CN116791779A - Vertical space truss type lap joint column and design method thereof - Google Patents
Vertical space truss type lap joint column and design method thereof Download PDFInfo
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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
- 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
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- E—FIXED CONSTRUCTIONS
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- 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
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- G—PHYSICS
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- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
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- G06F30/20—Design optimisation, verification or simulation
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- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
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Abstract
A vertical space truss lap column comprising: the upper frame column is fastened with the upper bearing body; the lower frame column is fastened with the lower bearing body; the lap joint body is provided with an upper layer frame column and a lower layer frame column at the upper side and the lower side respectively, and is subjected to lap joint conversion by a truss chord member, a truss diagonal web member and a truss horizontal web member which are arranged between the upper layer frame column and the lower layer frame column in the lap joint body, and the stress characteristics of the main tensile stress and the main compressive stress serving as the main stress of the lap joint body are simplified into a triangular truss model. The invention has the advantages of clear force transmission path and simple stress analysis, converts the traditional complex space stress mode of lap joint block bending shear torsion into a simple axial force mode, greatly reduces rigidity mutation and stress concentration, improves structural safety, greatly reduces the consumption of building materials, is convenient to construct, can meet complex and changeable building space, furthest improves space utilization, and is worthy of popularization and use in industry.
Description
Technical Field
The invention relates to the technical field of building structures, in particular to a vertical space truss type lap joint column and a design method thereof.
Background
The truss structure has reasonable and efficient stress and high adaptability to building forms, and is widely applied to large-span structures and conversion structures. Truss structures are generally horizontally arranged linear or combined with building modeling curves, and are stressed in such a way that all the rods bear axial forces (pulling or pressing), bending moment is borne by the axial forces of the upper chord and the lower chord, and shearing force is borne by the axial forces of the web members.
Lap joint generally refers to the existence of a partial overlap of the ends of two connectors and the provision of certain structural measures to make the connection. The lap joint structure is used as one of conversion structures, and the upper layer column and the lower layer column are converted, so that effective transmission of vertical load, protrusion and recess of building facades can be realized, and the utilization rate of building space is improved.
However, the lap joint body has large volume, complex stress and high calculation and analysis requirements, and particularly when the offset distance of the upper frame column and the lower frame column is large, the traditional lap joint column mode is easy to cause the overlarge lap joint body, so that the problems of overlarge local rigidity, obvious stress concentration, inflexible component arrangement, more consumed materials, earthquake resistance, adverse influence on building elevation and the like are generated, and even the structural safety is influenced.
The upper and lower frame column lap joint body which can effectively solve the problems of more lap joint body materials, complex stress, high calculation and analysis requirements and the like on the premise of meeting the requirements of building elevation and use space, is lighter, has higher building form adaptability and realizes larger offset distance becomes one of the technical problems to be solved urgently in the field.
Therefore, in order to solve the problems in the prior art, the designer actively researches and improves the vertical space truss type lap joint column and the design method thereof by virtue of years of experience in the industry.
Disclosure of Invention
The invention provides a vertical space truss type lap joint column, which aims at overcoming the defects that in the prior art, the traditional lap joint body is large in size, complex in stress and high in calculation and analysis requirements, particularly when the offset distance between an upper frame column and a lower frame column is large, the traditional lap joint body is excessively large due to the mode of the traditional lap joint body, so that local rigidity is excessively large, stress concentration is obvious, component arrangement is not flexible enough, materials are consumed, earthquake resistance is bad, building elevation is influenced, and even structural safety is influenced.
The second purpose of the invention is to provide a design method of the vertical space truss type lap joint column, aiming at the defects of large volume, complex stress, high calculation and analysis requirements of the traditional lap joint body, over-large lap joint body caused by the traditional lap joint column mode, over-large local rigidity, obvious stress concentration, inflexible component arrangement, high material consumption, earthquake resistance, influence on building elevation, even influence on structural safety and the like of the traditional lap joint body in the prior art, especially when the offset distance of an upper layer frame column and a lower layer frame column is large.
