CN110409604B - Design method of prestress assembly type steel frame friction damping structure system - Google Patents

Design method of prestress assembly type steel frame friction damping structure system Download PDF

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CN110409604B
CN110409604B CN201910711484.3A CN201910711484A CN110409604B CN 110409604 B CN110409604 B CN 110409604B CN 201910711484 A CN201910711484 A CN 201910711484A CN 110409604 B CN110409604 B CN 110409604B
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plate
steel
friction
steel frame
fortification
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CN110409604A (en
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葛家琪
张国军
刘鑫刚
刘金泰
黄威振
朱鸿钧
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China Aviation Planning and Design Institute Group Co Ltd
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China Aviation Planning and Design Institute Group Co Ltd
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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/62—Insulation or other protection; Elements or use of specified material therefor
    • E04B1/92—Protection against other undesired influences or dangers
    • E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
    • E04H9/022—Bearing, supporting or connecting constructions specially adapted for such buildings and comprising laminated structures of alternating elastomeric and rigid layers
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • E04H9/024—Structures with steel columns and beams
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2406—Connection nodes
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2415—Brackets, gussets, joining plates
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2418—Details of bolting
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/246—Post to post connections

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Environmental & Geological Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Business, Economics & Management (AREA)
  • Emergency Management (AREA)
  • Buildings Adapted To Withstand Abnormal External Influences (AREA)
  • Vibration Prevention Devices (AREA)

Abstract

A design method of a prestress assembly type steel frame friction damping structure system comprises at least two layers of steel frame structures, wherein adjacent steel frame structures are disconnected at the joint of an upper-layer column and a lower-layer floor slab; the adjacent steel frame structures are connected in a sliding manner through a bidirectional sliding friction connecting device; the bidirectional sliding friction connecting device comprises an upper C-shaped plate, a lower C-shaped plate, a friction plate and a connecting piece; the plate surface of the upper C-shaped plate is provided with a first transverse strip hole; the plate surface of the lower C-shaped plate is provided with a first longitudinal strip hole; the upper C-shaped plate and the lower C-shaped plate are mutually inserted and connected with the connecting pieces in the corresponding first longitudinal strip holes through the first transverse strip holes; the upper C-shaped plate is connected with the bottom connecting plate; the lower C-shaped plate is connected with the top connecting plate; the friction plates are arranged between the first top plate and the second top plate, between the second top plate and the first bottom plate and between the first bottom plate and the second bottom plate. The invention solves the technical problems of poor energy consumption performance and difficult construction of connecting joints of the traditional fabricated structural steel column connecting structure.

