CN111101650A - High-strength bolt connection arc-shaped end plate sliding friction energy dissipation column base joint - Google Patents

High-strength bolt connection arc-shaped end plate sliding friction energy dissipation column base joint Download PDF

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Publication number
CN111101650A
CN111101650A CN201911363188.5A CN201911363188A CN111101650A CN 111101650 A CN111101650 A CN 111101650A CN 201911363188 A CN201911363188 A CN 201911363188A CN 111101650 A CN111101650 A CN 111101650A
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CN
China
Prior art keywords
end plate
arc end
steel column
column
steel
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Pending
Application number
CN201911363188.5A
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Chinese (zh)
Inventor
刘琪
李成玉
向傲磊
袁双双
胡天炜
陈修远
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Wuhan University of Science and Engineering WUSE
Wuhan University of Science and Technology WHUST
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Wuhan University of Science and Engineering WUSE
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Application filed by Wuhan University of Science and Engineering WUSE filed Critical Wuhan University of Science and Engineering WUSE
Priority to CN201911363188.5A priority Critical patent/CN111101650A/en
Publication of CN111101650A publication Critical patent/CN111101650A/en
Pending legal-status Critical Current

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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/30—Columns; Pillars; Struts
    • E04C3/32—Columns; Pillars; Struts of metal
    • 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
    • E04B1/62—Insulation or other protection; Elements or use of specified material therefor
    • E04B1/92—Protection against other undesired influences or dangers
    • E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • E04H9/024—Structures with steel columns and beams

Abstract

The invention discloses a high-strength bolt connection arc-shaped end plate sliding friction energy dissipation column base joint, and belongs to the technical field of constructional engineering and steel structures. The joint consists of a steel column, two arc-shaped end plates and a high-strength bolt, wherein the steel column is connected with the arc plates through welding seams. The invention discloses a manufacturing method of a high-strength bolt connection arc-shaped end plate sliding friction energy dissipation column base joint. The invention is an assembly type node, has simple form and convenient field construction, the node can rotate, the interface generates sliding friction and dissipates earthquake energy, and the node is in an elastic state in the rotating process, thereby avoiding plastic deformation and damage in the structure after earthquake to the maximum extent.