To achieve the first object of the present invention, there is provided a vertical space truss type lap joint column including:
the upper layer frame column is fixedly arranged with the upper bearing body;
the lower frame column is fixedly arranged with the lower bearing body;
the lap joint body, upper and lower both sides of lap joint body set up upper frame post and lower floor frame post respectively to through setting up in the lap joint body, and truss chord member, truss diagonal web member, truss horizontal web member that lie in between upper frame post and the lower floor frame post carry out lap joint conversion, the vertical extension section of lower floor frame post is as vertical depression bar, upper frame post bottom with lower floor frame post top line part is as oblique depression bar, as the atress characteristic of the principal tensile stress and the principal compressive stress of lap joint body principal stress simplifies to triangular truss model.
Optionally, when the offset of upper frame post and lower frame post is in the coplanar, the overlap joint body adopts vertical truss overlap joint structure, upper frame post is independent cylinder structure.
Optionally, when the deviation of upper frame column and lower frame column is not in the coplanar, overlap joint body adopts the overlap joint structure that vertical three-dimensional truss formed, upper frame column is independent cylinder structure.
Optionally, when the offset of the upper frame column and the lower frame column is not in the same plane, the lap joint body adopts a lap joint structure formed by vertical stereoscopic trusses, and the upper frame column is in a planar truss structure form.
Optionally, the node connection of the truss chord member and the truss diagonal web member, and the truss horizontal web member is hinged or rigid.
Optionally, the upper frame column, the lower frame column, the truss chord, the truss diagonal web member, and the truss horizontal web member are linear or non-linear members.
Optionally, the mode of reinforcing the lap joint body connection node of the upper frame column or the lower frame column and the vertical truss is one mode of increasing the cross section and the thickness of a member at the joint of the upper frame column or the lower frame column and the vertical truss, arranging stiffening ribs or adopting cast steel nodes.
Alternatively, the truss diagonal web member is provided as a single diagonal member or an "X" shaped cross diagonal web member.
Optionally, the angle between the truss diagonal web member and the truss chord member, and the angle between the truss horizontal web member are 30-60 degrees.
Optionally, the connection nodes among the truss chords, the truss diagonal web members and the truss horizontal web members in the vertical truss lap joint body are reinforced by increasing the section of a first member, inserting another second member into the first member and arranging stiffening ribs.
In order to achieve the second object of the present invention, the present invention provides a method for designing a vertical space truss type lap joint column, wherein the method for designing a vertical space truss type lap joint column is arranged on the same side of the lap joint body, and an upper beam horizontal member adjacent to an upper supporting body and a lower beam horizontal member adjacent to a lower supporting body bear axial forces with equal magnitudes and opposite directions.
Optionally, moment formed by axial force of the upper beam horizontal member and the lower beam horizontal member resists overturning bending moment generated by deflection of the upper frame column and the lower frame column.
Optionally, the column end shear force of the upper frame column and the lower frame column is smaller than the beam end bending moment of the upper beam horizontal member and the lower beam horizontal member, the column end bending moment of the upper frame column and the lower frame column and the axial force, and the influence is ignored.
Optionally, the lap joint establishes the following equilibrium equation:
horizontal force balance equation: t (T) 1 ＝T 2 (1)
Vertical force balance equation: n (N) 1 +N G +V 1 +V 2 ＝N 2 (2)
Moment balance equation: n (N) 1 a+N G b＝T 1 h(3)
Wherein T is 1 Is the axial force of the upper beam horizontal component, T 2 Is the axial force of the lower beam horizontal component; n (N) 1 Is the axial force of the bottom end of the upper frame column, N 2 The axial force is the top axial force of the lower layer frame column; n (N) G The resultant force is formed by the dead weight of the lap joint body and the vertical load transferred to the lap joint body by the upper bearing body where the lap joint body is positioned; v (V) 1 Is the beam end shearing force of the upper beam horizontal member, V 2 Is a lower beam horizontal componentBeam end shear force; a is the offset distance between the upper frame column and the lower frame column; b is N G And N 2 A horizontal distance between the points of action; h is the distance between the upper beam horizontal member and the lower beam horizontal member.
