Eccentric supporting structure replaceable energy dissipation beam section connecting joint and design method thereof

Abstract

The invention discloses a design method for a connecting joint of a replaceable energy-consuming beam section of an eccentric supporting structure, and relates to the technical field of building steel structures, the design method mainly comprises the following steps: step 1, determining the shear bearing capacity of the energy-consuming beam section; 2, the bending moment, the axial force and the shearing force of the connecting joint are determined; 3, checking the bearing capacity of the high-strength bolt; 4, checking the bearing capacity; and 5, checking the rigidity of the connecting node of the energy-consuming beam section and the frame beam section. The invention further discloses a replaceable energy dissipation beam section connecting joint of the eccentric supporting structure, the replaceable energy dissipation beam section connecting joint comprises the two frame beam sections, the box type section eccentric support and the energy dissipation beam section, and the energy dissipation beam section is arranged between the two frame beam sections and connected through the high-strength bolts. By means of the method, the structure can be reasonably designed, the rigidity of the connecting joints of the energy dissipation beam sections and the frame beam sections is accurately calculated, and on the premise that the expected rigidity, yield mechanism and energy dissipation and shock absorption of the main body structure are not affected, post-earthquake recovery can be achieved conveniently.

Description

Technical Field

[0001] The invention relates to the technical field of building steel structures, in particular to a replaceable energy-absorbing beam segment connection node of an eccentric support structure and a design method thereof. Background Art

[0002] Currently, there are connection nodes for replaceable energy-absorbing beam sections in eccentrically supported steel structures. For example, patent CN108487465A discloses a structural design method for connection nodes for replaceable energy-absorbing beam sections in eccentrically supported steel structures. However, this method only provides a form and structural design, without clearly explaining the specific design method. Therefore, with respect to the connection nodes for replaceable energy-absorbing beam sections in eccentrically supported steel structures disclosed in patent CN108487465A, there is an urgent need for a connection node for replaceable energy-absorbing beam sections in eccentrically supported steel structures and a design method thereof to meet the technical requirements. Summary of the Invention

[0003] The purpose of the present invention is to provide a replaceable energy-absorbing beam segment connection node of an eccentric support structure and a design method thereof, so as to solve the problems existing in the above-mentioned prior art, enable reasonable design of the structure, and ensure the overall rigidity of the structure without affecting the shock absorption effect.

[0004] To achieve the above object, the present invention provides the following solutions:

[0005] The present invention provides a design method for a connection node of a replaceable energy-absorbing beam section of an eccentric support structure, comprising the following steps:

[0006] Step 1: Determine the shear bearing capacity of the energy-absorbing beam segment;

[0007] Step 2: Determine the bending moment, axial force and shear force at the connection node between the energy-absorbing beam segment and the frame beam segment;

[0008] Step 3: Checking the bearing capacity of high-strength bolts at the connection between the energy-absorbing beam section and the frame beam section;

[0009] Step 4: Check the bearing capacity of the end plates of the energy-absorbing beam segment and the frame beam segment;

[0010] Step 5: Check the stiffness of the connection nodes between the energy-absorbing beam segment and the frame beam segment according to the following formula:

[0011] Bending stiffness K1 of the frame beam end plate:

[0012] The stiffness of the first row of bolts is K 1,1 , the stiffness of the second row of bolts is K 1,2 , the stiffness of the third row of bolts is K 1,3 ,

[0013]

[0014] Bending stiffness K2 of the end plate of the energy-absorbing beam segment:

[0015] The stiffness of the first row of bolts is K 2,1 , the stiffness of the second row of bolts is K 2,2 , the stiffness of the third row of bolts is K 2,3 .

[0016]

[0017] High-strength bolt tensile stiffness K3:

[0018] The stiffness of the first row of bolts is K 3,1 , the stiffness of the second row of bolts is K 3,2 , the stiffness of the third row of bolts is K 3,3 .

[0019] K 3,1 =K 3,2 =K 3,3 =1.6A s / l bo

[0020] The stiffness of the connection between the first row of high-strength bolts and the end plate:

[0021] K eff.1 =1 / (1 / K 1,1 +1 / K 2,1 +1 / K 3,1 )

[0022] The stiffness of the connection between the second row of high-strength bolts and the end plate:

[0023] K eff.2 =1 / (1 / K 1,2 +1 / K 2,2 +1 / K 3,2 )

[0024] The stiffness of the connection between the third row of high-strength bolts and the end plate:

[0025] K eff.3 =1 / (1 / K 1,3 +1 / K 2,3 +1 / K 3,3 )

[0026] Stiffness of high-strength bolts in parallel:

[0027] K ep =(K eff.1 .h1+K eff.2 .h2+K eff.3 .h3) / Z ep

[0028]

[0029] The node rotation stiffness should meet the rigid connection requirements:

[0030]

