CN110409605B

CN110409605B - Design method of steel structure system with prestressed columns connected through falcon

Info

Publication number: CN110409605B
Application number: CN201910711507.0A
Authority: CN
Inventors: 葛家琪; 张国军; 刘鑫刚; 黄威振; 刘金泰; 朱鸿钧
Original assignee: China Aviation Planning and Design Institute Group Co Ltd
Current assignee: China Aviation Planning and Design Institute Group Co Ltd
Priority date: 2019-08-02
Filing date: 2019-08-02
Publication date: 2021-01-22
Anticipated expiration: 2039-08-02
Also published as: CN110409605A

Abstract

A design method of a steel structure system connected by prestressed columns and tenons comprises at least two layers of vertically stacked steel frame structures; the steel columns of each layer of steel frame structure are disconnected with the floor slab at the lower layer, and the adjacent steel frame structures are connected by a prestressed column tenon connecting structure; the prestressed column tenon connecting structure comprises a through hole, a sleeve top tenon, an elastic material and a high-strength inhaul cable; the through holes are formed in the tops of steel columns of the lower-layer steel frame structure; the sleeve top tenon is connected with the bottom of the steel column of the upper-layer steel frame structure; the sleeve top tenon at the bottom of the steel column is correspondingly inserted into the through hole at the top of the steel column, a space is reserved between the side wall of the sleeve top tenon and the side wall of the through hole, and a space is reserved between the top of the through hole and the bottom of the steel column of the upper-layer steel frame structure; the elastic material is arranged in a gap between the sleeve top tenon and the through hole; the high-strength guy cable penetrates through the vertically corresponding steel column in the steel structure system. The invention solves the technical problems of low construction efficiency, serious environmental pollution and poor seismic performance of the connecting node of the traditional steel structure.

Description

Design method of steel structure system with prestressed columns connected through falcon

Technical Field

The invention belongs to the technical field of structural engineering, and particularly relates to a design method of a steel structure system connected by prestressed columns and tenons.

Background

The fabricated steel structure building is a building formed by assembling prefabricated parts on a construction site, has the advantages of high building speed, small restriction by climatic conditions, labor saving, building quality improvement and the like, and is widely popularized at present; however, most of the existing assembled steel structure buildings are connected by bolts or welding seams, so that the construction efficiency is reduced to a certain extent, and the environmental pollution is caused; and the bolt connection or the welding seam connection are rigid connection, the energy consumption performance of the connection node is poor, and the shock resistance of a steel structure system is low.

Disclosure of Invention

The invention aims to provide a design method of a steel structure system connected by prestressed columns and tenons, and aims to solve the technical problems of low construction efficiency, serious environmental pollution and poor seismic performance of connecting nodes of the traditional steel structure.

In order to achieve the purpose, the invention adopts the following technical scheme.

A steel structure system connected by prestressed columns and tenons comprises at least two layers of vertically stacked steel frame structures; each layer of steel frame structure comprises a steel column, a steel beam and a floor slab; wherein, the steel columns are divided into a group and arranged at intervals along the transverse direction and the longitudinal direction of the steel frame structure; the steel beams are divided into a group and correspondingly connected between the transversely adjacent steel columns and the longitudinally adjacent steel columns; the floor slab is arranged on the tops of the group of steel beams; the method is characterized in that: the steel columns of each layer of steel frame structure are disconnected with the floor slab at the lower layer, and the two adjacent layers of steel frame structures are connected by adopting a prestressed column tenon connecting structure;

the prestressed column tenon connecting structure comprises a through hole, a sleeve top tenon, an elastic material and a high-strength inhaul cable; the through holes are formed in the top of each steel column of the lower-layer steel frame structure; the bottom surface of the through hole is a plane, and first rib penetrating holes are arranged in the middle of the bottom surface of the through hole at intervals; the jacking tenon is cylindrical and is vertically connected with the bottom of each steel column of the upper-layer steel frame structure; the bottom surface of the sleeve top tenon is a plane, and a second rib penetrating hole is formed in the position, corresponding to the first rib penetrating hole, on the bottom surface of the sleeve top tenon; the sleeve top tenon at the bottom of the steel column of the upper-layer steel frame structure is correspondingly inserted into the through hole at the top of the steel column of the lower-layer steel frame structure, the bottom of the sleeve top tenon is correspondingly supported on the bottom surface of the through hole, a space is reserved between the side wall of the sleeve top tenon and the side wall of the through hole, and a space is reserved between the top of the through hole and the bottom of the steel column of the upper-layer steel frame structure; the elastic material is arranged in a gap between the sleeve top tenon and the through hole; the high-strength inhaul cables are in a group and penetrate through the steel columns corresponding to the steel structure system in the vertical direction, each high-strength inhaul cable penetrates through the first rib penetrating hole and the second rib penetrating hole, and the pre-tightening force of each high-strength inhaul cable is 1 kN-5000 kN; the steel beam is connected to the upper part of the side wall of the steel column; the top surface of the floor slab is flush with the top surface of the through hole.

Preferably, the horizontal section of the steel column is rectangular or circular, and a sealing plate is arranged at the bottom of the steel column in the upper-layer steel frame structure; the top tenon is connected to the bottom of the sealing plate; the horizontal section of the sleeve top tenon is matched with the horizontal section of the steel column, and the size of the horizontal section of the sleeve top tenon is smaller than that of the horizontal section of the steel column.

Preferably, a plane plate is arranged inside the steel column and close to the upper port; the through hole is formed by enclosing a plane plate and the side wall of the steel column above the plane plate; the distance between the top of the through hole and the bottom of the steel column of the upper-layer steel frame structure is 1 mm-5 mm.

Preferably, the distance between the side wall of the sleeve top tenon and the side wall of the through hole ranges from 5mm to 100 mm.

Preferably, the elastic material is rubber or a spring or silica gel.

A design method of a steel structure system connected by prestressed columns and tenons comprises the following steps.

Step one, preliminarily determining all parameters of a steel structure system: the parameters comprise the whole size of each layer of steel frame structure, the size of a steel beam in each layer of steel frame structure, the size of a steel column and the size of a floor, and the sliding force F of a sleeve top tenon when the sleeve top tenon and a through hole in the prestress column tenon connecting structure slide relatively_SiInitial rigidity K of the top tenon when there is no sliding between the top tenon and the through hole_iSmall relative sliding displacement between the top tenon and the through holeSmall displacement coefficient of friction u at 30mm₁And the large displacement friction coefficient u when the relative sliding displacement between the sleeve top tenon and the through hole is more than or equal to 30mm₂The maximum displacement travel L of the relative sliding between the sleeve top tenon and the through hole, and the maximum bearing axial force N of the through hole_cmaxThe pretension force P of the high-strength inhaul cable; and i is the number of the connecting node of the vertically corresponding steel column in the two adjacent layers of steel frame structures.

Slip force F_Si：F_Si= u₁N_iWherein u is₁Is a small displacement coefficient of friction, N_iThe axial force of a steel column of the upper-layer steel frame structure at the ith node position is obtained, the axial force of the steel column and the pretension force P of the high-strength inhaul cable of the steel structure system under the action of self weight are obtained, and the pretension force P is 0.2 times of the ultimate tension of the high-strength inhaul cable.