Optionally, when the joints of the truss chord members, the truss diagonal web members and the truss horizontal web members are hinged and the members are not subjected to external force, the truss chord members, the truss diagonal web members and the truss horizontal web members are used as axial stress members, the calculation of the section strength of the members is carried out according to formulas (4) to (6), the calculation of the stability is carried out according to formula (7), and the requirement of the allowable slenderness ratio limit value of the current relevant standard is met;
mao Jiemian yield:
net cross section fracture:
net cross-section fracture of tension members frictionally attached with high strength bolts:
mao Jiemian yield:
wherein: delta is the positive stress;
n is the axial force design value (N) at the calculated cross section;
f is the design value of tensile/compressive strength (N/mm) 2 )；
A is the wool cross-sectional area (mm) of the member 2 )；
A n Is the net cross-sectional area (mm) of the component 2 )
f u Is the minimum value of the tensile strength (N/mm) 2 )
n is the number of high-strength bolts connected at one end of the member at the joint or splice;
n 1 the number of high strength bolts for the calculated section (at the outermost row of bolts);
is the stability factor of the axial compression member.
Alternatively, when the chord, diagonal web or horizontal web members are solid web axial compression members, the relevant requirements of the current relevant standards with respect to local stability and post-buckling strength should be met.
Optionally, when the joints of the truss chord members, the truss diagonal web members and the truss horizontal web members are just connected, under the action of vertical load, the truss diagonal web members are mainly subjected to axial force, and the strength and stability are calculated according to formulas (4) - (7); the truss chord members and the truss horizontal web members are bending members, strength calculation is carried out according to formulas (8) - (9), stability calculation is carried out according to formulas (10) - (13), and the construction requirements of the current related standards are met;
calculation of the strength of the component except for the circular tube section:
calculating the strength of the round section member:
in-plane stability calculation:
N EX '＝π 2 EA/(1.1λ x 2 ) (11)
out-of-plane stability calculation:
wherein N is an axial pressure design value (N) at the same section;
M x 、M y the design values (N.mm) of the (maximum) bending moment of the X axis and the Y axis at the same section (within the range of the calculated section of the component) are respectively shown;
γ x 、γ y is the section plasticity development coefficient;
γ m is the section plasticity development coefficient of the round component;
W n is the net section modulus (mm) 3 )；
N EX ' parameters, calculated according to equation (11);
the stability coefficient of the in-plane axial compression component acts on the bending moment;
W 1x for a modulus of Mao Jiemian (mm) for a pressed maximum fiber in the plane of action of a bending moment 3 )；
The stability coefficient of the axial compression component outside the bending moment acting plane;
the integral stability coefficient of the flexural member which is uniformly bent;
η is a section influence coefficient, the closed section η=0.7, and the other sections η=1.0;
W 2x mao Jiemian modulus (mm) at the flangeless end 3 )
Alternatively, when an external load is applied to the truss chord, the truss diagonal web member, or the truss horizontal web member, the strength and stability calculation is performed according to the tension (compression) bending member using equations (8) to (13).
In summary, the lap joint mode of the vertical space truss type lap joint column is clear in force transmission path and simple in stress analysis, the traditional lap joint block bending, shearing and twisting complex space stress mode is converted into a simple axial force mode, rigidity mutation and stress concentration are greatly reduced, structural safety is improved, the consumption of building materials is greatly reduced, construction is convenient, complex and changeable building space can be met, space utilization is improved to the maximum extent, and popularization and use in the industry are worth.
