊接区之间的距离。
In the formula: l 1 -the length of the frame beam lower flange 7 side splicing plate 6; l 2 -the cantilever beam lower flange 5 side splicing plate 6 length; Δ-the frame beam lower flange 7 bolt connection area and the cantilever beam lower The distance between the welding areas of the flange 5.
Claims (1)
- 一种确定梁柱上焊下栓节点下翼缘拼接板长度的方法，包括以下步骤：A method for determining the length of the lower flange splicing plate of a beam-column welded and bolted node includes the following steps:第一步，确定框架梁下翼缘拼接区的耗能系数：The first step is to determine the energy dissipation coefficient of the splicing area of the lower flange of the frame beam:框架梁下翼缘拼接区的耗能：E ci＝E 1i+E 2i+E 3i (1) Energy consumption in the splicing area of the lower flange of the frame beam: E ci ＝E 1i +E 2i +E 3i (1)框架梁下翼缘产生的位移：δ i＝δ 1+δ 2i+δ 3i (2) Displacement produced by the lower flange of the frame beam: δ i = δ 1 + δ 2i + δ 3i (2)框架梁下翼缘的高强螺栓滑移产生的位移：δ 1＝d 0-d (3) The displacement produced by the slippage of the high-strength bolt on the lower flange of the frame beam: δ 1 ＝d 0 -d (3)框架梁下翼缘由高强螺栓的滑移引起的耗能：Energy consumption caused by the slippage of the high-strength bolts at the lower flange of the frame beam:
设计拼接板的宽度为b p＝b f+4t f，厚度为t p＝t f+2mm； The width of the design splicing board is b p =b f +4t f , and the thickness is t p =t f +2mm;高强螺栓与孔壁的挤压产生的位移：Displacement caused by the extrusion of high-strength bolt and hole wall:
框架梁下翼缘拼接板变形产生的位移：Displacement caused by deformation of splicing plate of lower flange of frame beam:
表1不同地震类别下的耗能目标：Table 1 Energy consumption targets under different earthquake categories:
根据公式(1)～(6)及表1，在XY坐标系绘制节点在循环荷载作用下的荷载-位移曲线；According to formulas (1)～(6) and Table 1, draw the load-displacement curve of the node under cyclic load in the XY coordinate system;由荷载-位移曲线求得耗能系数：Obtain the energy dissipation coefficient from the load-displacement curve:
式中：E 1i—地震作用下框架梁下翼缘的高强螺栓滑移引起的耗能；E 2i—地震作用下框架梁下翼缘的高强螺栓与孔壁挤压引起的耗能；E 3i—地震作用下框架梁下翼缘拼接板的变形引起的耗能；d 0—螺栓孔直径；d—高强螺栓的公称直径；t f—框架梁横截面翼缘厚度；t p—拼接板的厚度；F 1i—地震作用引起框架梁 下翼缘高强螺栓滑移的内力；F 2i—地震作用引起框架梁下翼缘的高强螺栓与孔壁挤压的内力；F 3i—地震作用引起框架梁下翼缘拼接板变形的内力；E T—框架结构在地震作用下的总耗能；N—一个框架结构中梁柱上焊下栓节点的个数；S—循环荷载作用下滞回环的面积；|S′|—最大正荷载点到X轴的垂线与X轴所组成三角形的面积；|S″|—最大负荷载点到X轴的垂线与X轴所组成三角形的面积； Where: E 1i — energy dissipation caused by the sliding of high-strength bolts on the lower flange of the frame beam under earthquake; E 2i — energy dissipation caused by the extrusion of the high-strength bolts on the lower flange of the frame beam and the hole wall under earthquake; E 3i — Energy dissipation caused by deformation of the splicing plate of the lower flange of the frame beam under earthquake; d 0 — the diameter of the bolt hole; d — the nominal diameter of the high-strength bolt; t f — the thickness of the flange of the cross section of the frame beam; t p — the thickness of the splicing plate Thickness; F 1i — the internal force of the high-strength bolts on the lower flange of the frame beam caused by earthquakes; F 2i — the internal force of the high-strength bolts on the lower flange of the frame beam and the wall of the hole caused by earthquakes; F 3i — the frame beam caused by the earthquake The internal force of the splicing plate deformation of the lower flange; E T -the total energy consumption of the frame structure under the action of earthquake; N-the number of welded bolt nodes on the beam and column in a frame structure; S-the area of the hysteretic loop under cyclic loading ; |S′|—The area of the triangle formed by the vertical line from the maximum positive load point to the X axis and the X axis; |S″|—The area of the triangle formed by the vertical line from the maximum load point to the X axis and the X axis;第二步，根据框架梁的截面尺寸参数及第一步所求结果，计算得出框架梁下翼缘拼接板所需的高强螺栓数目，确定框架梁下翼缘侧拼接板的长度：The second step is to calculate the number of high-strength bolts required for the lower flange splicing plate of the frame beam according to the cross-sectional size parameters of the frame beam and the results obtained in the first step, and determine the length of the splicing plate on the lower flange side of the frame beam:由于框架梁下翼缘处的螺栓配置不能确定，近似取框架梁下翼缘的净截面面积为其毛截面面积的85％；As the bolt configuration at the lower flange of the frame beam cannot be determined, the net cross-sectional area of the lower flange of the frame beam is approximately 85% of the gross cross-sectional area;框架梁下翼缘的净截面面积：A nf＝0.85b ft f (8) The net cross-sectional area of the lower flange of the frame beam: A nf =0.85b f t f (8)在受剪连接中，框架梁下翼缘单个高强度螺栓的承载力设计值：In the shear connection, the design value of the bearing capacity of a single high-strength bolt on the lower flange of the frame beam:
框架梁下翼缘所需高强螺栓数目：The number of high-strength bolts required for the lower flange of the frame beam:
由公式(8)～(10)计算得出框架梁下翼缘所需高强螺栓数目；The number of high-strength bolts required for the lower flange of the frame beam is calculated by formulas (8)～(10);框架梁下翼缘侧拼接板的长度l 1：l 1＝(n f′-1)×Δ 1+2Δ 2 (11)根据耗能目标，验算拼接板的尺寸： The length of the splicing plate on the lower flange side of the frame beam l 1 ：l 1 =(n f ′-1)×Δ 1 +2Δ 2 (11) According to the energy consumption target, check the size of the splicing plate:b p×t p×f pv≤k×b f×t f×f v (12) b p ×t p ×f pv ≤k×b f ×t f ×f v (12)式中：b f—框架梁横截面翼缘宽度；t f—框架梁横截面翼缘厚度；n f—传力摩擦面数目；μ—摩擦面的抗滑移系数；P—单个高强度螺栓的预应力；f v—框架梁 Where: b f — the width of the flange of the cross section of the frame beam; t f — the thickness of the flange of the cross section of the frame beam; n f — the number of friction surfaces for force transmission; μ — the anti-slip coefficient of the friction surface; P — a single high-strength bolt Of prestress; f v —frame beam钢材的抗剪强度；n f′—框架梁下翼缘每排所需高强螺栓数目；n f″—框架梁下翼缘所需高强螺栓数目；Δ 1—高强螺栓的中心间距；Δ 2—高强螺栓的中心至构件边缘的距离；f pv—拼接板钢材的抗剪强度； Shear strength steel; n f '- lower frame flange beams per row the required number of high-strength bolt; n f "- the number of frame beam flange at the desired high strength bolt; Δ 1 - high strength bolt center spacing; Δ 2 - The distance from the center of the high-strength bolt to the edge of the member; f pv — the shear strength of the splicing plate steel;第三步，计算得出悬臂梁下翼缘拼接板处的侧面焊缝长度，确定悬臂梁下翼缘侧拼接板的长度：The third step is to calculate the length of the side weld at the splicing plate of the lower flange of the cantilever beam, and determine the length of the splicing plate of the lower flange of the cantilever beam:悬臂梁下翼缘、框架梁下翼缘所能承受的最大轴力：N′＝(b f-2d 0)t ff (13) The maximum axial force that the lower flange of the cantilever beam and the lower flange of the frame beam can bear: N′=(b f -2d 0 )t f f (13)悬臂梁上翼缘与框架梁上翼缘连接焊缝所能承受的最大轴力：N″＝(b f-2t f)t ff t w (14) The maximum axial force that the cantilever beam upper flange and the frame beam upper flange connection weld can bear: N″=(b f -2t f )t f f t w (14)悬臂梁与框架梁的翼缘所能承受的最大轴力：N＝min{N′，N″} (15)悬臂梁下翼缘拼接板处正面角焊缝所能承受的内力：The maximum axial force that the flange of the cantilever beam and the frame beam can bear: N=min{N′,N″} (15) The internal force that the front fillet weld at the splicing plate of the lower flange of the cantilever beam can bear:
悬臂梁下翼缘拼接板处侧面角焊缝所需承受的内力：N 2＝N-N 1(17) The internal force of the side fillet weld at the splicing plate of the lower flange of the cantilever beam: N 2 ＝NN 1 (17)悬臂梁下翼缘拼接板处侧面角焊缝长度：Length of side fillet weld at splicing plate of lower flange of cantilever beam:
悬臂梁下翼缘拼接板处每条侧面角焊缝的长度：The length of each side fillet weld at the splicing plate of the lower flange of the cantilever beam:
式中：f—悬臂梁、框架梁钢材的抗拉、抗压、抗弯强度设计值；—对接焊缝的抗拉强度设计值；f f w—角焊缝的抗拉、抗压、抗剪强度设计值；h e—角焊缝的计算厚度；l w—角焊缝的计算长度，对每条焊缝取其实际长度减去2h f；根据计算得出的每条侧面角焊缝的长度，结合构造要求，确定悬臂梁下翼缘侧拼接板的长度l 2； Where: f—the design value of tensile, compressive and bending strength of cantilever beam and frame beam steel;
—Design value of tensile strength of butt weld; f f w —design value of tensile, compressive and shear strength of fillet weld; h e —calculated thickness of fillet weld; l w —calculated length of fillet weld , Take the actual length of each weld and subtract 2h f ; According to the calculated length of each side fillet weld, combined with the structural requirements, determine the length l 2 of the splicing plate on the lower flange side of the cantilever beam;第四步，根据以上三个步骤的计算结果，确定梁柱上焊下栓节点下翼缘拼接板的长度：In the fourth step, according to the calculation results of the above three steps, determine the length of the lower flange splicing plate of the welded bolt joint on the beam and column:l＝l 1+l 2+Δ (20) l=l 1 +l 2 +Δ (20)式中：Δ—框架梁下翼缘螺栓连接区与悬臂梁下翼缘焊接区之间的距离。Where: Δ—the distance between the bolt connection area of the lower flange of the frame beam and the welding area of the lower flange of the cantilever beam.