[0031] Where: l cf is the effective width of the plastic hinge line of the frame beam end plate under bending, which is 2πm cf.b ; l ep.a is the effective width of the plastic hinge line of the end plate at the first row of bolts in the energy-absorbing beam section, and is taken as min(2πm ep.a ,πm ep.a +2e ep.a );l ep.b The effective width of the plastic hinge line of the end plate at the second and third rows of bolts in the energy-absorbing beam section is 2πm. ep.b ;t cf is the thickness of the end plate of the frame beam segment; t ep is the thickness of the end plate of the energy-absorbing beam; m cf.b The minimum distance from high-strength bolts to the web of the frame beam; m ep.a The minimum distance from the outermost row of high-strength bolts to the flange of the energy-absorbing beam; m ep.b The minimum distance from the internal high-strength bolts to the web of the energy-absorbing beam section; e ep.a A is the minimum distance from the outermost row of high-strength bolts to the outermost edge of the end plate of the energy-absorbing beam section; s is the effective tensile area of ​​high-strength bolts; l bo is the calculated length of the high-strength bolt; I b is the moment of inertia of the energy-absorbing beam section; L b is the length of the energy-absorbing beam section; E is the elastic modulus of steel; h1 is the distance from the first row of high-strength bolts to the compression center, which is the distance from the first row of high-strength bolts to the center of the lower flange of the energy-absorbing beam section; h2 is the distance from the second row of high-strength bolts to the compression center, which is the distance from the second row of high-strength bolts to the center of the lower flange of the energy-absorbing beam section; h3 is the distance from the third row of high-strength bolts to the compression center, which is the distance from the third row of high-strength bolts to the center of the lower flange of the energy-absorbing beam section.

[0032] In some embodiments, the high-strength bolt bearing capacity check in step 3 is performed according to the following formula:

[0033]

[0034] N t1..N =N con / n

[0035] N v1 =V con / n

[0036]

[0037] Where: x i is the horizontal distance from any high-strength bolt to the center of the bolt group; i is the vertical distance from any high-strength bolt to the center of the bolt group; y1 is the vertical distance from a high-strength bolt with the largest side force to the center of the bolt group; is the design value of the tensile bearing capacity of a high-strength bolt; is the design value of the shear bearing capacity of a high-strength bolt; N t1.M is the design value of the tensile force of the outermost row of high-strength bolts under bending moment; N t1..N Design value of the tensile force of the outermost row of high-strength bolts under axial force; N v1 It is the design value of shear force of the outermost row of bolts under shear force.

[0038] In some embodiments, the bearing capacity of the energy-absorbing beam segment end plate and the frame beam segment end plate of step 4 is checked according to the following formula:

[0039] Thickness of frame beam end plate t cf :

[0040]

[0041] Thickness of end plate of energy-absorbing beam section t ep :

[0042]

[0043] Where: b cf b is the width of the end plate of the frame beam segment; ep is the width of the end plate of the energy-absorbing beam segment; f cf is the design value of tensile strength of the frame beam segment; f ep Design value of tensile strength of end plate steel of energy-absorbing beam section; m cf.a It is the minimum distance from the outermost row of high-strength bolts to the flange of the frame beam section; β is the adjustment coefficient, which is taken as 1.2.

[0044] In some embodiments, step 1 of determining the shear bearing capacity of the energy-absorbing beam segment is performed according to the following formula:

[0045] V l =0.58A w f y or V l =2M lp / a, take the smaller value

[0046] A w =(h-2t f )t w

[0047] M lp =fW np

[0048] Where: V l M is the shear bearing capacity of the energy-absorbing beam section without considering the influence of axial force (N); lp is the full plastic bending bearing capacity of the energy-absorbing beam segment (N·mm); a is the net length of the energy-absorbing beam segment (mm); h is the section height (mm); t w is the web thickness (mm); t f is the flange thickness (mm); A w is the cross-sectional area of ​​the web of the energy-absorbing beam section (mm 2 );W np is the plastic net section modulus of the energy-absorbing beam section with respect to the horizontal axis of its section (mm 3 ); f is the strength design value of the energy-absorbing beam steel (N / mm 2 );f y is the yield strength of the steel material of the energy dissipation beam section (N / mm 2 ).

[0049] In some embodiments, step 2 determines the bending moment, axial force, and shear force of the connection node between the energy-absorbing beam segment and the frame beam segment according to the following formula:

[0050]

[0051] V con =η b V l

[0052] Where: V l is the shear bearing capacity of the energy-absorbing beam section without considering the influence of axial force (kN); V is the shear force design value of the energy-absorbing beam section (kN); M lb is the calculated value of the bending moment at the end plate connection corresponding to the shear force design value V of the energy-absorbing beam segment (kN); N lb is the calculated value of the axial force at the end plate connection corresponding to the shear force design value V of the energy-absorbing beam segment (kN); η b is the overstrength coefficient of the energy-absorbing beam section.

[0053] The present invention also provides a replaceable energy-absorbing beam segment connection node of an eccentric support structure, which includes two frame beam segments, a box-section eccentric support and an energy-absorbing beam segment. The energy-absorbing beam segment is arranged between the two frame beam segments and connected by high-strength bolts. The box-section eccentric support is obliquely arranged on the frame beam segment and fixedly connected.