Drawings
FIG. 1 is a schematic view of a first embodiment of a vertical space truss lap column of the present invention;
FIG. 2 is a schematic view of a second embodiment of a vertical space truss lap column of the present invention;
FIG. 3 is a schematic view of a third embodiment of a vertical space truss lap column of the present invention;
FIG. 4 is a schematic view of a fourth embodiment of a vertical space truss lap column of the present invention;
FIG. 5 is a schematic view of the vertical space truss lap column of the present invention;
FIG. 6 is a schematic diagram of the principal stress trace of the lap joint body of the vertical space truss lap joint column of the present invention;
FIG. 7 is a schematic view of a lap joint formed by a vertical stereoscopic truss according to an embodiment of the invention;
FIG. 8 shows a curved surface structure formed by connecting overlapping bodies formed by vertical three-dimensional trusses according to an embodiment of the present invention;
FIG. 9 is a view showing the construction of a node when the lap joint body formed by the vertical three-dimensional truss is used for connection according to the embodiment of the invention;
FIG. 10 is a cross-sectional view taken along line A-A of a node configuration of an embodiment of the present invention employing lap joint body connection formed by vertical stereoscopic trusses.
Detailed Description
For a detailed description of the technical content, constructional features, achieved objects and effects of the present invention, the following detailed description will be given with reference to the accompanying drawings.
Referring to fig. 1 to 4, fig. 1 is a schematic structural diagram of a first embodiment of a vertical space truss type lap joint column according to the present invention. Fig. 2 is a schematic structural view of a second embodiment of the vertical space truss type lap joint column of the present invention. Fig. 3 is a schematic structural view of a third embodiment of the vertical space truss type lap joint column of the present invention. Fig. 4 is a schematic structural view of a fourth embodiment of the vertical space truss type lap joint column of the present invention. The vertical space truss type lap joint column comprises:
the upper frame column 1 is fixedly arranged with the upper bearing body 10;
a lower frame column 2, wherein the lower frame column 2 is fastened with the lower bearing body 20;
the lap joint body 3, the upper and lower both sides of lap joint body 3 set up upper frame post 1 and lower floor frame post 2 respectively to through setting up in lap joint body 3, and be located truss chord member 4, truss diagonal web member 5, truss horizontal web member 6 between upper frame post 1 and the lower floor frame post 2 and carry out lap joint conversion, the vertical extension section of lower floor frame post 2 is as vertical depression bar, upper frame post 1 bottom with the top line part of lower floor frame post 2 is as oblique depression bar, is as the atress characteristic of the principal tensile stress and the principal compression stress of lap joint body 3 is simplified to the triangle truss model.
Referring to fig. 5 and 6 in combination with fig. 1 to 4, fig. 5 is a schematic view of the vertical space truss type lap joint column according to the present invention. Fig. 6 is a schematic diagram of principal stress traces of a lap joint body of a vertical space truss lap joint column of the present invention. Under the effect of vertical load, the atress characteristics of vertical space truss formula overlap joint post are: the upper beam horizontal member 7 adjacent to the upper bearing body 10 and the lower beam horizontal member 8 adjacent to the lower bearing body 20 are arranged on the same side of the lap joint body 3 and bear axial forces with equal magnitudes and opposite directions; moment formed by axial force of the upper beam horizontal member 7 and the lower beam horizontal member 8 resists overturning bending moment generated by deflection of the upper frame column 1 and the lower frame column 2.
As one skilled in the art will readily understand, the column end shear forces of the upper and lower frame columns 1 and 2 are small compared to the beam end bending moments of the upper and lower beam horizontal members 7 and 8, the column end bending moments of the upper and lower frame columns 1 and 2, and the axial forces thereof are negligible. The following equilibrium equation is then established for the overlap 3:
horizontal force balance equation: t (T) 1 ＝T 2 (1)
Vertical force balance equation: n (N) 1 +N G +V 1 +V 2 ＝N 2 (2)
Moment balance equation: n (N) 1 a+N G b＝T 1 h(3)
Wherein T is 1 Is the axial force of the upper beam horizontal member 7, T 2 An axial force of the lower beam horizontal member 8; n (N) 1 Is the axial force of the bottom end of the upper frame column 1, N 2 The top axial force of the lower frame column 2 is obtained; n (N) G Resultant force formed by the vertical load transferred to the lap joint body 3 by the dead weight of the lap joint body 3 and the upper bearing body 10 where the lap joint body 3 is positioned; v (V) 1 Is the beam end shearing force of the upper beam horizontal member 7, V 2 Beam end shear for the lower beam horizontal member 8; a is the offset distance between the upper frame column 1 and the lower frame column 2; b is N G And N 2 A horizontal distance between the points of action; h is the distance between the upper beam horizontal member 7 and the lower beam horizontal member 8.