Description

High-strength bolt connection arc-shaped end plate sliding friction energy dissipation column base joint
Technical Field
The invention belongs to the technical field of building structure engineering, and particularly relates to a high-strength bolt connection arc-shaped end plate sliding friction energy dissipation column base joint.
Background
When an earthquake occurs, the traditional high-strength bolt connecting column foot node dissipates earthquake energy through the damage of the bolt and the yielding, even the fracture and the damage of the rod piece. The plastic damage of the column base node causes serious permanent deformation of the structure so as to cause difficult repair or difficult repair, the repair or dismantling cost of the column base node is very large, the loss or the suspension of the using function of the building caused by the damage of the column base can cause abnormal operation of social and economic life, and the indirect economic loss can not be estimated. Under the background, the 'damage control based on minimum loss' earthquake-proof design has important significance, and in recent years, in order to reduce the damage of a building structure in the strong earthquake process, a 'low damage' construction method is developed. The earthquake loss is reduced, and the method has important significance for guaranteeing the modernization and the smooth promotion of the sustainable development process in China.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provides a frame column base connecting node. The end plate of steel column about this column base nodal connection adopts the arc end plate, and the centre of rotation department of upper and lower arc board is in the centre of a circle department of upper and lower arc board, and the upper arc end plate adopts the long circle bolt hole, and lower arc board adopts standard round hole, and the node can rotate, and the interface takes place the friction of sliding, can dissipate seismic energy, rotates the in-process component at the node and is in elastic state, has avoided appearing plastic deformation and damage in the structure after shaking to the at utmost.
In order to achieve the purpose, the high-strength bolt connection arc-shaped end plate sliding friction energy dissipation column base joint provided by the invention is characterized in that: the nodes may be used for column shoe connections; the method comprises the following steps: the high-strength steel column comprises an upper steel column, a lower steel column, an upper arc end plate, a lower arc end plate and a plurality of high-strength bolts;
a plurality of corresponding bolt holes are formed in corresponding positions of the upper arc end plate and the lower arc end plate; the upper steel column and the lower steel column are connected through bolt holes in the upper arc end plate and the lower arc end plate by high-strength bolts; the upper steel column and the lower steel column are welded with the upper arc end plate and the lower arc end plate through welding seams; the upper arc end plate and the lower arc end plate are sequentially arranged at the bolt connection position of the upper steel column and the lower steel column from top to bottom, and the bolt hole diameter and the bolt hole interval between the upper arc end plate and the lower arc end plate correspond to each other one by one.
Preferably, the device also comprises a plurality of disc springs; the plurality of disc springs are respectively arranged between the nuts of the plurality of high-strength bolts and the upper arc end plate; the disc springs, the upper arc end plates and the lower arc end plates are sequentially arranged at the bolt connection positions of the upper steel columns and the lower steel columns from top to bottom, and bolt apertures and bolt hole intervals among the disc springs, the upper arc end plates and the lower arc end plates are in one-to-one correspondence.
Furthermore, the upper arc end plate and the lower arc end plate are both convex end plates or both concave end plates; a plurality of bolt holes formed in the upper arc end plate are long round bolt holes, and a plurality of bolt holes formed in the lower arc end plate are standard round holes; the upper steel column and the lower steel column are the same in thickness.
Furthermore, the upper steel column and the lower steel column are welded section steel, I-shaped steel, H-shaped steel, steel pipes or combined steel.
Furthermore, the cross section of the upper steel column is the same as that of the lower steel column in size; or the cross section of the lower steel column is larger than that of the upper steel column.
Further, the cross section of the lower steel column is a uniform section or a variable section.
Compared with the prior art, the invention has the following advantages and beneficial effects:
(1) the end plates for connecting the upper steel column and the lower steel column adopt cambered surface end plates, so that the nodes can rotate, and a plastic hinge is formed at a column base similarly. The member is in an elastic state in the node rotation process, the interface generates sliding friction, the seismic energy can be dissipated, and plastic deformation and damage in the structure after the earthquake are avoided to the maximum extent.
(2) The node replaces the component yield energy consumption of the traditional column node through the sliding friction between the arc plates and the bolts, so that the design goal of no energy consumption is achieved.
(3) Under the action of strong earthquake, the ideal damage sequence of the node is that the bolt is damaged before the yield deformation of the end plate and the steel column, and the bolt can be replaced without replacing the steel column or the whole body is pushed down for reconstruction after the earthquake through the damage sequence, so that the repair cost after the earthquake can be reduced, and the repair efficiency can be improved.
(4) This node form is assembled node, through welding of mill, building site bolt joint, effectively avoids on-the-spot welding operation, and the engineering construction is high-efficient.
Drawings
Fig. 1 is a schematic elevation view of a lower steel column using a convex cambered-surface end plate according to embodiment 1 of the present invention;
FIG. 2 is a schematic elevation view of a lower steel column using concave cambered-surface end plates according to embodiment 2 of the present invention;