[0054] In some embodiments, the energy-absorbing beam section is an H-beam.

[0055] In some embodiments, a plurality of first stiffening ribs are vertically arranged between the two flanges of the H-beam.

[0056] In some embodiments, the first end of the box-section eccentric support extends into the frame beam section and is fixedly connected, and the second end of the box-section eccentric support extends out of the frame beam section and is inclined relative to the frame beam section.

[0057] In some embodiments, a plurality of second stiffening ribs are vertically arranged between the flanges of the first end of the box-section eccentric support, and a plurality of third stiffening ribs are arranged on the web of the first end of the box-section eccentric support.

[0058] Compared with the prior art, the present invention has achieved the following technical effects:

[0059] The design method for the connection nodes of the replaceable energy-absorbing beam sections of the eccentrically supported structure provided by the present invention designs the bending stiffness at the end plate, the tensile stiffness of the high-strength bolts, the stiffness at the connection between each row of corresponding bolts and the end plate, and the stiffness after the high-strength bolts are connected in parallel, which can reasonably design the structure and accurately calculate the stiffness of the connection nodes of the energy-absorbing beam sections and the frame beam sections. The calculation needs to be able to ensure that the stiffness of the connection nodes of the replaceable energy-absorbing beam sections of the eccentrically supported structure meets the standards, the overall stiffness of the structure is strong, the shock absorption effect is not affected, and it is safer. BRIEF DESCRIPTION OF THE DRAWINGS

[0060] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the following briefly introduces the drawings required for use in the embodiments. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying any creative work.

[0061] Figure 1 Schematic diagram of the structure of the connection node of the replaceable energy-absorbing beam section of the eccentric support structure in some embodiments of the present invention;

[0062] Figure 2 for Figure 1 Cross-sectional view at AA in the middle;

[0063] Figure 3 for Figure 1 End section of the energy-absorbing beam section at the middle BB;

[0064] Figure 4 for Figure 1 End section of the frame beam section at the middle BB;

[0065] Figure 5 A top view of a connection node of a replaceable energy-absorbing beam section of an eccentric support structure in some embodiments of the present invention.

[0066] In the figure: 1-energy-absorbing beam segment; 2-box section eccentric support; 3-frame beam segment; 4-frame beam segment end plate; 5-energy-absorbing beam segment end plate; 6-high-strength bolt; 7-first stiffening rib; 8-second stiffening rib; 9-third stiffening rib; 10-stiffening rib. DETAILED DESCRIPTION

[0067] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative efforts are within the scope of protection of the present invention.

[0068] The purpose of the present invention is to provide a replaceable energy-absorbing beam segment connection node of an eccentric support structure and a design method thereof, so as to solve the problems existing in the above-mentioned prior art, enable reasonable design of the structure, and ensure the overall rigidity of the structure without affecting the shock absorption effect.

[0069] In order to make the above-mentioned objects, features and advantages of the present invention more obvious and easy to understand, the present invention is further described in detail below with reference to the accompanying drawings and specific embodiments.

[0070] Example 1

[0071] like Figure 1-Figure 5 As shown, the present invention provides a design method for a connection node of a replaceable energy-absorbing beam segment of an eccentric support structure, comprising the following steps:

[0072] Step 1: Determine the shear bearing capacity of energy-absorbing beam segment 1;

[0073] Step 2: Determine the bending moment, axial force and shear force at the connection node between the energy-absorbing beam segment 1 and the frame beam segment 3;

[0074] Step 3: Checking the bearing capacity of the high-strength bolts 6 at the connection between the energy-absorbing beam section and the frame beam section;

[0075] Step 4: Check the bearing capacity of the energy-absorbing beam segment end plate 5 and the frame beam segment end plate 4;

[0076] Step 5: Check the stiffness of the connection node between the energy-absorbing beam segment 1 and the frame beam segment 3, and determine it according to the following formula:

[0077] Bending stiffness K1 of the frame beam end plate:

[0078] The stiffness of the first row of bolts is K 1,1 , the stiffness of the second row of bolts is K 1,2 , the stiffness of the third row of bolts is K 1,3 .

[0079]

[0080] Bending stiffness K2 of the end plate of the energy-absorbing beam segment:

[0081] The stiffness of the first row of bolts is K 2,1 , the stiffness of the second row of bolts is K 2,2 , the stiffness of the third row of bolts is K 2,3 .

[0082]

[0083] High-strength bolt tensile stiffness K3:

[0084] The stiffness of the first row of bolts is K 3,1 , the stiffness of the second row of bolts is K 3,2 , the stiffness of the third row of bolts is K 3,3 .