Initial stiffness K_i：K_i= 12EI/h³And E is the elastic modulus of steel, I is the section inertia distance of the prestressed column tenon connecting structure, and h is the height of the prestressed column tenon connecting structure.

Relative sliding maximum displacement stroke L: l is determined according to the section size of the steel column.

Maximum bearing axial force N of the through hole_cmax：N_cmaxAnd f is the designed compressive strength of the steel, and S is the contact area of the through hole and the sleeve top tenon.

Step two, modeling a structural system according to the preliminarily determined integral size of each layer of steel frame structure: disconnecting the steel columns in the two adjacent layers of steel frame structures in the model, connecting the steel columns by adopting a prestressed column tenon connecting structure, considering the friction connecting action between the sleeve top tenon at the bottom of the steel column in the upper layer steel frame structure and the through hole at the top of the steel column in the lower layer steel frame structure, and connecting the steel columns of the upper layer steel frame structure and the lower layer steel frame structure in a friction way by F determined in the step one_SiInitial stiffness K_iSmall displacement coefficient of friction u₁Large displacement coefficient of friction u₂Maximum bearing axial force N_cmaxAnd (4) inputting a prestress column tenon connecting structure in the model.

And thirdly, analyzing the structural system under the action of the multi-earthquake by using finite element analysis software, wherein the specific analysis method comprises the following steps.

Step 1, extracting the axial pressure value N of the bottom of a single steel column in each layer of steel frame structure under the action of multi-earthquake in a model_{Multiple chance of i}And verifying the axial pressure value N_{Multiple chance of i}Whether the following formula requirements are met: 0 < N_{Multiple chance of i}＜N_cmax；

If 0 < N_{Multiple chance of i}＜N_cmaxContinuing the process of step 2;

if N is present_{Multiple chance of i}≥N_cmaxOr N is_{Multiple chance of i}And (3) adjusting the contact area of the sleeve top tenon and the through hole or the pretension force P of the high-strength inhaul cable in the step one, and repeating the process from the step one to the step 1 until the requirements are met, and then continuing the process in the step 2.

Step 2, extracting shearing force V generated at the contact surface of each set of top tenon and the through hole under the action of earthquake from the model_{Multiple chance of i}Judging the shearing force V at the joint of the mortise-tenon joint_{Multiple chance of i}Whether or not less than the starting force F_si；

If V_{Multiple chance of i}＜F_siContinuing the process of step 3;

if V_{Multiple chance of i}≥F_siAdjusting the initial rigidity K of the sleeve top tenon in the step one_iAnd a slip force F_siAnd repeating the process from the step one to the step 2 until the requirement is met, and continuing the process of the step 3.

Step 3, extracting the maximum horizontal relative displacement delta u between the sleeve top tenon and the through hole at the prestressed column tenon connecting structure in the model_{Multiple 1i}And verifying the maximum horizontal relative displacement Deltau u_{Multiple 1i}Whether the displacement is smaller than the maximum displacement stroke L of the relative sliding;

if Δ u_{Multiple 1i}If the value is less than L, continuing the process of the step 4;

if Δ u_{Multiple 1i}Not less than L, adjusting the initial rigidity K of the sleeve top tenon in the step one_iOr adjusting the maximum displacement stroke L of the relative sliding or adjusting the section area of the steel column and/or the steel beam, and repeating the process from the step one to the step 3 until the requirements are met, and then continuing the process of the step 4.

Step 4, extracting the maximum horizontal relative displacement delta u at the upper end and the lower end of each steel column of the steel frame structure from the model_{Multiple chance 2i}And verifying the interlayer displacement angle theta_{Multiple chance of i}Whether the displacement is smaller than the limit value 1/250 of the interlayer displacement angle under the corresponding earthquake action; wherein the interlayer displacement angle theta_{Multiple chance of i}=△u_{Multiple chance 2i}H is the height of a steel column in each layer of steel frame structure;

if theta_{Multiple chance of i}< 1/250, continuing the process of step 5;

if theta _{Multiple chance of i}1/250, adjusting the section size of the steel beam and/or the steel column of each layer of the steel frame structure in the step one, and repeating the process from the step one to the step 4 until the requirement is met, and continuing the process of the step 5.

Step 5, extracting the stress f of the component in the model_{Multiple chance of e}And verifying the stress f of the member_{Multiple chance of e}Whether or not it is less than the design value of the anti-seismic bearing capacity of the member, i.e. f_{Multiple chance of e}F/0.75 or less, wherein f is a steel strength design value; the member comprises a steel column and a steel beam;

if f_{Multiple chance of e}Continuing the process of the fourth step when the ratio of f to 0.75 is less than or equal to f;

if f_{Multiple chance of e}F/0.75, adjusting the section size of the steel beam and/or the steel column of each layer of the steel frame structure in the step one, and repeating the processes from the step one to the step 5 until the requirements are met, and then continuing the process of the step four.

And fourthly, analyzing the structural system under the action of fortification earthquake by using finite element analysis software, wherein the specific analysis method comprises the following steps.

Step I, extracting the axial pressure value N of the bottom of a single steel column in each layer of steel frame structure under the corresponding earthquake action in the model_{Fortification i}And verifying the axial pressure value N_{Fortification i}Whether the following formula requirements are met: 0 < N_{Fortification i}＜N_cmax；

If 0 < N_{Fortification i}＜N_cmaxContinuing the process of the step II;

if N is present_{Fortification i}≥N_cmaxOr N is_{Fortification i}Less than or equal to 0, in step oneMaximum bearing axial force N for jacking tenon of sleeve_cmaxOr adjusting the pretension force P of the high-strength inhaul cable, and repeating the process from the step one to the step I until the requirements are met, and then continuing the process of the step II.

Step II, extracting the maximum horizontal relative displacement delta u between the sleeve top tenon and the through hole at the tenon-and-mortise joint node in the model_{Fortification 1i}And verifying the maximum horizontal relative displacement Deltau u_{Fortification 1i}Whether the displacement is smaller than the maximum displacement stroke L of the relative sliding;

if Δ u_{Fortification 1i}If the ratio is less than L, continuing the process of the step III;

if Δ u_{Fortification 1i}Not less than L, adjusting the initial rigidity K of the sleeve top tenon in the step one_iOr adjusting the maximum displacement stroke L of the relative sliding, and repeating the process from the step one to the step II until the requirement is met and continuing the process of the step III.

Step III, extracting the maximum horizontal relative displacement delta u at the upper end and the lower end of each steel column of the steel frame structure from the model_{Fortification 2i}And verifying the interlayer displacement angle theta_{Fortification i}Whether the displacement angle is less than the limit value 1/125 of the interlayer displacement angle under the action of the corresponding earthquake; wherein the interlayer displacement angle theta_{Fortification i}=△u_{Fortification 2i}H is the height of a steel column in each layer of steel frame structure;

if theta_{Fortification i}If the current time is less than 1/125, continuing the process of the step IV;

if theta_{Fortification i}And 1/125, adjusting the section of the steel beam and/or the steel column in the step one, and repeating the process from the step one to the step III until the requirement is met, and continuing the process of the step IV.