Description

Design method of prestress assembly type steel frame friction damping structure system
Technical Field
The invention belongs to the technical field of structural engineering, and particularly relates to a design method of a prestress assembly type steel frame friction damping structure system.
Background
The assembled steel structure building is an assembled building formed by assembling main structure steel components and prefabricated parts on a construction site, is based on an industrialized construction mode, realizes the integration of a structure system, an external protection system, equipment, a pipeline system, an internal installation system and the like and the process of planning, designing, producing and constructing integration, is finally assembled efficiently and reliably on the construction site, realizes the building integrating building enclosure, a main structure and electromechanical decoration, embodies the idea of green building, and is the development direction of modern buildings. The steel column connecting structure in the traditional assembly type structural system is generally welded or connected through bolts; the connection node is rigid, and has the advantages of difficult construction, great environmental pollution, poor energy consumption performance and poor shock resistance of an assembled structure system.
Disclosure of Invention
The invention aims to provide a design method of a prestress assembly type steel frame friction damping structure system, and aims to solve the technical problems that a traditional assembly type structure steel column connecting structure is poor in energy consumption performance and difficult in connection joint construction.
In order to achieve the purpose, the invention adopts the following technical scheme.
A prestress assembly type steel frame friction damping structure system comprises at least two layers of steel frame structures, wherein the adjacent two layers of steel frame structures are disconnected at the joint of an upper-layer column and a lower-layer floor slab; each layer of steel frame structure comprises steel columns, steel beams and floor slabs; wherein, the steel columns are provided with a group and are arranged at intervals along the transverse direction and the longitudinal direction of the steel frame structure; the steel beams are in a group and are correspondingly connected between the tops of the transversely adjacent steel columns and the tops of the longitudinally adjacent steel columns; the floor slab is arranged on the tops of the group of steel beams; a bottom connecting plate is arranged at the bottom of a steel column of the upper-layer steel frame structure; first connecting holes are formed in the bottom connecting plate at intervals; a top connecting plate is arranged at the top of a steel column of the lower-layer steel frame structure; second connecting holes are formed in the top connecting plate at intervals; the adjacent steel frame structures are connected in a sliding manner through a bidirectional sliding friction connecting device arranged between the top connecting plate and the bottom connecting plate, and the bottom surface of the bidirectional sliding friction connecting device is flush with the top surface of the floor slab;
the bidirectional sliding friction connecting device comprises an upper C-shaped plate, a lower C-shaped plate, a friction plate and a connecting piece;
the upper C-shaped plate comprises a first top plate, a first bottom plate and a first vertical plate connected between the first top plate and the side edge of the first bottom plate; the width of the first top plate is greater than that of the first bottom plate; a group of first transverse long-strip holes are formed in the plate surfaces of the first top plate and the first bottom plate at intervals along the longitudinal direction, and the first transverse long-strip holes in the first top plate and the first transverse long-strip holes in the first bottom plate are arranged correspondingly; a first through hole is formed in the position, corresponding to the first connecting hole, of the first top plate; the upper C-shaped plate is connected with the bottom connecting plate through a first bolt penetrating through the first through hole and the first connecting hole;
the lower C-shaped plate comprises a second top plate, a second bottom plate and a second vertical plate connected between the second top plate and the side edge of the second bottom plate; the width of the second top plate is smaller than that of the second bottom plate; a group of first longitudinal long holes are respectively formed in the plate surfaces of the second top plate and the second bottom plate at intervals along the transverse direction, and the first longitudinal long holes in the second top plate are arranged corresponding to the first longitudinal long holes in the second bottom plate; the first bottom plate of the upper C-shaped plate is inserted between the second top plate and the second bottom plate of the lower C-shaped plate, the second top plate of the lower C-shaped plate is inserted between the first top plate and the first bottom plate of the upper C-shaped plate, and the first longitudinal strip hole is correspondingly intersected with the first transverse strip hole; a second through hole is formed in the second bottom plate at a position corresponding to the second connecting hole; the lower C-shaped plate is connected with the top connecting plate through a second bolt penetrating through the second through hole and the second connecting hole;
the friction plates are respectively arranged between the first top plate and the second top plate, between the second top plate and the first bottom plate and between the first bottom plate and the second bottom plate; the connecting pieces are provided with a group and correspondingly penetrate through the first transverse strip holes and the corresponding first longitudinal strip holes to connect the upper C-shaped plate and the lower C-shaped plate in a sliding manner; the pretightening force of each connecting piece is 1 kN-500 kN.
Preferably, the bottom connecting plate is an annular plate and is connected to the outer side of the bottom edge of the steel column of the upper-layer steel frame structure; the top connecting plate is an annular plate and is connected to the outer side of the top edge of the steel column of the lower-layer steel frame structure.
Preferably, the connecting piece is a high-strength bolt or a prestressed inhaul cable.
Preferably, when the connecting piece is a prestressed cable, the prestressed cable vertically penetrates through a vertically corresponding steel column in the structural system.
Preferably, the width of the first top plate in the upper C-shaped plate is 10 mm-100 mm larger than that of the first bottom plate.
Preferably, the width of the second bottom plate in the lower C-shaped plate is 10 mm-100 mm larger than that of the second top plate.
Preferably, the friction plate is made of phenolic resin material or high-performance carbon fiber friction material or brass.
Preferably, a second transverse strip hole is formed in the position, corresponding to the first transverse strip hole, of the friction sheet between the first top plate and the second top plate;
a third transverse strip hole is formed in the position, corresponding to the first transverse strip hole, of the friction sheet between the second top plate and the first bottom plate;