Further, the overlap joint body 3 is optimized, when the deviation of the upper frame column 1 and the lower frame column 2 is in the same plane, the overlap joint body 3 adopts a vertical truss type overlap joint structure, and the upper frame column 1 is in an independent column structure. The upper frame column 1 and the lower frame column 2 realize lap joint conversion through truss chords 4, truss diagonal web members 5 and truss horizontal web members 6, and the force transmission path is clear.
Further, when the offset of the upper frame column 1 and the lower frame column 2 is not in the same plane, the lap joint body 3 adopts a lap joint structure formed by vertical stereoscopic trusses, so that the upper frame column 1 is in an independent column structure and can also extend the meaning of the upper frame column, that is, the upper frame column 1 adopts a truss structure form in a plane.
As a specific embodiment, the joints of the truss chord member 4, the truss diagonal web member 5 and the truss horizontal web member 6 can be hinged or just connected according to the construction type and the structural stress. When the node connection is hinged and each member is not subjected to external force, the truss chord member 4, the truss diagonal web member 5 and the truss horizontal web member 6 are used as axle center stress members, the calculation of the section strength of the members is carried out according to formulas (4) - (6), the calculation of the stability is carried out according to formula (7), and the requirement of the allowable slenderness ratio limit value of the current relevant standard is met. When the truss chord member 4, the truss diagonal web member 5 or the truss horizontal web member 6 are solid web type axial compression members, the related requirements of the existing related standards on local stability and post-buckling strength should be met.
Mao Jiemian yield:
net cross section fracture:
net cross-section fracture of tension members frictionally attached with high strength bolts:
mao Jiemian yield:
wherein: delta is the positive stress;
n is the axial force design value (N) at the calculated cross section;
f is the design value of tensile/compressive strength (N/mm) 2 )；
A is the wool cross-sectional area (mm) of the member 2 )；
A n Is the net cross-sectional area (mm) of the component 2 )
f u Is the minimum value of the tensile strength (N/mm) 2 )
n is the number of high-strength bolts connected at one end of the member at the joint or splice;
n 1 the number of high strength bolts for the calculated section (at the outermost row of bolts);
is the stability factor of the axial compression member.
When the node connection is rigid connection, under the action of vertical load, the truss diagonal web member 5 is mainly subjected to axial force, and the strength and stability calculation can be performed according to formulas (4) to (7); the truss chord member 4 and the truss horizontal web member 6 are bending members, strength calculation is carried out according to formulas (8) - (9), stability calculation is carried out according to formulas (10) - (13), and the construction requirements of the current relevant standards are met.
Calculation of the strength of the component except for the circular tube section:
calculating the strength of the round section member:
in-plane stability calculation:
N EX '＝π 2 EA/(1.1λ x 2 ) (11)
out-of-plane stability calculation:
wherein N is an axial pressure design value (N) at the same section;
M x 、M y the design values (N.mm) of the (maximum) bending moment of the X axis and the Y axis at the same section (within the range of the calculated section of the component) are respectively shown;
γ x 、γ y is the section plasticity development coefficient;
γ m is the section plasticity development coefficient of the round component;
W n is the net section modulus (mm) 3 )；
N EX ' parameters, calculated according to equation (11);
the stability coefficient of the in-plane axial compression component acts on the bending moment;
W 1x for a modulus of Mao Jiemian (mm) for a pressed maximum fiber in the plane of action of a bending moment 3 )；
The stability coefficient of the axial compression component outside the bending moment acting plane;
the integral stability coefficient of the flexural member which is uniformly bent;
η is a section influence coefficient, the closed section η=0.7, and the other sections η=1.0;
W 2x mao Jiemian modulus (mm) at the flangeless end 3 )
Similarly, when an external load is applied to the truss chord 4, the truss diagonal web 5, or the truss horizontal web 6, the strength and stability calculation is performed by using formulas (8) to (13) according to the tension (compression) bending member.