[0085] K 3,1 =K 3,2 =K 3,3 =1.6A s / l bo

[0086] The stiffness of the connection between the first row of high-strength bolts and the end plate:

[0087] K eff.1 =1 / (1 / K 1,1 +1 / K 2,1 +1 / K 3,1 )

[0088] The stiffness of the connection between the second row of high-strength bolts and the end plate:

[0089] K eff.2 =1 / (1 / K 1,2 +1 / K 2,2 +1 / K 3,2 )

[0090] The stiffness of the connection between the third row of high-strength bolts and the end plate:

[0091] K eff.3 =1 / (1 / K 1,3 +1 / K 2,3 +1 / K 3,3 )

[0092] Stiffness of high-strength bolts in parallel:

[0093] K ep =(K eff.1 .h1+K eff.2 .h2+K eff.3 .h3) / Z ep

[0094]

[0095] The node rotation stiffness should meet the rigid connection requirements:

[0096]

[0097] Where: l cf is the effective width of the plastic hinge line of the frame beam end plate under bending, which is 2πm cf.b ; l ep.a is the effective width of the plastic hinge line of the end plate at the first row of bolts in the energy-absorbing beam section, and is taken as min(2πm ep.a ,πm ep.a +2e ep.a );l ep.b The effective width of the plastic hinge line of the end plate at the second and third rows of bolts in the energy-absorbing beam section is 2πm. ep.b ;t cf is the thickness of the end plate of the frame beam segment; t ep is the thickness of the end plate of the energy-absorbing beam; m cf.b The minimum distance from high-strength bolts to the web of the frame beam; m ep.a The minimum distance from the outermost row of high-strength bolts to the flange of the energy-absorbing beam; m ep.b The minimum distance from the internal high-strength bolts to the web of the energy-absorbing beam section; e ep.a A is the minimum distance from the outermost row of high-strength bolts to the outermost edge of the end plate of the energy-absorbing beam section; s is the effective tensile area of ​​high-strength bolts; l bo is the calculated length of the high-strength bolt; I b is the moment of inertia of the energy-absorbing beam section; L b is the length of the energy-absorbing beam; E is the elastic modulus of steel; h1 is the distance from the first row of high-strength bolts to the compression center, which is the distance from the first row of high-strength bolts to the center of the lower flange of the energy-absorbing beam; h2 is the distance from the second row of high-strength bolts to the compression center, which is the distance from the second row of high-strength bolts to the center of the lower flange of the energy-absorbing beam; h3 is the distance from the third row of high-strength bolts to the compression center, which is the distance from the third row of high-strength bolts to the center of the lower flange of the energy-absorbing beam, K m,n In the equation, m is the number and n is the row.

[0098] It should be noted that the first row of high-strength bolts, the second row of high-strength bolts, and the third row of high-strength bolts refer to the three rows of high-strength bolts between the two flanges of the energy-absorbing beam section, which are the first row of high-strength bolts, the second row of high-strength bolts, and the third row of high-strength bolts from top to bottom.

[0099] Energy-absorbing beam segment 1 is a key energy-absorbing component in the eccentrically supported structure, and its performance directly impacts the structure's seismic resistance. Accurately calculating the rotational stiffness of the connection nodes helps more precisely assess the stress state of the energy-absorbing beam segment under different load conditions. This allows for optimized design of the dimensions, materials, and other aspects of the energy-absorbing beam segment 1 based on the actual stress conditions, ensuring that it fully utilizes its energy-absorbing function while avoiding problems such as premature failure or insufficient energy consumption caused by improper design. Furthermore, accurate calculation of rotational stiffness allows for a more accurate assessment of the structure's response to extreme loads, such as rare earthquakes. This helps engineers promptly identify weaknesses in the structure and implement appropriate reinforcement measures, thereby improving its overall safety and reliability and ensuring that it effectively protects personnel and equipment during disasters such as earthquakes.

[0100] In some embodiments, the bearing capacity of the high-strength bolt 6 in step 3 is checked according to the following formula:

[0101]

[0102] N t1..N =N con / n

[0103] N v1 =V con / n

[0104]

[0105] Where: x i is the horizontal distance from any high-strength bolt to the center of the bolt group; i is the vertical distance from any high-strength bolt to the center of the bolt group; y1 is the vertical distance from a high-strength bolt with the largest side force to the center of the bolt group; is the design value of the tensile bearing capacity of a high-strength bolt; is the design value of the shear bearing capacity of a high-strength bolt; N t1.M is the design value of the tensile force of the outermost row of high-strength bolts under bending moment; N t1.N Design value of the tensile force of the outermost row of high-strength bolts under axial force; N v1 It is the design value of shear force of the outermost row of bolts under shear force.

[0106] By verifying the bearing capacity of high-strength bolts 6, it is possible to accurately assess the loads they can withstand during actual use. This helps avoid structural connection failures due to insufficient bearing capacity of high-strength bolts 6, thereby preventing safety hazards in the entire structure and ensuring the safe and reliable operation of the structure within its designed service life. During the design phase, by accurately calculating and verifying the bearing capacity requirements of high-strength bolts 6 in different locations and specifications, the bolt model, quantity, and arrangement can be reasonably selected, making the structural design more economical and reasonable. For example, smaller bolts can be selected for areas with less stress, while larger bolts or higher performance grades can be used in critical stress areas. This reduces material costs and construction difficulty while ensuring structural safety.