FIG. 3 is a schematic cross-sectional view of node 1-1 of FIG. 1;
FIG. 4 is a schematic cross-sectional view of node 2-2 of FIG. 2;
FIG. 5 is a schematic elevation view of a lower steel column using convex cambered-surface end plates according to embodiment 3 of the present invention;
FIG. 6 is a schematic elevation view of a lower steel column using concave cambered-surface end plates according to embodiment 4 of the present invention;
FIG. 7 is a theoretical curve in example 1 of the present invention;
FIG. 8 is a convex node hierarchical loading hysteresis curve in embodiment 1 of the present invention;
fig. 9 is a concave node graded loading hysteresis curve in embodiment 2 of the present invention.
In the figure: 1. steel column mounting; 2. a high-strength bolt; 3. a disc spring; 4. an upper arc end plate; 5. a lower arc end plate; 6. a lower steel column; 7. a base plate.
Detailed Description
The invention is further described in detail below with reference to the figures and specific examples.
The device of the invention can have the following embodiments:
in one embodiment, the upper arc end plate and the lower arc end plate are convex arc plates, the bolt holes of the upper arc end plate are long round bolt holes, the bolt holes of the lower arc end plate are standard round holes, the lower steel column is of a uniform cross section, and the thicknesses of the upper steel column and the lower steel column are the same.
In one embodiment, the upper arc end plate and the lower arc end plate are concave arc plates, the bolt holes of the upper arc end plate are long round bolt holes, the bolt holes of the lower arc end plate are standard round holes, the lower steel column is of a uniform cross section, and the thicknesses of the upper steel column and the lower steel column are the same.
In one embodiment, the upper arc end plate and the lower arc end plate are convex arc plates, the bolt holes of the upper arc end plate are long round bolt holes, the bolt holes of the lower arc end plate are standard round holes, the lower steel column is a variable cross section, and the thicknesses of the upper steel column and the lower steel column are the same.
In one embodiment, the upper arc end plate and the lower arc end plate are concave arc plates, the bolt holes of the upper arc end plate are long round bolt holes, the bolt holes of the lower arc end plate are standard round holes, the lower steel column is a variable cross section, and the thicknesses of the upper steel column and the lower steel column are the same.
The specific embodiment is as follows:
in the embodiment of the present invention, the disc spring 3 is not an essential design option, and the object of the present invention can be achieved without providing the disc spring 3 in some cases.
Example 1
Referring to fig. 1 and 3, the arc-shaped end plate connection node is composed of an upper steel column 1, a high-strength bolt 2, a disc spring 3, an upper arc end plate 4, a lower arc end plate 5, a lower steel column 6 and a bottom plate 7. Wherein, the upper arc end plate 4 adopts a long round bolt hole, and the lower arc end plate 5 adopts a standard round hole. The upper steel column 1 and the upper arc end plate 3, and the lower steel column 5 and the lower arc end plate 4 are welded by adopting welding seams, and the disc spring 3 is sleeved on a screw rod of the high-strength bolt 2 and is arranged below the nut. The disc spring 3, the upper arc end plate 4 and the lower arc end plate 5 are connected by a high-strength bolt 2. The diameters of the bolt holes and the intervals of the bolt holes among the disc springs 3, the upper arc end plate 4 and the lower arc end plate 5 are in one-to-one correspondence.
In the above-mentioned connection node, the steel of the upper steel column 1 and the lower steel column 6 is welding section steel, H-section steel, i-section steel, steel pipe or combination steel. The upper steel column 1 and the upper arc end plate 3, and the lower steel column 5 and the lower arc end plate 4 are welded by adopting welding seams.
When the embodiment is used specifically, the specific implementation process is as follows:
1) determining the number of the high-strength bolts 2 through the preset slip moment, thereby determining the bolt hole spacing and the arrangement of the bolts and further determining the size of the end plate;
the slip moment can be defined as the minimum bending moment required when the arc plates respectively connected with the upper steel column and the lower steel column slide relatively, namely the minimum bending moment required when the shear bearing capacity of the high-strength bolt is overcome,
a method for calculating the slip torque, wherein the slip torque can be calculated according to equation (1) without applying an axial pressure,
Mslip＝nNv bR (1)
in the formula, MslipIs the initial slip moment, N is the number of bolts, R is the distance from the acting force to the rotation center, Nv bThe design value of the shear-resisting bearing capacity of the high-strength bolt for single friction type connection is obtained.
2) The welding seam connecting part of the upper steel column 1 and the upper arc end plate 4 can properly move upwards along the flange of the upper steel column 1, so that the welding operation and the placement and connection of the lower arc end plate 5 in the later period are facilitated.
3) After the upper steel column 1 and the upper arc end plate 3 as well as the lower steel column 5 and the lower arc end plate 4 are welded by adopting welding seams, the disc spring 3, the upper arc end plate 4 and the lower arc end plate 5 are directly connected by adopting the high-strength bolt 2.
4) Designing the strength of the node:
different from the traditional node design requirement of 'strong node weak member', the node design requirement is that the upper and lower steel columns and the end plates cannot yield before the arc plates slide, namely 'weak node strong member'. According to a traditional design method, an equal-strength design method is adopted for seismic design of the splicing nodes in the frame structure, and the splicing nodes designed by the method are high in rigidity and are not allowed to slide under the action of an earthquake. If the column base high-strength bolt slip friction splicing node is designed to be weaker, the friction slip can be utilized to consume seismic energy.