Obviously, depending on the modeling of the building structure, the upper frame column 1, the lower frame column 2, the truss chord 4, the truss diagonal web member 5, and the truss horizontal web member 6 may be non-linear members.
As a person skilled in the art easily knows, the connection between the upper frame column 1 or the lower frame column 2 and the vertical truss is a key part of the lap joint body, and if the lap joint body bears large axial force, bending moment and shearing force, reinforcing measures should be taken for the connection node. As a specific embodiment, preferably, the joint between the upper frame column 1 or the lower frame column 2 and the lap joint body 3 of the vertical truss is reinforced by increasing the cross section and the thickness of a member at the joint between the upper frame column 1 or the lower frame column 2 and the vertical truss, arranging stiffening ribs or adopting cast steel joints.
Further, the height, width, truss internode length, web member arrangement and web member angle of the vertical truss type lap joint body can be flexibly arranged according to structural characteristics. Preferably, truss diagonal web member 5 may be provided as a single diagonal member or as an "X" shaped cross diagonal web member; the angle between the truss diagonal web member 5 and the truss chord member 4, and between the truss horizontal web member 6 is preferably 30 ° to 60 °.
In order to more intuitively disclose the technical scheme of the invention and highlight the beneficial effects of the invention, the vertical space truss type lap joint column and the design method thereof are described with reference to specific embodiments. In specific embodiments, the height, width, truss internode length, web arrangement, web angle, etc. of the vertical truss overlap are only examples, and should not be construed as limiting the technical solution of the present invention.
Referring to fig. 7 to 10 in combination with fig. 1 to 5, fig. 7 is a schematic diagram of a lap joint formed by a vertical three-dimensional truss according to an embodiment of the invention. Fig. 8 shows a curved surface structure formed by connecting overlapping bodies formed by vertical stereoscopic trusses according to an embodiment of the present invention. Fig. 9 is a view showing a node construction of a lap joint body connection formed by using vertical three-dimensional trusses according to an embodiment of the present invention. FIG. 10 is a cross-sectional view taken along line A-A of a node configuration of an embodiment of the present invention employing lap joint body connection formed by vertical stereoscopic trusses. By way of non-limiting example, according to a construction solution, the vertical force transmission path of the structure is not through-going, and the upper and lower structural elements are not in the same plane. According to the structural arrangement characteristics of the embodiment, the lap joint body of the vertical three-dimensional truss is adopted to replace a solid lap joint body, so that the complex outer elevation curved surface modeling of a building is met, the purpose of saving the material consumption is achieved, and the effects of light building and convenience in construction are achieved.
Further, the connection nodes among the truss chord members 4, the truss diagonal web members 5 and the truss horizontal web members 6 in the vertical truss lap joint body 3 are weak in connection, the stress of the lower column member is large, the section of the first member 91 can be increased, the other second member 92 can be inserted into the first member 91, and the stiffening ribs 93 are arranged, so that the safety of the lap joint column structure is ensured.
In summary, the lap joint mode of the vertical space truss type lap joint column is clear in force transmission path and simple in stress analysis, the traditional lap joint block bending, shearing and twisting complex space stress mode is converted into a simple axial force mode, rigidity mutation and stress concentration are greatly reduced, structural safety is improved, the consumption of building materials is greatly reduced, construction is convenient, complex and changeable building space can be met, space utilization is improved to the maximum extent, and popularization and use in the industry are worth.
It will be appreciated by those skilled in the art that various modifications and variations can be made to the invention without departing from the spirit or scope of the invention. Accordingly, the present invention is deemed to cover any modifications and variations, if they fall within the scope of the appended claims and their equivalents.