Step IV, extracting stress f of the component in the model_{Fortification e}And verifying the stress f of the member_{Fortification e}Whether or not less than the yield strength of the member, i.e. f_{Fortification e}≤f_yWherein f is_yThe design value of the yield strength of the steel is obtained; the member comprises a steel column and a steel beam;

if f_{Fortification e}≤f_yContinuing the process of the fifth step;

if f_{Fortification e}＞f_yIn the step one, the sliding of the top tenon of the sleeve is adjustedForce F_siOr adjusting the section size of the steel beam and/or the steel column of the steel frame structure, and repeating the processes from the first step to the fourth step until the requirements are met, and continuing the process from the fifth step.

And fifthly, analyzing the structural system under the action of fortification earthquake by using finite element analysis software, wherein the specific analysis method comprises the following steps.

Step i, extracting the axial pressure value N of the bottom of a single steel column in each layer of steel frame structure under the corresponding seismic action in the model_{Rare encounter i}And verifying the axial pressure value N_{Rare encounter i}Whether the following formula requirements are met: 0 < N_{Rare encounter i}＜N_cmax；

If 0 < N_{Rare encounter i}＜N_cmaxContinuing the process of step ii;

if N is present_{Rare encounter i}≥N_cmaxOr N is_{Rarely meets ci}Less than or equal to 0, and the maximum bearing axial force N of the sleeve top tenon in the step one_cmaxOr adjusting the pretension force P of the high-strength inhaul cable, and repeating the processes from the step one to the step i until the requirements are met, and continuing the process of the step ii.

Step ii, extracting the maximum horizontal relative displacement delta u between the top tenon and the through hole of the sleeve at the prestressed column tenon connecting structure in the model_{Rare chance 1i}And verifying the maximum horizontal relative displacement Deltau u_{Rare chance 1i}Whether the displacement is smaller than the maximum displacement stroke L of the relative sliding;

if Δ u_{Rare chance 1i}If the value is less than L, continuing the process of the step iii;

if Δ u_{Rare chance 1i}Not less than L, adjusting the sliding force F of the top tenon of the sleeve in the step one_siOr adjusting the maximum displacement stroke L of the relative sliding or adjusting the section size of the steel beam and/or the steel column of the steel frame structure, and repeating the processes from the step one to the step ii until the requirements are met, and continuing the process of the step iii.

Step iii, extracting the maximum horizontal relative displacement delta u at the upper end and the lower end of each steel column of the steel frame structure from the model_{Rare chance 2i}And verifying the interlayer displacement angle theta_{Rare encounter i}Whether the displacement angle is less than the limit value 1/60 of the interlayer displacement angle under the action of the corresponding earthquake; therein, a layerOffset angle theta_{Fortification i}=△u_{Rare chance 2i}H is the height of a steel column in each layer of steel frame structure;

if theta_{Fortification i}< 1/60, continuing the process of step iv;

if theta _{Fortification i}1/60, adjusting the section of the steel beam and/or the steel column in the first step, and repeating the processes from the first step to the third step until the requirements are met, and continuing the process of the iv step.

Step iv, extracting the total substrate shear force V of the steel structure system from the model_SAnd base overturning moment M_SVerifying the total shear force V of the substrate_SWhether or not less than the shear bearing capacity V of the foundation_R(ii) a Base overturning moment M_SWhether the bearing capacity is less than the basic anti-overturning bending moment bearing capacity M_R；

If V_S＜V_RAnd M is_S＜M_RContinuing the process of step v;

if M is_S≥M_ROr V_S≥V_RAnd adjusting the section size of the steel beam and/or the steel column in the structure in the first step, and repeating the processes from the first step to the iv step until the requirements are met, and then continuing the process of the step v.

Step v, extracting the number of plastic hinges from the steel structure system of the model, and evaluating the seismic performance of the steel structure system under rare earthquakes: counting the proportion Q of plastic hinges formed by the steel beams and the steel columns in the same-layer steel frame structure and the total number of nodes of the steel beams and the steel columns, and judging whether the Q is less than 20%;

if Q is less than 20%, the design is finished;

if Q is more than or equal to 20%, adjusting the sliding force F of the prestressed column tenon connection structure_siOr adjusting the section size of the steel beam and/or the steel column, and repeating the steps from the first step to the step v until the design requirements are met.

Preferably, the maximum bearing axial force N of the sleeve top tenon_cmaxThe adjusting method is to adjust the contact area of the through hole and the sleeve top tenon.

Preferably, the adjustment method of the relative sliding maximum displacement stroke L is to adjust the sectional dimension of the steel column.

Preferably, the initial stiffnessK _iThe adjusting method comprises the step of adjusting the section inertia distance of the prestress column tenon connecting structure and/or the height of the prestress column tenon connecting structure.

Preferably, the slip force F_siThe adjustment method is to adjust the friction coefficient u of small displacement₁And/or a large coefficient of displacement friction u₂And/or the high tensile cord pretension P is adjusted.

Compared with the prior art, the invention has the following characteristics and beneficial effects.

1. According to the steel structure system connected by the prestressed columns and the falcons, steel columns of upper and lower steel frame structures are connected in a splicing manner by the sleeve top tenons and the through holes, and prestress is applied to the upper and lower steel columns, so that welding-free and bolt connection between the upper steel column and the lower steel column is realized, efficient assembly between the upper and lower steel frame structures is ensured, and environmental pollution is reduced; and the friction between the top tenon and the through hole realizes the friction energy consumption at the connecting joint of the column, reduces the damage of the joint, improves the anti-seismic performance of the structure, ensures the stress performance of the system by aiming at the design method of the system, and reduces the construction cost.

2. Elastic materials are filled between the side wall of the through hole and the sleeve top tenon, so that the sleeve top tenon and the through hole can slide under the action of an earthquake to generate friction energy consumption and can be recovered, node damage is reduced, and the earthquake resistance of the structure is improved.

3. The steel structure system connected by the prestressed columns and the falcons has the advantages of simple structure, clear force transmission path, easiness in repair after an earthquake and good service performance.

Drawings

The present invention will be described in further detail with reference to the accompanying drawings.

Fig. 1 is a schematic perspective view of a steel structural system according to the present invention.

Fig. 2 is a schematic structural view of the steel structure system of the present invention after the two adjacent steel frame structures are broken.

Fig. 3 is a schematic structural diagram of the joint before the tenon of the sleeve top of the steel structure system is inserted into the through hole.

FIG. 4 is a schematic structural diagram of the joint of the steel structure system after the tenon is inserted into the through hole.

Fig. 5 is a schematic view of the horizontal section structure of the tenon of the sleeve inserted into the through hole.

FIG. 6 is a schematic view of a horizontal section of the elastic material between the tenon and the through hole of the present invention.

Fig. 7 is a schematic view of the construction of the present invention with the resilient material disposed on the peripheral side of the through-hole prior to insertion of the top tenon of the sleeve.

Reference numerals: the steel column-reinforced concrete structure comprises 1-steel column, 2-steel beam, 3-floor slab, 4-through hole, 5-set top tenon, 6-elastic material, 7-sealing plate, 8-plane plate, 9-high-strength inhaul cable, 10-first rib penetrating hole and 11-second rib penetrating hole.