[0107] In some embodiments, in step 4, the bearing capacity of the energy-absorbing beam segment end plate 5 and the frame beam segment end plate 4 is checked according to the following formula:

[0108] Thickness of frame beam end plate t cf :

[0109]

[0110] Thickness of end plate of energy-absorbing beam section t ep :

[0111]

[0112] Where: b cf b is the width of the end plate of the frame beam segment; ep is the width of the end plate of the energy-absorbing beam segment; f cf is the design value of tensile strength of the frame beam segment; f ep Design value of tensile strength of end plate steel of energy-absorbing beam section; m cf.a It is the minimum distance from the outermost row of high-strength bolts to the flange of the frame beam section; β is the adjustment coefficient, which is taken as 1.2.

[0113] Through the bearing capacity verification, the stress state of the end plate under various load combinations can be accurately evaluated to ensure that it can withstand the internal forces transmitted by the structure, and avoid structural damage caused by insufficient bearing capacity of the end plate, such as cracking, excessive deformation or even fracture of the end plate, thereby ensuring the safety and reliability of the entire structure and providing a strong guarantee for the stability of the structure during use. In addition, the bearing capacity verification can provide an accurate basis for the design of the end plate. According to the verification results, engineers can reasonably adjust the size, thickness, material and other parameters of the end plate to achieve an optimized design. For example, for areas with greater stress, the thickness of the end plate can be increased or high-strength materials can be used, while in areas with less stress, the size of the end plate can be appropriately reduced, while ensuring the safety of the structure while reducing material costs and the deadweight of the structure.

[0114] In some embodiments, step 1 determines the shear bearing capacity of the energy-absorbing beam segment 1 according to the following formula:

[0115] V l =0.58A w f y or V l =2M lp / a, take the smaller value

[0116] A w =(h-2t f )t w

[0117] M lp =fW np

[0118] Where: V l M is the shear bearing capacity of the energy-absorbing beam section without considering the influence of axial force (N); lp is the full plastic bending bearing capacity of the energy-absorbing beam segment (N·mm); a is the net length of the energy-absorbing beam segment (mm); h is the section height (mm); t w is the web thickness (mm); t f is the flange thickness (mm); A w is the cross-sectional area of ​​the web of the energy-absorbing beam section (mm 2 );W np is the plastic net section modulus of the energy-absorbing beam section with respect to the horizontal axis of its section (mm3); f is the strength design value of the steel material of the energy-absorbing beam section (N / mm2); f y is the yield strength of the steel in the energy-absorbing beam section (N / mm2).

[0119] Energy-absorbing beam segment 1 plays a crucial role in dissipating energy within the structure. Accurately determining its shear capacity can prevent brittle shear failure due to insufficient shear resistance under external forces such as earthquakes. This type of failure often presents no obvious warning signs and can lead to an instantaneous loss of the structure's load-bearing capacity, potentially causing serious safety incidents. By rationally determining the shear capacity and conducting appropriate design and verification, the energy-absorbing beam segment can be guaranteed to operate safely and reliably during normal use and under design loads, effectively protecting the structure and personnel. Determining the shear capacity of energy-absorbing beam segment 1 facilitates the selection of appropriate cross-sectional dimensions and materials for the segment. Based on the calculated shear capacity, engineers can optimize the cross-sectional shape, dimensions, and material strength grade of the beam segment, achieving a more economical and reasonable design while still meeting structural safety and functional requirements. For example, for energy-absorbing beam segments with higher shear capacity requirements, the web thickness can be increased or high-strength steel can be used. For segments with lower shear capacity requirements, more economical cross-sectional dimensions and materials can be used, thereby optimizing the structural design and reducing project costs.

[0120] In some embodiments, step 2 determines the bending moment, axial force, and shear force of the connection node between the energy-absorbing beam segment 1 and the frame beam segment 3 according to the following formula:

[0121]

[0122] V con =η b V l

[0123] Where: V l is the shear bearing capacity of the energy-absorbing beam section without considering the influence of axial force (kN); V is the shear force design value of the energy-absorbing beam section (kN); M lb is the calculated value of the bending moment at the end plate connection corresponding to the shear force design value V of the energy-absorbing beam segment (kN); N lb is the calculated value of the axial force at the end plate connection corresponding to the shear force design value V of the energy-absorbing beam segment (kN); η b is the super strength coefficient of the energy dissipation beam section. It should be noted that M lb 、N lb The value is obtained based on the specific external vibration force, and the specific calculation requires multiple different values ​​obtained through finite element analysis.