In the domestic steel structure design specification, there is no design standard related to the slip friction node. The design of the sliding friction column base joint is very few in reference to relevant documents at home and abroad. In recent years, the literature on node design using frictional energy dissipation has increased, and much has been focused on beam-column nodes. According to the related documents, theoretical calculation of the splicing node by using the steel beam high-strength bolt indicates that: in order to realize energy consumption by utilizing slippage between plates and mutual extrusion of a bolt rod and a hole edge, the design of a beam-beam high-strength bolt splicing joint is weaker. Certainly, the high-strength bolt at the splicing part is required to be prevented from sliding under the normal use condition while sliding under the strong shock. Therefore, the specific design requirement should satisfy the following relation:
0.8Mps≥Mslip≥1.25Mss(2)
in the formula Mps: the plastic bending resistance bearing capacity of the splicing node;
Mslip: the bending moment value of slippage of the high-strength bolt at the splicing position;
Mss: the bending resistance bearing capacity of the splicing joint under the normal use condition.
When the node is designed, the steel column cannot yield when the upper arc plate and the lower arc plate slide, so that the design value of the high-strength bolt splicing node is weaker, and the design value of the sliding moment cannot exceed β times (β is less than or equal to 1) of the bending moment of the splicing part when the steel column yields, so as to ensure that the arc plates slide firstly, namely the arc plates slide firstly
Mslip≤βMx1(3)
Theoretical analysis shows that when the number of bolts used for connecting the nodes is too small, the connecting strength of the nodes is insufficient. According to the design manual of the steel structure connecting node (the third edition), in the splicing node of the column and the column, when the internal force at the splicing node is less than half of the designed value of the bearing capacity of the column, the performance of the splicing node is measured according to the continuity of the column, and the internal force for the design of the splicing node is not less than half of the designed value of the bearing capacity of the column. Then there is
0.5Mx1≤Mslip＝nNv bR (4)
0.5V≤nNv b(5)
In summary, the nodal point slip moment should satisfy inequality (6), i.e., the theoretical curve shown in the following graph.
0.5Mx1≤Mslip≤βMx1(6)
The theoretical curve shown in fig. 7 can be explained that, when the horizontal thrust F of the column top is small, relative sliding does not occur between the arc plates, and the upper steel column and the lower steel column are elastically deformed together up to the rotation angle θ1When the angle of rotation of the upper steel column reaches theta1In this case, the horizontal thrust F acts on the bending moment between the arc plates (M ═ F · H)1) Is exactly equal to slip moment MslipAt the moment, the arc plate is in a critical state of relative sliding; when the horizontal thrust F is slightly increased, the upper arc plate and the lower arc plate slide relatively until the rotation angle theta2At the moment, the bolt rod is just contacted with the hole wall of the long groove of the upper arc plate, and the horizontal thrust F is basically kept unchanged during the relative sliding of the upper arc plate and the lower arc plate; when the horizontal thrust F continues to increase, the bolt rod and the hole wall of the upper arc plate are mutually extruded, and the bending moment at the bottom of the steel column continues to increase until the corner theta3And the bottom of the steel column just yields.
Wherein, the joint connection strength coefficient α of the sliding friction energy consumption node can be the sliding moment and the bending moment value M of the splicing part when the column bottom is yieldingslip/Mx1The joint strength of the node can be reflected when the node is buckled from the beginning of slipping to the bottom of the steel column, and the joint strength is higher when the ratio is higher.
Finite element simulation is carried out through ANSYS, and it can be seen that the hysteresis curve shown in the graph 8 is approximately a parallelogram, and the characteristic of larger slippage deformation of the node is reflected. When the node is loaded reversely after unloading, the rigidity of the node is still not reduced, which shows that the integral rigidity is not greatly degraded. The hysteresis curve shape is full, and no pinching phenomenon exists, which indicates that the node form has good deformability and energy consumption capability.
Example 2
Referring to fig. 2 and 4, the design method and the theoretical calculation method of this embodiment are the same as those of example 1, and are not repeated. Unlike embodiment 1, the upper arc end plate 4 and the lower arc end plate 5 are each a concave end plate.
Finite element simulation is carried out through ANSYS, and it can be seen that the hysteresis curve shown in the graph 9 is approximately a parallelogram, and the characteristic of larger slip deformation of the node is reflected. When the node is loaded reversely after unloading, the rigidity of the node is still not reduced, which shows that the integral rigidity is not greatly degraded. The hysteretic curve shape is full, and the pinch phenomenon does not exist, so that the node form has good deformability and energy consumption capability, and the bearing capacity of the concave node is slightly lower than that of the convex node.
Example 3
Referring to fig. 5, the design method and the theoretical calculation method of this embodiment are the same as those of example 1, and are not repeated. Unlike example 1, the lower steel column 6 has a variable cross section.
Example 4
Referring to fig. 6, the design method and the theoretical calculation method of this embodiment are the same as those of example 1, and are not repeated. Unlike example 2, the lower steel column 6 has a variable cross section.
The above is only a preferred embodiment of the present invention, and it should be noted that, for those skilled in the art, many variations and modifications can be made without departing from the inventive concept of the present invention, which falls into the protection scope of the present invention.