Claims (17)
1. A vertical space truss lap column, characterized in that the vertical space truss lap column comprises:
the upper layer frame column is fixedly arranged with the upper bearing body;
the lower frame column is fixedly arranged with the lower bearing body;
the lap joint body, upper and lower both sides of lap joint body set up upper frame post and lower floor frame post respectively to through setting up in the lap joint body, and truss chord member, truss diagonal web member, truss horizontal web member that lie in between upper frame post and the lower floor frame post carry out lap joint conversion, the vertical extension section of lower floor frame post is as vertical depression bar, upper frame post bottom with lower floor frame post top line part is as oblique depression bar, as the atress characteristic of the principal tensile stress and the principal compressive stress of lap joint body principal stress simplifies to triangular truss model.
2. The vertical space truss type lap joint column according to claim 1, wherein when the upper frame column and the lower frame column are deviated in the same plane, the lap joint body adopts a vertical truss type lap joint structure, and the upper frame column is in an independent column structure.
3. The vertical space truss type lap joint column according to claim 1, wherein when the offset of the upper frame column and the lower frame column is not in the same plane, the lap joint body adopts a lap joint structure formed by vertical three-dimensional trusses, and the upper frame column is in an independent column structure.
4. The vertical space truss type lap joint column according to claim 1, wherein when the offset of the upper frame column and the lower frame column is not in the same plane, the lap joint body adopts a lap joint structure formed by vertical three-dimensional trusses, and the upper frame column is in the form of a planar truss structure.
5. The vertical space truss lap column of claim 1 wherein the nodal connection of the chord members to the diagonal web members and the horizontal web members is hinged or rigid.
6. The vertical space truss lap column of claim 1 wherein the upper frame column, lower frame column, truss chord, truss diagonal web member, truss horizontal web member are straight or non-straight members.
7. The vertical space truss type lap joint column according to claim 1, wherein the lap joint body connection joint of the upper frame column or the lower frame column and the vertical truss is reinforced by increasing the cross section and the thickness of a member at the joint of the upper frame column or the lower frame column and the vertical truss, arranging stiffening ribs or adopting cast steel joints.
8. The vertical space truss lap column of claim 1 wherein the truss diagonal web member is configured as a single diagonal member or an "X" shaped cross diagonal web member.
9. The vertical space truss lap column of claim 1 wherein the angle between the truss diagonal web member and the truss chord member, truss horizontal web member is between 30 ° and 60 °.
10. A method of designing a vertical space truss style lap column of claim 1 wherein upper beam horizontal members immediately adjacent to the upper carrier and lower beam horizontal members immediately adjacent to the lower carrier are subjected to equal and opposite axial forces.
11. The method of designing a vertical space truss type lap joint column of claim 10, wherein moment formed by axial forces of the upper beam horizontal member and the lower beam horizontal member resists overturning bending moment generated by deflection of the upper frame column and the lower frame column.
12. The method of designing a vertical space truss type lap joint column according to claim 11, wherein the column end shear force of the upper frame column and the lower frame column is smaller than the beam end bending moment of the upper beam horizontal member and the lower beam horizontal member, the column end bending moment of the upper frame column and the lower frame column, and the axial force, and the influence thereof is ignored.
13. The method of designing a vertical space truss style lap joint column of claim 12, wherein the lap joint body establishes the equilibrium equation:
horizontal force balance equation: t (T) 1 ＝T 2 (1)
Vertical force balance equation: n (N) 1 +N G +V 1 +V 2 ＝N 2 (2)
Moment balance equation: n (N) 1 a+N G b＝T 1 h(3)
Wherein T is 1 Is the axial force of the upper beam horizontal component, T 2 Is the axial force of the lower beam horizontal component; n (N) 1 Is the axial force of the bottom end of the upper frame column, N 2 The axial force is the top axial force of the lower layer frame column; n (N) G The resultant force is formed by the dead weight of the lap joint body and the vertical load transferred to the lap joint body by the upper bearing body where the lap joint body is positioned; v (V) 1 Beam end shear force for upper beam horizontal member，V 2 Beam end shear force for the lower beam horizontal member; a is the offset distance between the upper frame column and the lower frame column; b is N G And N 2 A horizontal distance between the points of action; h is the distance between the upper beam horizontal member and the lower beam horizontal member.