[0124] Nodes are key locations for structural force transmission. Reasonable calculations of bending moments, axial forces, and shear forces can help identify stress concentrations and potential damage risks at nodes, avoid local or overall structural damage due to insufficient node strength, and ensure the safety of the structure during use. Clarifying the internal force state of a node helps determine whether a node will experience brittle failure. Brittle failure is sudden and catastrophic, and accurate knowledge of bending moments, axial forces, and shear forces enables designers to take appropriate measures, such as rationally allocating steel bars and installing stiffening ribs, to improve the ductility of the node, prevent brittle failure, and provide clear signs of deformation before the structure fails, providing time for evacuation and emergency response.

[0125] Example 2

[0126] like Figure 1-Figure 5As shown, the present invention also provides an eccentric support structure replaceable energy-absorbing beam segment connection node designed according to the design method of the eccentric support structure replaceable energy-absorbing beam segment connection node in Example 1, comprising two frame beam segments 3, a box-section eccentric support 2, and an energy-absorbing beam segment 1. The energy-absorbing beam segment 1 is arranged between the two frame beam segments 3 and connected by high-strength bolts 6. One end of the box-section eccentric support 2 is arranged on the frame beam segment 3 and fixedly connected, and the other end extends out of the frame beam segment 3 and is arranged at an angle. The box-section shape of the box-section eccentric support 2 gives it high rigidity in terms of bending and torsion resistance. When the eccentric support is subjected to bending moment and torque in the structure, the box-section can effectively resist deformation, reduce the lateral displacement and torsion of the structure, and improve the stability and bearing capacity of the structure. Moreover, under the action of dynamic loads such as earthquakes, the eccentric support dissipates energy through its own deformation. Due to its cross-sectional characteristics, the box-section eccentric brace 2 provides relatively stable hysteretic performance. This means it has excellent energy dissipation and deformation recovery capabilities under repeated loads, helping to reduce the structural response during earthquakes and protect the main structure. The eccentric brace structure employing this design method allows for the replacement of energy-absorbing beam segment connection nodes, facilitating post-earthquake recovery without compromising the expected main structure stiffness, yield mechanism, and energy dissipation and vibration reduction.

[0127] In some embodiments, the energy-absorbing beam section 1 is an H-beam. The cross-sectional shape of the H-beam gives it a large moment of inertia and bending modulus in the direction around the strong axis, which can effectively resist the action of bending moments. In eccentrically supported structures, the energy-absorbing beam section mainly bears bending moments and shear forces. The bending resistance of the H-beam can enable it to play a better role when subjected to stress, thereby improving the bearing capacity and deformation capacity of the structure. Moreover, the web of the H-beam mainly bears shear forces, and its reasonable cross-sectional size and shape can provide a larger shear area, thereby having a higher shear resistance. Under the action of dynamic loads such as earthquakes, the energy-absorbing beam section dissipates energy through shear deformation of the web. The H-beam can quickly enter a plastic state, produce a stable hysteresis curve, effectively consume earthquake energy, and protect the main structure.

[0128] In some embodiments, a plurality of first stiffening ribs 7 are vertically disposed between the two flanges of the H-beam. The stiffening ribs can enhance the stability of the web, prevent local buckling of the web under shear forces, and effectively transfer the shear forces borne by the web to the flanges, thereby improving the shear bearing capacity of the entire beam and enabling the beam to withstand greater loads. Furthermore, since the flanges and webs of the H-beam may experience local warping or deformation under load, the provision of the first stiffening ribs 7 can divide the web and flanges into smaller areas, reducing the width-to-thickness ratio of these areas, thereby improving their local stability and preventing degradation of the overall performance of the beam due to local instability.

[0129] In some embodiments, the first end of the box-section eccentric support 2 extends into the frame beam section 3 and is fixedly connected, and the second end of the box-section eccentric support 2 extends out of the frame beam section 3 and is tilted relative to the frame beam section 3. The first end extends into the frame beam section 3 and is fixedly connected, which can make the connection between the support and the frame beam section 3 more reliable and effectively transfer the load. The second end extends out of the frame beam and is tilted, which can transfer horizontal loads such as earthquakes to the frame structure at a certain angle through the eccentric support, so that each part of the structure can bear the load more evenly, avoid excessive local stress, and improve the overall bearing capacity of the structure. The eccentric setting of the eccentric support makes it possible for the eccentric support to yield at a specific position (such as the energy-absorbing beam section) before components such as frame beams and columns under the action of an earthquake, and dissipate the earthquake energy through plastic deformation. The arrangement of the box-section eccentric support 2 can more fully play its energy-absorbing role and protect the safety of the main structure during an earthquake.

[0130] In some embodiments, a plurality of second stiffening ribs 8 are vertically arranged between the flanges of the first end of the box-section eccentric support 2, and a plurality of third stiffening ribs 9 are arranged on the web of the first end of the box-section eccentric support 2. The plurality of vertically arranged second stiffening ribs 8 divide the flange into a plurality of small areas, reducing the free length and width-to-thickness ratio of the flange, which can effectively prevent the flange from local buckling under pressure or other loads, improve the stability of the flange, and thus ensure the strength and rigidity of the connection between the first end of the box-section eccentric support 2 and the frame beam section 3. The third stiffening ribs 9 can effectively decompose and transmit the shear force borne by the web. By increasing the shear stiffness of the web, the ability of the web to resist shear deformation is improved, and shear buckling of the web under shear force is prevented, thereby enhancing the shear performance of the first end of the box-section eccentric support 2.