Detailed Description

As shown in fig. 1-7, the steel structure system connected by the prestressed columns and the tenons comprises at least two layers of vertically stacked steel frame structures; each layer of steel frame structure comprises a steel column 1, a steel beam 2 and a floor slab 3; wherein, the steel columns 1 are divided into a group and arranged at intervals along the transverse direction and the longitudinal direction of the steel frame structure; the steel beams 2 are in a group and correspondingly connected between the transversely adjacent steel columns 1 and between the longitudinally adjacent steel columns 1; the floor slab 3 is arranged on the top of the group of steel beams 2; the steel column 1 of each layer of steel frame structure is disconnected with the floor 3 at the lower layer, and the two adjacent layers of steel frame structures are connected by adopting a prestressed column tenon connecting structure;

the prestressed column tenon connecting structure comprises a through hole 4, a sleeve top tenon 5, an elastic material 6 and a high-strength pull cable 9; the through holes 4 are formed in the top of each steel column 1 of the lower-layer steel frame structure; wherein the bottom surface of the through hole 4 is a plane, and the middle part of the bottom surface of the through hole 4 is provided with first through-rib holes 10 at intervals; the jacking tenon 5 is cylindrical and is vertically connected with the bottom of each steel column 1 of the upper-layer steel frame structure; the bottom surface of the sleeve top tenon 5 is a plane, and a second rib penetrating hole 11 is formed in the position, corresponding to the first rib penetrating hole 10, on the bottom surface of the sleeve top tenon 5; the sleeve top tenon 5 at the bottom of the steel column 1 of the upper-layer steel frame structure is correspondingly inserted into the through hole 4 at the top of the steel column 1 of the lower-layer steel frame structure, the bottom of the sleeve top tenon 5 is correspondingly supported on the bottom surface of the through hole 4, a space is reserved between the side wall of the sleeve top tenon 5 and the side wall of the through hole 4, and a space is reserved between the top of the through hole 4 and the bottom of the steel column 1 of the upper-layer steel frame structure; the elastic material 6 is arranged in a gap between the sleeve top tenon 5 and the through hole 4; the high-strength inhaul cables 9 are in a group and penetrate through the steel columns 1 which vertically correspond to each other in the steel structure system, wherein each high-strength inhaul cable 9 penetrates through the first rib penetrating hole 10 and the second rib penetrating hole 11, and the pre-tightening force of each high-strength inhaul cable 9 is 1 kN-5000 kN; the steel beam 2 is connected to the upper part of the side wall of the steel column 1; the top surface of the floor slab 3 is flush with the top surface of the through hole 4.

In this embodiment, the horizontal section of the steel column 1 is rectangular, and a sealing plate 7 is arranged at the bottom of the steel column 1 in the upper-layer steel frame structure; the sleeve top tenon 5 is connected to the bottom of the sealing plate 7; the horizontal section shape of the sleeve top tenon 5 is matched with the horizontal section shape of the steel column 1, and the horizontal section size of the sleeve top tenon 5 is smaller than that of the steel column 1.

Of course, in other embodiments, the horizontal section of the steel column 1 may also be a polygon such as a circle, a pentagon, or a hexagon.

In the embodiment, a plane plate 8 is arranged inside the steel column 1 and close to the upper port; the through holes 4 are formed by enclosing a plane plate 8 and the side wall of the steel column 1 above the plane plate 8; the distance between the top of the through hole 4 and the bottom of the steel column 1 of the upper-layer steel frame structure is 1 mm-5 mm.

In this embodiment, the distance between the side wall of the sleeve top tenon 5 and the side wall of the through hole 4 is 5 mm-100 mm.

In this embodiment, the elastic material 6 is rubber, a spring, or silicone.

In this embodiment, the bottom surface of the through hole 4 is coated with a corresponding friction material, which is high performance carbon fiber, brass or phenolic resin.

In this embodiment, adopt all-welded or bolt-weld hybrid connection or full bolted connection between girder steel 2 and the steel column 1, still be connected with the secondary beam between girder steel 2, adopt articulated connection between secondary beam and the girder steel 2.

In this embodiment, the section of the steel beam 2 may be rectangular or H-shaped, and the floor slab 3 is a cast-in-place or prefabricated reinforced concrete floor slab.

In the embodiment, the sleeve top tenon 5 is welded with the steel column 1 of the upper-layer steel frame structure in a factory, and the plane plate 8 in the through hole 4 is directly welded with the steel column 1 of the lower-layer steel frame structure; during on-site assembly, the sleeve top tenon 5 of the steel column 1 of the upper-layer steel frame structure is directly placed into the through hole 4 of the steel column 1 of the lower-layer steel frame structure, then the prestress high-strength stay cable 9 is penetrated, prestress is applied, and connection of the upper-layer steel frame structure and the lower-layer steel frame structure is achieved.

In the embodiment, the steel beam 2 and the steel column 1 can be integrally hoisted after being assembled on the ground on site or be assembled after being hoisted independently according to the hoisting capacity; a gap is reserved between the sleeve top tenon 5 and the through hole 4, the elastic material 6 is filled in the middle, when the structure is laterally displaced under the action of an earthquake, the sleeve top tenon 5 and the through hole 4 at the joint of the upper-layer steel frame structure column and the lower-layer steel frame structure column rub with each other to generate sliding earthquake energy consumption, the joint damage is reduced, and then the elastic material 6 can enable the sleeve top tenon 5 to reset, so that the earthquake resistance of the structure is improved.

According to the design method of the steel structure system connected by the prestressed columns and the tenons, the performance design target of the steel structure system is that sliding is carried out between an upper column and a lower column under the action of an earthquake frequently, the maximum displacement angle between layers is controlled to be smaller than 1/250, structural components are intact, structural performance indexes of strength and deformation under the action of a small earthquake are met, and the performance design requirement of not being damaged by the small earthquake is guaranteed. Under the action of a fortification earthquake, the upper and lower columns slide, the maximum displacement angle between layers is controlled to be smaller than 1/125, the structure is slightly damaged, the structural member is simply repaired and then continuously used, and the repairable performance design requirement of the earthquake is ensured. And under the action of rare earthquakes, the upper and lower columns slide, the maximum displacement angle between the layers is controlled to be smaller than 1/60, the structure has slight to moderate damage, and the structural member is continuously used after being repaired, so that the repairable performance design requirement of major earthquakes is met. In order to achieve the performance design target, a three-stage design method of a multi-chance earthquake, a fortification earthquake and a rare earthquake is provided aiming at the system, and the method comprises the following steps.

Step one, preliminarily determining all parameters of a steel structure system: the parameters comprise the whole size of each layer of steel frame structure, the size of a steel beam 2, the size of a steel column 1 and the size of a floor slab 3 in each layer of steel frame structure, and the sliding force F of a jacking tenon 5 when the jacking tenon 5 and a through hole 4 in a prestress column falcon connecting structure slide relatively_SiAnd the initial rigidity K of the sleeve top tenon 5 when no sliding exists between the sleeve top tenon 5 and the through hole 4_iAnd the small displacement friction coefficient u when the relative sliding displacement between the sleeve top tenon 5 and the through hole 4 is less than 30mm₁And the large displacement friction coefficient u when the relative sliding displacement between the sleeve top tenon 5 and the through hole 4 is more than or equal to 30mm₂The maximum displacement travel L of the relative sliding between the sleeve top tenon 5 and the through hole 4 and the maximum bearing axial force N of the through hole 4_cmaxThe pretension force P of the high-strength stay cable 9; and i is the number of the connecting node of the vertically corresponding steel column 1 in the two adjacent layers of steel frame structures.