14. The method for designing the vertical space truss type lap joint column according to claim 12, wherein when the joints of the truss chord member, the truss diagonal web member and the truss horizontal web member are hinged and the external force is not born on each member, the truss chord member, the truss diagonal web member and the truss horizontal web member are used as axial stress members, the calculation of the section strength of the members is carried out according to formulas (4) to (6), the calculation of the stability is carried out according to formula (7), and the requirement of the allowable slenderness ratio limit value of the current relevant standard is met;
mao Jiemian yield:
net cross section fracture:
net cross-section fracture of tension members frictionally attached with high strength bolts:
mao Jiemian yield:
wherein: delta is the positive stress;
n is the axial force design value (N) at the calculated cross section;
f is the design value of tensile/compressive strength (N/mm) 2 )；
A is the wool cross-sectional area (mm) of the member 2 )；
A n Is the net cross-sectional area (mm) of the component 2 )
f u Is the minimum value of the tensile strength (N/mm) 2 )
n is the number of high-strength bolts connected at one end of the member at the joint or splice;
n 1 the number of high strength bolts for the calculated section (at the outermost row of bolts);
is the stability factor of the axial compression member.
15. The method of claim 14, wherein the requirement of the existing relevant standard for local stability and post-buckling strength is met when the chord members, diagonal web members or horizontal web members are solid web axial compression members.
16. The method for designing a truss overlap column in a vertical space according to claim 12, wherein when the truss chord member is connected with the truss diagonal web member and the nodes of the truss horizontal web member in a rigid connection manner, under the action of vertical load, the truss diagonal web member is mainly subjected to axial force, and the strength and stability are calculated according to formulas (4) to (7); the truss chord members and the truss horizontal web members are bending members, strength calculation is carried out according to formulas (8) - (9), stability calculation is carried out according to formulas (10) - (13), and the construction requirements of the current related standards are met;
calculation of the strength of the component except for the circular tube section:
calculating the strength of the round section member:
in-plane stability calculation:
N EX '＝π 2 EA/(1.1λ x 2 ) (11)
out-of-plane stability calculation:
wherein N is an axial pressure design value (N) at the same section;
M x 、M y the design values (N.mm) of the (maximum) bending moment of the X axis and the Y axis at the same section (within the range of the calculated section of the component) are respectively shown;
γ x 、γ y is the section plasticity development coefficient;
γ m is the section plasticity development coefficient of the round component;
W n is the net section modulus (mm) 3 )；
N EX ' parameters, calculated according to equation (11);
the stability coefficient of the in-plane axial compression component acts on the bending moment;
W 1x for a modulus of Mao Jiemian (mm) for a pressed maximum fiber in the plane of action of a bending moment 3 )；
The stability coefficient of the axial compression component outside the bending moment acting plane;
the integral stability coefficient of the flexural member which is uniformly bent;
η is a section influence coefficient, the closed section η=0.7, and the other sections η=1.0;
W 2x mao Jiemian modulus at flangeless end(mm 3 )。
17. The method for designing a vertical space truss type lap joint column according to claim 16, wherein when an external load is applied to the truss chord member, the truss diagonal web member or the truss horizontal web member, the calculation of the strength and the stability is performed according to the tension (compression) bending member by using formulas (8) to (13).
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN117027160A (en) * | 2023-07-07 | 2023-11-10 | 四川省建筑设计研究院有限公司 | Vertical space truss type lap joint column and design method thereof |
| CN118194419A (en) * | 2024-05-17 | 2024-06-14 | 中国建筑西南设计研究院有限公司 | Method and equipment for designing cold-formed thin-walled steel floor truss |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117027160A (en) * | 2023-07-07 | 2023-11-10 | 四川省建筑设计研究院有限公司 | Vertical space truss type lap joint column and design method thereof |
| CN118194419A (en) * | 2024-05-17 | 2024-06-14 | 中国建筑西南设计研究院有限公司 | Method and equipment for designing cold-formed thin-walled steel floor truss |
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