[0131] It should be noted that stiffening ribs 10 are also installed at an angle on the top of the energy-absorbing beam segment end plates 5 and the energy-absorbing beam segment 1, specifically tilted in a direction gradually away from the energy-absorbing beam segment end plates 5. Furthermore, the distance between the top of the energy-absorbing beam segment 1 and the top of the frame beam segment 3 is no less than 150 mm. To ensure the stability of the connection between the energy-absorbing beam segment end plates 5 and the frame beam segment end plates 4, high-strength bolts 6 are installed on both sides of the energy-absorbing beam segment flanges to connect the energy-absorbing beam segment end plates 5 and the frame beam segment end plates 4.

[0132] The present invention uses specific examples to illustrate the principles and implementation methods of the present invention. The above examples are only intended to help understand the method and core concept of the present invention. At the same time, those skilled in the art will find that the specific implementation methods and application scopes may vary based on the concept of the present invention. In summary, the contents of this specification should not be construed as limiting the present invention.

Claims

1. A design method for connecting nodes of replaceable energy-absorbing beam segments of an eccentric support structure, characterized by: The steps include: Step 1: Determine the shear bearing capacity of the energy-absorbing beam segment; Step 2: Determine the bending moment, axial force and shear force at the connection node between the energy-absorbing beam segment and the frame beam segment; Step 3: Checking the bearing capacity of high-strength bolts at the connection between the energy-absorbing beam section and the frame beam section; Step 4: Check the bearing capacity of the end plates of the energy-absorbing beam segment and the frame beam segment; Step 5: Check the stiffness of the connection nodes between the energy-absorbing beam segment and the frame beam segment according to the following formula: Bending stiffness K1 of the frame beam end plate: The stiffness of the first row of bolts is K 1,1 , the stiffness of the second row of bolts is K 1,2 , the stiffness of the third row of bolts is K 1,3 , Bending stiffness K2 of the end plate of the energy-absorbing beam segment: The stiffness of the first row of bolts is K 2,1 , the stiffness of the second row of bolts is K 2,2 , the stiffness of the third row of bolts is K 2,3 , High-strength bolt tensile stiffness K3: The stiffness of the first row of bolts is K 3,1 , the stiffness of the second row of bolts is K 3,2 , the stiffness of the third row of bolts is K 3,3 , K 3,1 =K 3,2 =K 3,3 =1.6A s / l bo The stiffness of the connection between the first row of high-strength bolts and the end plate: K eff.1 =1 / (1 / K 1,1 +1 / K 2,1 +1 / K 3,1 ) The stiffness of the connection between the second row of high-strength bolts and the end plate: K eff.2 =1 / (1 / K 1,2 +1 / K 2,2 +1 / K 3,2 ) The stiffness of the connection between the third row of high-strength bolts and the end plate: K eff.3 =1 / (1 / K 1,3 +1 / K 2,3 +1 / K 3,3 ) Stiffness of high-strength bolts in parallel: K ep =(K eff.1 .h1+K eff.2 .h2+K eff.3 .h3) / Z ep Equivalent force arm: The node rotation stiffness should meet the rigid connection requirements: Where: l cf is the effective width of the plastic hinge line of the frame beam end plate under bending, which is 2πm cf.b ; l ep.a is the effective width of the plastic hinge line of the end plate at the first row of bolts in the energy-absorbing beam section, and is taken as min(2πm ep.a ,πm ep.a +2e ep.a );l ep.b The effective width of the plastic hinge line of the end plate at the second and third rows of bolts in the energy-absorbing beam section is 2πm. ep.b ;t cf is the thickness of the end plate of the frame beam segment; t ep is the thickness of the end plate of the energy-absorbing beam; m cf.b The minimum distance from high-strength bolts to the web of the frame beam; m ep.a The minimum distance from the outermost row of high-strength bolts to the flange of the energy-absorbing beam; m ep.b The minimum distance from the internal high-strength bolts to the web of the energy-absorbing beam section; e ep.a A is the minimum distance from the outermost row of high-strength bolts to the outermost edge of the end plate of the energy-absorbing beam section; s is the effective tensile area of ​​high-strength bolts; l bo is the calculated length of the high-strength bolt; I b is the moment of inertia of the energy-absorbing beam section; L b is the length of the energy-absorbing beam section; E is the elastic modulus of steel; h1 is the distance from the first row of high-strength bolts to the compression center, which is the distance from the first row of high-strength bolts to the center of the lower flange of the energy-absorbing beam section; h2 is the distance from the second row of high-strength bolts to the compression center, which is the distance from the second row of high-strength bolts to the center of the lower flange of the energy-absorbing beam section; h3 is the distance from the third row of high-strength bolts to the compression center, which is the distance from the third row of high-strength bolts to the center of the lower flange of the energy-absorbing beam section.