Slip force F_Si：F_Si= u₁N_iWherein u is₁Is a small displacement coefficient of friction, N_iAt the ith node position, the axial force of the steel column 1 of the upper-layer steel frame structure, the axial force of the steel column 1 and the pretension force P of the high-strength cable 9 of the steel structure system under the action of self weight are taken, and the pretension force P is 0.2 times of the ultimate tension of the high-strength cable 9.

Relative sliding maximum displacement stroke L: l is determined according to the sectional size of the steel column 1.

Maximum bearing axial force N of the through hole 4_cmax：N_cmaxAnd f is the designed compressive strength of the steel, and S is the contact area of the through hole 4 and the sleeve top tenon 5.

Step two, modeling a structural system according to the preliminarily determined integral size of each layer of steel frame structure: the steel columns 1 in the adjacent two layers of steel frame structures in the model are disconnected, andconnecting by adopting a prestressed column tenon connecting structure, considering the friction connecting action between a sleeve top tenon 5 at the bottom of a steel column 1 in the upper-layer steel frame structure and a through hole 4 at the top of the steel column 1 in the lower-layer steel frame structure, and connecting the steel column 1 of the upper-layer steel frame structure and the steel column 1 of the lower-layer steel frame structure in a friction way, wherein the F is determined in the step one_SiInitial stiffness K_iSmall displacement coefficient of friction u₁Large displacement coefficient of friction u₂Maximum bearing axial force N_cmaxAnd (4) inputting a prestress column tenon connecting structure in the model.

Step 1, extracting the axial pressure value N of the bottom of a single steel column 1 in each layer of steel frame structure under the action of multiple earthquakes in a model_{Multiple chance of i}And verifying the axial pressure value N_{Multiple chance of i}Whether the following formula requirements are met: 0 < N_{Multiple chance of i}＜N_cmax；

If 0 < N_{Multiple chance of i}＜N_cmaxContinuing the process of step 2;

if N is present_{Multiple chance of i}≥N_cmaxOr N is_{Multiple chance of i}And (3) adjusting the contact area of the sleeve top tenon 5 and the through hole 4 or the pretension force P of the high-strength cable 9 in the step one, and repeating the processes from the step one to the step 1 until the requirements are met, and continuing the process of the step 2.

Step 2, extracting shearing force V generated at the contact surface of each set of top tenon 5 and the through hole 4 under the action of earthquake from the model_{Multiple chance of i}Judging the shearing force V at the joint of the mortise-tenon joint_{Multiple chance of i}Whether or not less than the starting force F_si；

If V_{Multiple chance of i}＜F_siContinuing the process of step 3;

if V_{Multiple chance of i}≥F_siAdjusting the initial stiffness K of the collet 5 in step one_iAnd a slip force F_siAnd repeating the process from the step one to the step 2 until the requirement is met, and continuing the process of the step 3.

Step 3, top tenons are sleeved at positions where prestressed column tenon connecting structures are extracted from the model5 maximum horizontal relative displacement Deltau between the through-hole 4_{Multiple 1i}And verifying the maximum horizontal relative displacement Deltau u_{Multiple 1i}Whether the displacement is smaller than the maximum displacement stroke L of the relative sliding;

if Δ u_{Multiple 1i}Not less than L, adjusting the initial rigidity K of the sleeve top tenon 5 in the step one_iOr adjusting the maximum displacement stroke L of the relative sliding or adjusting the section area of the steel column 1 and/or the steel beam 2, and repeating the process from the step one to the step 3 until the requirements are met, and then continuing the process of the step 4.

Step 4, extracting the maximum horizontal relative displacement delta u at the upper end and the lower end of each steel column 1 of the steel frame structure from the model_{Multiple chance 2i}And verifying the interlayer displacement angle theta_{Multiple chance of i}Whether the displacement is smaller than the limit value 1/250 of the interlayer displacement angle under the corresponding earthquake action; wherein the interlayer displacement angle theta_{Multiple chance of i}=△u_{Multiple chance 2i}H is the height of the steel column 1 in each layer of steel frame structure;

if theta_{Multiple chance of i}< 1/250, continuing the process of step 5;

if theta _{Multiple chance of i}1/250, adjusting the section size of the steel beam 2 and/or the steel column 1 of each layer of the steel frame structure in the step one, and repeating the process from the step one to the step 4 until the requirement is met, and continuing the process of the step 5.

Step 5, extracting the stress f of the component in the model_{Multiple chance of e}And verifying the stress f of the member_{Multiple chance of e}Whether or not it is less than the design value of the anti-seismic bearing capacity of the member, i.e. f_{Multiple chance of e}F/0.75 or less, wherein f is a steel strength design value; the member comprises a steel column 1 and a steel beam 2;

if f_{Multiple chance of e}F/0.75, adjusting the section size of the steel beam 2 and/or the steel column 1 of each layer of the steel frame structure in the step one, and repeating the processes from the step one to the step 5 until the requirements are met, and then continuing the process of the step four.

Step I, extracting the axial pressure value N of the bottom of a single steel column 1 in each layer of steel frame structure under the corresponding earthquake action in the model_{Fortification i}And verifying the axial pressure value N_{Fortification i}Whether the following formula requirements are met: 0 < N_{Fortification i}＜N_cmax；

If 0 < N_{Fortification i}＜N_cmaxContinuing the process of the step II;

if N is present_{Fortification i}≥N_cmaxOr N is_{Fortification i}Less than or equal to 0, and the maximum bearing axial force N to the sleeve top tenon 5 in the step one_cmaxOr the pretension force P of the high-strength inhaul cable 9 is adjusted, and the process from the step one to the step I is repeated until the requirement is met, and then the process of the step II is continued.

Step II, extracting the maximum horizontal relative displacement delta u between the sleeve top tenon 5 and the through hole 4 at the mortise-tenon joint in the model_{Fortification 1i}And verifying the maximum horizontal relative displacement Deltau u_{Fortification 1i}Whether the displacement is smaller than the maximum displacement stroke L of the relative sliding;

if Δ u_{Fortification 1i}Not less than L, adjusting the initial rigidity K of the sleeve top tenon 5 in the step one_iOr adjusting the maximum displacement stroke L of the relative sliding, and repeating the process from the step one to the step II until the requirement is met and continuing the process of the step III.

Step III, extracting the maximum horizontal relative displacement delta u at the upper end and the lower end of each steel column 1 of the steel frame structure from the model_{Fortification 2i}And verifying the interlayer displacement angle theta_{Fortification i}Whether the displacement angle is less than the limit value 1/125 of the interlayer displacement angle under the action of the corresponding earthquake; wherein the interlayer displacement angle theta_{Fortification i}=△u_{Fortification 2i}H is the height of the steel column 1 in each layer of steel frame structure;

if theta_{Fortification i}Not less than 1/125, adjusting the section of the steel beam 2 and/or the steel column 1 in the step one, and repeating the stepsAnd one step is carried out to the step III, and the step IV is continued until the requirements are met.

Step IV, extracting stress f of the component in the model_{Fortification e}And verifying the stress f of the member_{Fortification e}Whether or not less than the yield strength of the member, i.e. f_{Fortification e}≤f_yWherein f is_yThe design value of the yield strength of the steel is obtained; the member comprises a steel column 1 and a steel beam 2;

if f_{Fortification e}≤f_yContinuing the process of the fifth step;

if f_{Fortification e}＞f_yIn step one, the sliding force F of the sleeve top tenon 5 is adjusted_siOr adjusting the section size of the steel beam 2 and/or the steel column 1 of the steel frame structure, and repeating the processes from the first step to the fourth step until the requirements are met, and continuing the process from the fifth step.