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910492621.9A CN110318465B (en) | 2019-06-06 | 2019-06-06 | Method for determining length of beam column upper welding lower bolt node lower flange splicing plate based on energy consumption target |
| CN201910492621.9 | 2019-06-06 |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| WO2020244509A1 true WO2020244509A1 (en) | 2020-12-10 |
Family
ID=68120852
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| PCT/CN2020/093957 WO2020244509A1 (en) | 2019-06-06 | 2020-06-02 | Method for determining length of beam-column upper welded and lower bolted node lower flange splicing plate |
Country Status (2)
| Country | Link |
|---|---|
| CN (1) | CN110318465B (en) |
| WO (1) | WO2020244509A1 (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112699448A (en) * | 2021-01-13 | 2021-04-23 | 中铁大桥勘测设计院集团有限公司 | Calculation method for tearing of integral node of all-welded steel truss girder |
| CN113255047A (en) * | 2021-06-23 | 2021-08-13 | 合肥量圳建筑科技有限公司 | Frame beam layout method, device, equipment and storage medium |
| CN116240978A (en) * | 2023-03-22 | 2023-06-09 | 兰州理工大学 | Self-resetting assembled beam column node with replaceable energy consumption element and construction method thereof |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110318465B (en) * | 2019-06-06 | 2021-03-30 | 青岛理工大学 | Method for determining length of beam column upper welding lower bolt node lower flange splicing plate based on energy consumption target |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100860478B1 (en) * | 2007-04-16 | 2008-09-26 | 주식회사 동성진흥 | Beam of steel frame construction |
| CN105863074A (en) * | 2016-04-17 | 2016-08-17 | 北京工业大学 | Assembly type wave web beam-column joint connection device |
| CN206667470U (en) * | 2017-02-17 | 2017-11-24 | 北京工业大学 | A kind of end plate assembled channel-section steel for recovering function punches beam column node connection device |
| CN109577481A (en) * | 2017-09-29 | 2019-04-05 | 青岛理工大学 | A kind of production method of edge of a wing bolted and welded connection assembled beam-column node |
| CN109577653A (en) * | 2017-09-29 | 2019-04-05 | 青岛理工大学 | A kind of installation method of edge of a wing bolted and welded connection assembled beam-column node |
| CN110318465A (en) * | 2019-06-06 | 2019-10-11 | 青岛理工大学 | A method of it is determined based on energy consumption target and welds lower bolt node lower flange splice plate length on beam column |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US7047695B2 (en) * | 1995-04-11 | 2006-05-23 | Seismic Structural Design Associates, Inc. | Steel frame stress reduction connection |
-
2019
- 2019-06-06 CN CN201910492621.9A patent/CN110318465B/en active Active
-
2020
- 2020-06-02 WO PCT/CN2020/093957 patent/WO2020244509A1/en active Application Filing
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100860478B1 (en) * | 2007-04-16 | 2008-09-26 | 주식회사 동성진흥 | Beam of steel frame construction |
| CN105863074A (en) * | 2016-04-17 | 2016-08-17 | 北京工业大学 | Assembly type wave web beam-column joint connection device |
| CN206667470U (en) * | 2017-02-17 | 2017-11-24 | 北京工业大学 | A kind of end plate assembled channel-section steel for recovering function punches beam column node connection device |
| CN109577481A (en) * | 2017-09-29 | 2019-04-05 | 青岛理工大学 | A kind of production method of edge of a wing bolted and welded connection assembled beam-column node |
| CN109577653A (en) * | 2017-09-29 | 2019-04-05 | 青岛理工大学 | A kind of installation method of edge of a wing bolted and welded connection assembled beam-column node |