2. The design method for connecting nodes of replaceable energy-absorbing beam segments of an eccentric support structure according to claim 1 is characterized by: Step 3: Check the bearing capacity of high-strength bolts according to the following formula: N t1..N =N con / n N v1 =V con / n Where: y i is the vertical distance from any high-strength bolt to the center of the bolt group; y1 is the vertical distance from a high-strength bolt with the largest side force to the center of the bolt group; is the design value of the tensile bearing capacity of a high-strength bolt; is the design value of the shear bearing capacity of a high-strength bolt; N t1.M is the design value of the tensile force of the outermost row of high-strength bolts under bending moment; N t1.N Design value of the tensile force of the outermost row of high-strength bolts under axial force; N v1 It is the design value of shear force of the outermost row of bolts under shear force.

3. The design method for connecting nodes of replaceable energy-absorbing beam segments of an eccentric support structure according to claim 1 is characterized by: Step 4 The bearing capacity of the end plates of the energy-absorbing beam segment and the frame beam segment is checked according to the following formula: Thickness of frame beam end plate t cf : Thickness of end plate of energy-absorbing beam section t ep : Where: b cf b is the width of the end plate of the frame beam segment; ep is the width of the end plate of the energy-absorbing beam segment; f cf is the design value of tensile strength of the frame beam segment; f ep Design value of tensile strength of end plate steel of energy-absorbing beam section; m cf.a It is the minimum distance from the outermost row of high-strength bolts to the flange of the frame beam section; β is the adjustment coefficient, which is taken as 1.

2.

4. The design method for connecting nodes of replaceable energy-absorbing beam segments of an eccentric support structure according to claim 1 is characterized in that: Step 1: Determine the shear bearing capacity of the energy-absorbing beam segment according to the following formula: V l =0.58A w f y or V l =2M lp / a, take the smaller value A w =(h-2t f )t w M lp =fW np Where: V l M is the shear bearing capacity of the energy-absorbing beam section without considering the influence of axial force (N); lp is the full plastic bending bearing capacity of the energy-absorbing beam segment (N·mm); a is the net length of the energy-absorbing beam segment (mm); h is the section height (mm); t w is the web thickness (mm); t f is the flange thickness (mm); A w is the cross-sectional area of ​​the web of the energy-absorbing beam section (mm 2 );W np is the plastic net section modulus of the energy-absorbing beam section with respect to the horizontal axis of its section (mm 3 ); f is the strength design value of the energy-absorbing beam steel (N / mm 2 );f y is the yield strength of the steel material of the energy dissipation beam section (N / mm 2 ).

5. The design method for connecting nodes of replaceable energy-absorbing beam segments of an eccentric support structure according to claim 1 is characterized in that: Step 2: Determine the bending moment, axial force, and shear force at the connection node between the energy-absorbing beam segment and the frame beam segment according to the following formula: V con =η b V l Where: V l is the shear bearing capacity of the energy-absorbing beam section without considering the influence of axial force (kN); V is the shear force design value of the energy-absorbing beam section (kN); M lb is the calculated value of the bending moment at the end plate connection corresponding to the shear force design value V of the energy-absorbing beam segment (kN); N lb is the calculated value of the axial force at the end plate connection corresponding to the shear force design value V of the energy-absorbing beam segment (kN); η b is the overstrength coefficient of the energy-absorbing beam section.

6. The eccentric support structure replaceable energy dissipation beam segment connection node designed by the design method of the eccentric support structure replaceable energy dissipation beam segment connection node according to any one of claims 1 to 5 is characterized in that: It includes two frame beam sections, a box-section eccentric support and an energy-absorbing beam section. The energy-absorbing beam section is arranged between the two frame beam sections and connected by high-strength bolts. One end of the box-section eccentric support is arranged on the frame beam section and fixedly connected, and the other end extends out of the frame beam section and is arranged at an angle.

7. The replaceable energy-absorbing beam segment connection node of the eccentric support structure according to claim 6, characterized in that: The energy-absorbing beam section is an H-shaped beam.

8. The replaceable energy-absorbing beam segment connection node of the eccentric support structure according to claim 7 is characterized in that: A plurality of first stiffening ribs are vertically arranged between the two flanges of the H-beam.

9. The replaceable energy-absorbing beam segment connection node of the eccentric support structure according to claim 6, characterized in that: The first end of the box-section eccentric support extends into the frame beam section and is fixedly connected, and the second end of the box-section eccentric support extends out of the frame beam section and is inclined relative to the frame beam section.

10. The replaceable energy-absorbing beam segment connection node of the eccentric support structure according to claim 9, characterized in that: A plurality of second stiffening ribs are vertically arranged between the flanges of the first end of the box-section eccentric support, and a plurality of third stiffening ribs are arranged on the web of the first end of the box-section eccentric support.

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