Claims (7)

1. The utility model provides a high strength bolted connection arc end plate friction power consumption column base node that slides which characterized in that: the nodes are used for column base connection; the method comprises the following steps: the steel structure comprises an upper steel column (1), a lower steel column (5), an upper arc end plate (3), a lower arc end plate (4) and a plurality of high-strength bolts (2);
a plurality of corresponding bolt holes are formed in the corresponding positions of the upper arc end plate (4) and the lower arc end plate (5); the upper steel column (1) and the lower steel column (6) are connected through bolt holes in an upper arc end plate (4) and a lower arc end plate (5) by high-strength bolts (2); the upper steel column (1) and the lower steel column (5) are welded with the upper arc end plate (3) and the lower arc end plate (4) through welding seams; go up arc end plate (4), arc end plate (5) down and install in proper order from the top down at the bolted connection department of last steel column (1) and lower steel column (6), just go up the bolt aperture and the bolt hole interval one-to-one between arc end plate (4) and arc end plate (5) down.
2. The high strength bolted arc end plate slip friction energy dissipating column base node of claim 1, wherein: also comprises a plurality of disc springs (3); the disc springs (3) are respectively arranged between the nuts of the high-strength bolts (2) and the upper arc end plate (4); disc spring (3), last arc end plate (4), lower arc end plate (5) are installed from the top down in proper order at the bolted connection department of last steel column (1) and lower steel column (6), just also the bolt aperture and the bolt hole interval one-to-one between disc spring (3), last arc end plate (4) and lower arc end plate (5).
3. The high-strength bolted arc-shaped end plate sliding friction energy-dissipating column base joint according to claim 1 or 2, wherein: the upper arc end plate (4) and the lower arc end plate (5) are both convex end plates or both concave end plates; a plurality of bolt holes formed in the upper arc end plate (4) are long round bolt holes, and a plurality of bolt holes formed in the lower arc end plate (5) are standard round holes; the upper steel column (1) and the lower steel column (6) are the same in thickness.
4. The high-strength bolted arc-shaped end plate sliding friction energy-dissipating column base joint according to claim 1 or 2, wherein: the upper steel column (1) and the lower steel column (6) are welded section steel, I-shaped steel, H-shaped steel, steel pipes or combined steel.
5. The high strength bolted arc end plate slip friction energy dissipating column base node of claim 3, wherein: the upper steel column (1) and the lower steel column (6) are welded section steel, I-shaped steel, H-shaped steel, steel pipes or combined steel.
6. The high strength bolted arc end plate slip friction energy dissipating column base node of claim 5, wherein: the cross section of the upper steel column (1) is the same as that of the lower steel column (6); or the cross section of the lower steel column (6) is larger than that of the upper steel column (1).
7. The high strength bolted arc end plate slip friction energy dissipating column base node of claim 6, wherein: the cross section of the lower steel column (6) is an equal section or a variable section.
CN201911363188.5A 2019-12-26 2019-12-26 High-strength bolt connection arc-shaped end plate sliding friction energy dissipation column base joint Pending CN111101650A (en)

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CN201911363188.5A CN111101650A (en) 2019-12-26 2019-12-26 High-strength bolt connection arc-shaped end plate sliding friction energy dissipation column base joint

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113445441A (en) * 2021-07-19 2021-09-28 西南交通大学 Flexible steel column hinged support capable of amplitude limiting and universal rotating

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US20040010992A1 (en) * 2002-07-22 2004-01-22 Skidmore, Owings & Merrill Llp Seismic structural device
CN204551757U (en) * 2015-04-13 2015-08-12 中国航天建设集团有限公司 The semi-rigid connection joints of steel structure of a kind of pin type
CN205917906U (en) * 2016-08-01 2017-02-01 石家庄铁道大学 Power consumption steel column foot simply can slide
CN108166628A (en) * 2017-12-13 2018-06-15 武汉科技大学 A kind of attachment device and method for connecting foot joint
CN109372147A (en) * 2018-12-13 2019-02-22 周力强 A kind of arcuate friction formula damper for reinforcing bean column node

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US20040010992A1 (en) * 2002-07-22 2004-01-22 Skidmore, Owings & Merrill Llp Seismic structural device
CN204551757U (en) * 2015-04-13 2015-08-12 中国航天建设集团有限公司 The semi-rigid connection joints of steel structure of a kind of pin type
CN205917906U (en) * 2016-08-01 2017-02-01 石家庄铁道大学 Power consumption steel column foot simply can slide
CN108166628A (en) * 2017-12-13 2018-06-15 武汉科技大学 A kind of attachment device and method for connecting foot joint
CN109372147A (en) * 2018-12-13 2019-02-22 周力强 A kind of arcuate friction formula damper for reinforcing bean column node

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113445441A (en) * 2021-07-19 2021-09-28 西南交通大学 Flexible steel column hinged support capable of amplitude limiting and universal rotating

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Application publication date: 20200505