Step i, extracting the axial pressure value N of the bottom of a single steel column 1 in each layer of steel frame structure under the corresponding earthquake action in the model_{Rare encounter i}And verifying the axial pressure value N_{Rare encounter i}Whether the following formula requirements are met: 0 < N_{Rare encounter i}＜N_cmax；

If 0 < N_{Rare encounter i}＜N_cmaxContinuing the process of step ii;

if N is present_{Rare encounter i}≥N_cmaxOr N is_{Rarely meets ci}Less than or equal to 0, and the maximum bearing axial force N to the sleeve top tenon 5 in the step one_cmaxOr the pretension P of the high tensile cords 9 is adjusted and the process from step one to step i is repeated until the process of step ii is continued after the requirements are met.

Step ii, extracting the maximum horizontal relative displacement delta u between the sleeve top tenon 5 and the through hole 4 at the prestressed column tenon connecting structure in the model_{Rare chance 1i}And verifying the maximum horizontal relative displacement Deltau u_{Rare chance 1i}Whether the displacement is smaller than the maximum displacement stroke L of the relative sliding;

if Δ u_{Rare chance 1i}< L, continue the stepA process of step iii;

if Δ u_{Rare chance 1i}Not less than L, adjusting the sliding force F of the sleeve top tenon 5 in the step one_siOr adjusting the maximum displacement stroke L of the relative sliding or adjusting the section size of the steel beam 2 and/or the steel column 1 of the steel frame structure, and repeating the processes from the step one to the step ii until the requirements are met, and continuing the process of the step iii.

Step iii, extracting the maximum horizontal relative displacement delta u at the upper end and the lower end of each steel column 1 of the steel frame structure in the model_{Rare chance 2i}And verifying the interlayer displacement angle theta_{Rare encounter i}Whether the displacement angle is less than the limit value 1/60 of the interlayer displacement angle under the action of the corresponding earthquake; wherein the interlayer displacement angle theta_{Fortification i}=△u_{Rare chance 2i}H is the height of the steel column 1 in each layer of steel frame structure;

if theta_{Fortification i}< 1/60, continuing the process of step iv;

if theta _{Fortification i}1/60, adjusting the section of the steel beam 2 and/or the steel column 1 in the step one, and repeating the processes from the step one to the step iii until the requirements are met, and continuing the process of the step iv.

If V_S＜V_RAnd M is_S＜M_RContinuing the process of step v;

if M is_S≥M_ROr V_S≥V_RAnd adjusting the section size of the steel beam 2 and/or the steel column 1 in the structure in the step one, and repeating the processes from the step one to the step iv until the requirements are met, and continuing the process of the step v.

Step v, extracting the number of plastic hinges from the steel structure system of the model, and evaluating the seismic performance of the steel structure system under rare earthquakes: counting the proportion Q of the plastic hinge formed by the steel beam 2 and the steel column 1 in the same-layer steel frame structure and the total number of the nodes of the steel beam 2 and the steel column 1, and judging whether the Q is less than 20 percent;

if Q is less than 20%, the design is finished;

if Q is more than or equal to 20%, adjusting the sliding force F of the prestressed column tenon connection structure_siOr adjusting the section size of the steel beam 2 and/or the steel column 1, and repeating the steps from the first step to the step v until the design requirements are met.

In this embodiment, the maximum bearing axial force N of the tenon 5 is set_cmaxThe adjusting method of (3) is to adjust the contact area of the through hole (4) and the sleeve top tenon (5).

In this embodiment, the adjustment method of the maximum relative sliding displacement stroke L is to adjust the sectional dimension of the steel column 1.

In the present embodiment, the initial stiffnessK _iThe adjusting method comprises the step of adjusting the section inertia distance of the prestress column tenon connecting structure and/or the height of the prestress column tenon connecting structure.

In the present embodiment, the slip force F_siThe adjustment method is to adjust the friction coefficient u of small displacement₁And/or a large coefficient of displacement friction u₂And/or the pretension force P of the high-strength cable 9 is adjusted.

The above embodiments are not intended to be exhaustive or to limit the invention to other embodiments, and the above embodiments are intended to illustrate the invention and not to limit the scope of the invention, and all applications that can be modified from the invention are within the scope of the invention.

Claims

1. A design method of a steel structure system connected by prestressed columns and tenons is characterized in that: the steel structure system connected by the prestressed columns and the tenons comprises at least two layers of vertically stacked steel frame structures; each layer of steel frame structure comprises a steel column (1), a steel beam (2) and a floor slab (3); wherein, the steel columns (1) are divided into a group and arranged at intervals along the transverse direction and the longitudinal direction of the steel frame structure; the steel beams (2) are divided into a group and correspondingly connected between the transversely adjacent steel columns (1) and between the longitudinally adjacent steel columns (1); the floor (3) is arranged on the top of the group of steel beams (2); the steel column (1) of each layer of steel frame structure is disconnected with the floor (3) at the lower layer, and the two adjacent layers of steel frame structures are connected by adopting a prestressed column tenon connecting structure;

the prestressed column tenon connecting structure comprises a through hole (4), a sleeve top tenon (5), an elastic material (6) and a high-strength inhaul cable (9); the through holes (4) are formed in the top of each steel column (1) of the lower-layer steel frame structure; wherein the bottom surface of the through hole (4) is a plane, and the middle part of the bottom surface of the through hole (4) is provided with first tendon penetrating holes (10) at intervals; the jacking tenon (5) is cylindrical and is vertically connected to the bottom of each steel column (1) of the upper-layer steel frame structure; the bottom surface of the sleeve top tenon (5) is a plane, and a second rib penetrating hole (11) is formed in the position, corresponding to the first rib penetrating hole (10), on the bottom surface of the sleeve top tenon (5); the sleeve top tenon (5) at the bottom of the steel column (1) of the upper-layer steel frame structure is correspondingly inserted into the through hole (4) at the top of the steel column (1) of the lower-layer steel frame structure, the bottom of the sleeve top tenon (5) is correspondingly supported on the bottom surface of the through hole (4), a space is reserved between the side wall of the sleeve top tenon (5) and the side wall of the through hole (4), and a space is reserved between the top of the through hole (4) and the bottom of the steel column (1) of the upper-layer steel frame structure; the elastic material (6) is arranged in a gap between the sleeve top tenon (5) and the through hole (4); the high-strength inhaul cables (9) are provided with a group and penetrate through a steel column (1) which vertically corresponds to the steel structure system, wherein each high-strength inhaul cable (9) penetrates through a first rib penetrating hole (10) and a second rib penetrating hole (11), and the pretightening force of each high-strength inhaul cable (9) is 1 kN-5000 kN; the steel beam (2) is connected to the upper part of the side wall of the steel column (1); the top surface of the floor slab (3) is flush with the top surface of the through hole (4);

the design method comprises the following steps:

step one, preliminarily determining all parameters of a steel structure system: the parameters comprise the overall size of each layer of steel frame structure, the size of a steel beam (2), the size of a steel column (1) and the size of a floor slab (3) in each layer of steel frame structure, and the sliding force F of a jacking tenon (5) when the jacking tenon (5) and a through hole (4) in a prestressed column tenon connecting structure slide relatively_SiWhen the sleeve top tenon (5) and the through hole (4) do not slide, the sleeve top tenon(5) Initial stiffness K of_iAnd the small displacement friction coefficient u when the relative sliding displacement between the sleeve top tenon (5) and the through hole (4) is less than 30mm₁And when the relative sliding displacement between the sleeve top tenon (5) and the through hole (4) is more than or equal to 30mm, the large displacement friction coefficient u₂The maximum displacement travel L of the relative sliding between the sleeve top tenon (5) and the through hole (4) and the maximum bearing axial force N of the through hole (4)_cmaxThe pretension force P of the high-strength inhaul cable (9); wherein i is the number of a connecting node of a vertically corresponding steel column (1) in the two adjacent layers of steel frame structures;

slip force F_Si：F_Si= u₁N_iWherein u is₁Is a small displacement coefficient of friction, N_iAt the ith node position, taking the axial force of a steel column (1) of an upper-layer steel frame structure, taking the axial force of the steel column (1) of a steel structure system under the action of self weight and the pretension force P of a high-strength inhaul cable (9), wherein the pretension force P is 0.2 times of the ultimate tension of the high-strength inhaul cable (9);

initial stiffness K_i：K_i= 12EI/h³The steel elastic modulus E is the steel elastic modulus, the section inertia distance of the prestressed column tenon connecting structure I is the section inertia distance of the prestressed column tenon connecting structure, and the height h is the height of the prestressed column tenon connecting structure;

relative sliding maximum displacement stroke L: l is determined according to the section size of the steel column (1);

the maximum bearing axial force N of the through hole (4)_cmax：N_cmax= f × S, wherein f is the designed compressive strength of the steel material, and S is the contact area between the through hole (4) and the sleeve top tenon (5);

step two, modeling a structural system according to the preliminarily determined integral size of each layer of steel frame structure: disconnecting the steel columns (1) in the two adjacent layers of steel frame structures in the model, connecting the steel columns by adopting a prestressed column tenon connecting structure, considering the friction connection effect between the sleeve top tenon (5) at the bottom of the steel column (1) in the upper layer of steel frame structure and the through hole (4) at the top of the steel column (1) in the lower layer of steel frame structure, and connecting the steel columns (1) of the upper layer and the lower layer of steel frame structure in a friction way, wherein the steel columns (1) of the upper layer and the lower layer of steel frame structure are determined in the step one_SiInitial stiffness K_iSmall displacement coefficient of friction u₁Large and largeCoefficient of displacement friction u₂Maximum bearing axial force N_cmaxInputting the prestress column tenon connecting structure in the model;

thirdly, analyzing the structural system under the action of the multi-earthquake by using finite element analysis software, wherein the specific analysis method comprises the following steps:

step 1, extracting the axial pressure value N of the bottom of a single steel column (1) in each layer of steel frame structure under the action of multiple earthquakes in a model_{Multiple chance of i}And verifying the axial pressure value N_{Multiple chance of i}Whether the following formula requirements are met: 0 < N_{Multiple chance of i}＜N_cmax；

If 0 < N_{Multiple chance of i}＜N_cmaxContinuing the process of step 2;

if N is present_{Multiple chance of i}≥N_cmaxOr N is_{Multiple chance of i}The contact area between the sleeve top tenon (5) and the through hole (4) or the pretension force P of the high-strength stay cable (9) is adjusted in the first step, and the processes from the first step to the step 1 are repeated until the requirements are met, and then the process of the step 2 is continued;

step 2, extracting shearing force V generated at the contact surface of each set of top tenon (5) and the through hole (4) under the action of earthquake from the model_{Multiple chance of i}Judging the shearing force V at the joint of the mortise-tenon joint_{Multiple chance of i}Whether or not less than the starting force F_si；

If V_{Multiple chance of i}＜F_siContinuing the process of step 3;

if V_{Multiple chance of i}≥F_siIn step one, the initial rigidity K of the sleeve top tenon (5) is adjusted_iAnd a slip force F_siAnd repeating the processes from the first step to the second step 2 until the requirements are met, and continuing the process from the third step 3;

step 3, extracting the maximum horizontal relative displacement delta u between the sleeve top tenon (5) and the through hole (4) at the prestressed column tenon connecting structure in the model_{Multiple 1i}And verifying the maximum horizontal relative displacement Deltau u_{Multiple 1i}Whether the displacement is smaller than the maximum displacement stroke L of the relative sliding;

if Δ u_{Multiple 1i}Not less than L, adjusting the initial rigidity K of the sleeve top tenon (5) in the step one_iOr adjusting the maximum displacement stroke L of the relative sliding or adjusting the section area of the steel column (1) and/or the steel beam (2), and repeating the process from the step one to the step 3 until the requirements are met, and continuing the process from the step 4;

step 4, extracting the maximum horizontal relative displacement delta u at the upper end and the lower end of each steel column (1) of the steel frame structure from the model_{Multiple chance 2i}And verifying the interlayer displacement angle theta_{Multiple chance of i}Whether the displacement is smaller than the limit value 1/250 of the interlayer displacement angle under the corresponding earthquake action; wherein the interlayer displacement angle theta_{Multiple chance of i}=△u_{Multiple chance 2i}H is the height of the steel column (1) in each layer of steel frame structure;

if theta_{Multiple chance of i}< 1/250, continuing the process of step 5;

if theta_{Multiple chance of i}1/250, adjusting the section size of the steel beam (2) and/or the steel column (1) of each layer of steel frame structure in the step one, and repeating the process from the step one to the step 4 until the requirement is met, and continuing the process of the step 5;

step 5, extracting the stress f of the component in the model_{Multiple chance of e}And verifying the stress f of the member_{Multiple chance of e}Whether or not it is less than the design value of the anti-seismic bearing capacity of the member, i.e. f_{Multiple chance of e}F/0.75 or less, wherein f is a steel strength design value; the member comprises a steel column (1) and a steel beam (2);

if f_{Multiple chance of e}F/0.75, adjusting the section size of the steel beam (2) and/or the steel column (1) of each layer of steel frame structure in the step one, and repeating the steps from the step one to the step 5 until the requirements are met, and continuing the step four;

fourthly, analyzing the structural system under the action of fortification earthquake by using finite element analysis software, wherein the specific analysis method comprises the following steps:

step I, extracting the axial pressure value N of the bottom of a single steel column (1) in each layer of steel frame structure under the corresponding earthquake action in the model_{Fortification i}And verifyAxial pressure value N_{Fortification i}Whether the following formula requirements are met: 0 < N_{Fortification i}＜N_cmax；