| CN110318465A (en) * | 2019-06-06 | 2019-10-11 | 青岛理工大学 | A method of it is determined based on energy consumption target and welds lower bolt node lower flange splice plate length on beam column |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112699448A (en) * | 2021-01-13 | 2021-04-23 | 中铁大桥勘测设计院集团有限公司 | Calculation method for tearing of integral node of all-welded steel truss girder |
| CN113255047A (en) * | 2021-06-23 | 2021-08-13 | 合肥量圳建筑科技有限公司 | Frame beam layout method, device, equipment and storage medium |
| CN116240978A (en) * | 2023-03-22 | 2023-06-09 | 兰州理工大学 | Self-resetting assembled beam column node with replaceable energy consumption element and construction method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN110318465B (en) | 2021-03-30 |
| CN110318465A (en) | 2019-10-11 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| WO2020244509A1 (en) | Method for determining length of beam-column upper welded and lower bolted node lower flange splicing plate | |
| WO2020103234A1 (en) | Calculation method for flexural capacity and moment-rotation curve of concrete-filled steel tubular column-steel beam through bolt connecting joint | |
| CN106400954B (en) | A kind of girder steel-Frame Joints of Concrete-Filled Steel Tube based on Damage Coutrol theory | |
| CN101046109B (en) | New type of frame supported shear wall structure and its making process | |
| CN107816243B (en) | High-strength steel column-common steel beam steel support-low yield point steel connecting beam resettable structure | |
| CN101260692B (en) | Bearing force-free anti-knock steel support system | |
| CN103711215B (en) | Easily steel shaped pile frame-accentric support frame is repaired after a kind of shake | |
| CN102587538B (en) | Dog-bone type coupled shear wall with end plates, bolts and steel coupling beams | |
| CN106812235B (en) | A kind of assembled sheet-pile steel structure system | |
| CN103132653A (en) | Double-channel beam concrete combination column | |
| CN108978863B (en) | Design and manufacturing method of assembled beam-column joint with beam lower flange adopting energy-consuming splice plate | |
| CN105155684A (en) | Steel frame integrated member for concrete core tube structures and assembly method thereof | |
| CN103883029A (en) | Assembling type reinforcing steel plate shear wall | |
| CN104805958A (en) | Bi-stage yielding energy dissipation steel coupling beam applied to coupled shear wall structure | |
| CN203238784U (en) | Rectangular concrete filled steel tubular column and box-type steel beam rib-penetrated type node structure | |
| CN215483553U (en) | Steel structure beam column connecting node | |
| CN106677378A (en) | Controllable slippage node for fabricated prefabricated externally-hung wall body | |
| CN212506791U (en) | Anti-collapse beam column node of stepped external steel frame | |
| CN204753837U (en) | High steadiness girder steel | |
| CN105040832A (en) | Connecting node for wide-flange H-section steel column added with horizontal draw bars on two sides and H-section steel beam | |
| CN205134979U (en) | Rectangular concrete -filled steel tubular column (CFST) post and anti reinforcement node that collapses in succession of girder steel | |
| CN204715539U (en) | A kind of round steel pipe binding type steel concrete column and reinforced concrete beam node structure | |
| CN204715540U (en) | A kind of round steel pipe binding type steel concrete column and steel beam joint structure | |
| CN109537724B (en) | Unilateral bolt connection beam column continuous collapse resistant reinforcing node and construction method thereof | |
| CN110629882A (en) | Utilize V type to construct anti structure of collapsing of board promotion dog bone formula node |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| 121 | Ep: the epo has been informed by wipo that ep was designated in this application |
Ref document number: 20818241 Country of ref document: EP Kind code of ref document: A1 |
|
| NENP | Non-entry into the national phase |
Ref country code: DE |
|
| 122 | Ep: pct application non-entry in european phase |
Ref document number: 20818241 Country of ref document: EP Kind code of ref document: A1 |