If 0 < N_{Fortification i}＜N_cmaxContinuing the process of the step II;

if N is present_{Fortification i}≥N_cmaxOr N is_{Fortification i}Less than or equal to 0, and the maximum bearing axial force N of the sleeve top tenon (5) in the step one_cmaxOr adjusting the pretension force P of the high-strength inhaul cable (9), and repeating the process from the step one to the step I until the requirements are met, and continuing the process of the step II;

step II, extracting the maximum horizontal relative displacement delta u between the sleeve top tenon (5) and the through hole (4) at the tenon-and-mortise joint node in the model_{Fortification 1i}And verifying the maximum horizontal relative displacement Deltau u_{Fortification 1i}Whether the displacement is smaller than the maximum displacement stroke L of the relative sliding;

if Δ u_{Fortification 1i}Not less than L, adjusting the initial rigidity K of the sleeve top tenon (5) in the step one_iOr adjusting the maximum displacement stroke L of the relative sliding, and repeating the process from the step one to the step II until the requirement is met, and continuing the process of the step III;

step III, extracting the maximum horizontal relative displacement delta u at the upper end and the lower end of each steel column (1) of the steel frame structure from the model_{Fortification 2i}And verifying the interlayer displacement angle theta_{Fortification i}Whether the displacement angle is less than the limit value 1/125 of the interlayer displacement angle under the action of the corresponding earthquake; wherein the interlayer displacement angle theta_{Fortification i}=△u_{Fortification 2i}H is the height of the steel column (1) in each layer of steel frame structure;

if theta_{Fortification i}1/125, adjusting the section of the steel beam (2) and/or the steel column (1) in the step one, and repeating the processes from the step one to the step III until the requirements are met, and continuing the process of the step IV;

step IV, extracting stress f of the component in the model_{Fortification e}And verifying the stress f of the member_{Fortification e}Whether or not less than the yield strength of the member, i.e. f_{Fortification e}≤f_yWherein f is_yThe design value of the yield strength of the steel is obtained; the member comprises a steel column (1) and a steel beam (2);

if f_{Fortification e}≤f_yContinuing the process of the fifth step;

if f_{Fortification e}＞f_yIn the first step, the sliding force F of the sleeve top tenon (5) is adjusted_siOr adjusting the section size of the steel beam (2) and/or the steel column (1) of the steel frame structure, and repeating the processes from the first step to the fourth step until the requirements are met, and continuing the process from the fifth step;

step five, analyzing the structural system under the action of fortification earthquake by using finite element analysis software, wherein the specific analysis method comprises the following steps:

step i, extracting the axial pressure value N of the bottom of a single steel column (1) in each layer of steel frame structure under the corresponding seismic action in the model_{Rare encounter i}And verifying the axial pressure value N_{Rare encounter i}Whether the following formula requirements are met: 0 < N_{Rare encounter i}＜N_cmax；

If 0 < N_{Rare encounter i}＜N_cmaxContinuing the process of step ii;

if N is present_{Rare encounter i}≥N_cmaxOr N is_{Rarely meets ci}Less than or equal to 0, and the maximum bearing axial force N of the sleeve top tenon (5) in the step one_cmaxOr adjusting the pretension force P of the high-strength inhaul cable (9), and repeating the process from the step one to the step i until the requirements are met, and continuing the process of the step ii;

step ii, extracting the maximum horizontal relative displacement delta u between the sleeve top tenon (5) and the through hole (4) at the prestressed column tenon connecting structure in the model_{Rare chance 1i}And verifying the maximum horizontal relative displacement Deltau u_{Rare chance 1i}Whether the displacement is smaller than the maximum displacement stroke L of the relative sliding;

if Δ u_{Rare chance 1i}Not less than L, adjusting the sliding force F of the sleeve top tenon (5) in the step one_siOr adjust relative slidingC, adjusting the maximum displacement stroke L or the section size of a steel beam (2) and/or a steel column (1) of the steel frame structure, and repeating the processes from the step one to the step ii until the requirements are met, and continuing the process of the step iii;

step iii, extracting the maximum horizontal relative displacement delta u at the upper end and the lower end of each steel column (1) of the steel frame structure from the model_{Rare chance 2i}And verifying the interlayer displacement angle theta_{Rare encounter i}Whether the displacement angle is less than the limit value 1/60 of the interlayer displacement angle under the action of the corresponding earthquake; wherein the interlayer displacement angle theta_{Fortification i}=△u_{Rare chance 2i}H is the height of the steel column (1) in each layer of steel frame structure;

if theta_{Fortification i}< 1/60, continuing the process of step iv;

if theta_{Fortification i}1/60, adjusting the section of the steel beam (2) and/or the steel column (1) in the first step, and repeating the processes from the first step to the third step until the requirements are met, and continuing the process of the step iv;

If V_S＜V_RAnd M is_S＜M_RContinuing the process of step v;

if M is_S≥M_ROr V_S≥V_RAdjusting the section size of the steel beam (2) and/or the steel column (1) in the structure in the step one, and repeating the processes from the step one to the step iv until the requirements are met, and continuing the process of the step v;

step v, extracting the number of plastic hinges from the steel structure system of the model, and evaluating the seismic performance of the steel structure system under rare earthquakes: counting the proportion Q of a plastic hinge formed by the steel beam (2) and the steel column (1) in the same-layer steel frame structure and the total number of nodes of the steel beam (2) and the steel column (1), and judging whether the Q is less than 20%;

if Q is less than 20%, the design is finished;

if Q is more than or equal to 20%, adjusting the sliding force F of the prestressed column tenon connection structure_siOr adjusting the section size of the steel beam (2) and/or the steel column (1), and repeating the steps from the first step to the step v until the design requirement is met.

2. The method for designing a prestressed column-tenon connected steel structure system according to claim 1, wherein: the horizontal section of the steel column (1) is rectangular or circular, and a sealing plate (7) is arranged at the bottom of the steel column (1) in the upper-layer steel frame structure; the sleeve top tenon (5) is connected to the bottom of the sealing plate (7); the horizontal section of the sleeve top tenon (5) is matched with the horizontal section of the steel column (1), and the horizontal section of the sleeve top tenon (5) is smaller than the horizontal section of the steel column (1).

3. The method for designing a prestressed column-tenon connected steel structure system according to claim 1, wherein: a plane plate (8) is arranged in the steel column (1) and close to the upper port; the through holes (4) are formed by enclosing a plane plate (8) and the side wall of the steel column (1) above the plane plate (8); the distance between the top of the through hole (4) and the bottom of the steel column (1) of the upper-layer steel frame structure is 1 mm-5 mm.

4. The method for designing a prestressed column-tenon connected steel structure system according to claim 1, wherein: the distance between the side wall of the sleeve top tenon (5) and the side wall of the through hole (4) is 5-100 mm.

5. The method for designing a prestressed column-tenon connected steel structure system according to claim 1, wherein: the elastic material (6) is made of rubber or a spring or silica gel.

6. The method for designing a prestressed column-tenon connected steel structure system according to claim 1, wherein: the maximum bearing axial force N of the sleeve top tenon (5)_cmaxThe adjusting method is to adjust the contact area of the through hole (4) and the sleeve top tenon (5).

7. The method for designing a prestressed column-tenon connected steel structure system according to claim 1, wherein: the adjusting method of the maximum relative sliding displacement stroke L is to adjust the section size of the steel column (1).

8. The method for designing a prestressed column-tenon connected steel structure system according to claim 1, wherein: initial stiffness K_iThe adjusting method comprises the step of adjusting the section inertia distance of the prestress column tenon connecting structure and/or the height of the prestress column tenon connecting structure.

9. The method for designing a prestressed column-tenon connected steel structure system according to claim 1, wherein: slip force F_siThe adjustment method is to adjust the friction coefficient u of small displacement₁And/or a large coefficient of displacement friction u₂And/or the pretension force P of the high-strength cable (9) is adjusted.