a third longitudinal strip hole is formed in the position, corresponding to the first longitudinal strip hole, of the friction sheet between the second top plate and the first bottom plate, and the third transverse strip hole is communicated with the third longitudinal strip hole;
and a second longitudinal strip hole is formed in the position, corresponding to the first longitudinal strip hole, of the friction sheet between the first bottom plate and the second bottom plate.
A design method of a prestressed assembly type steel frame friction damping structure system comprises three stages of multi-earthquake design, fortification earthquake design and rare earthquake design; comprises the following steps.
Step one, preliminarily determining all parameters of a steel structure system: the parameters comprise the size of each layer of steel frame structure, the size of a steel beam in each layer of steel frame structure and a steel columnSize of floor, pretension P of the connecting element, initial stiffness K of the two-way sliding friction jointiAnd the relative sliding force F between the upper C-shaped plate and the lower C-shaped plate in the bidirectional sliding friction connecting devicesiMaximum relative displacement stroke L between upper C-shaped plate and lower C-shaped plate in bidirectional sliding friction connecting device and maximum bearing axial force N of bidirectional sliding friction connecting devicefmax(ii) a And (c) numbering nodes between steel columns in the two adjacent layers of steel frame structures.
Initial stiffness: ki=12EI/h3Wherein E is the elastic modulus of the material, I is the section inertia distance of the bidirectional sliding friction connecting device, and h is the height of the bidirectional sliding friction connecting device.
Slip force Fsi：Fsi=1.4×μNiWhere μ is the coefficient of friction, determined by the choice of material for the friction plate, NiAnd taking the axial force of the steel column of the upper-layer steel frame structure in the middle layer at the ith node position and the pretension P of the connecting piece under the action of the dead weight of the structural system, wherein the pretension P is 0.2 times of the design pretension of a high-strength bolt or the ultimate tension of a prestressed inhaul cable.
Maximum relative displacement stroke L: and determining the actual maximum slippage between the upper C-shaped plate and the lower C-shaped plate in the bidirectional sliding friction connecting device according to the section size of the steel column, and taking 30-60 mm.
Maximum bearing axial force Nfmax: controlled according to the absence of friction material breakage, i.e. Nfmax=b1×b2×Pf(ii) a Wherein, b1And b2Length and width, P, of the friction lining, respectivelyfThe compressive strength of the friction plate.
Step two, modeling the steel structure system according to the parameters preliminarily determined in the step one, disconnecting steel columns in two adjacent layers of steel frame structures in the model, and connecting the steel columns by adopting a connecting unit; considering the friction connection effect between steel columns in the adjacent two layers of steel frame structures, the initial rigidity K of the bidirectional sliding friction connection device is setiSliding force FsiMaximum relative displacement stroke L and maximum bearing axial force NfmaxInput deviceIn the connection unit.
Analyzing the structural system under the action of multiple earthquakes by using finite element analysis software, wherein the connecting piece is a high-strength bolt during analysis; 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 corresponding earthquake action in the modelMultiple chance of iAnd verifying the axial pressure value NMultiple chance of iWhether the following formula requirements are met: 0 < NMultiple chance of i＜Nfmax；
If 0 < NMultiple chance of i＜NfmaxContinuing the process of step 2;
if N is presentMultiple chance of i≥NfmaxAnd adjusting the pretension force P of the connecting piece in the step one, and repeating the process from the step one to the step 1 until the requirement is met, and then continuing the process of the step 2.
Step 2, if the axial pressure value N in the step 1Multiple chance of iMeets the requirement, and extracts the shear force V generated in the bidirectional sliding friction connecting device at the bottom of each steel column under the action of earthquake in the modelMultiple chance of iJudging whether the shearing force at the connecting node is smaller than the starting sliding force F of the bidirectional sliding friction connecting device or notsi；
If VMultiple chance of i＜FsiContinuing the process of step 3;
if VMultiple chance of i≥FsiAnd adjusting the friction coefficient mu of the bidirectional sliding friction connecting device and the pretension force P of the connecting piece in the step one, and repeating the processes from the step one to the step 2 until the requirements are met and continuing the process of the step 3.
Step 3, extracting the maximum horizontal relative displacement △ u at the upper end and the lower end of each steel column of the steel frame structure from the modelMultiple chance 2iAnd verifying the interlayer displacement angle thetaMultiple chance of iWhether the displacement angle is less than the limit value 1/250 of the interlayer displacement angle under the action of the corresponding earthquake; wherein the interlayer displacement angle thetaMultiple chance of i=△uMultiple chance 2iH is the height of a steel column in each layer of steel frame structure;
if thetaMultiple chance of i< 1/250, continuing the process of step 4;
if theta Multiple chance of i1/250, 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 3 until the requirement is met, and continuing the process of the step 4.
Step 4, extracting stress f of the component from the modelMultiple chance of eAnd verifying the stress f of the memberMultiple chance of eWhether or not it is less than the design value of the anti-seismic bearing capacity of the member, i.e. fMultiple chance of eF/0.75 or less, wherein f is a steel strength design value; the member comprises a steel beam and a steel column;
if fMultiple chance of eContinuing the process of the step 5 when the f/0.75 is less than or equal to;
if fMultiple chance of eF/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 4 until the requirements are met, and then continuing the process of the step 5.
And 5: extracting bending moment M at the left end and the right end of each bidirectional sliding friction connecting device from the modelMeet more frequentlyCombined with a lifting force FsiThe number and specification design of high-strength bolts in the bidirectional sliding friction connecting device are carried out according to the following formula:
the number of high-strength bolts is as follows: n = Fsi/（0.9×0.35×Pt) In which P istThe design value is the pretension force of the high-strength bolt;
specification of high-strength bolt: n is a radical oft=（MMeet more frequently×ymax）/（∑yi）＜Nt bWherein y isiThe distance from the high-strength bolt to the center line of the bidirectional sliding friction connecting device, Nt b=0.8Pt，ymaxThe maximum distance between the high-strength bolt and the center line of the bidirectional sliding friction connecting device is shown.
Analyzing the structural system under the action of fortifying earthquake by using finite element analysis software, wherein the connecting piece is a high-strength bolt during analysis; the specific analysis method comprises the following steps.
Step I, extracting single steel in each layer of steel frame structure under corresponding fortification earthquake action from the modelAxial pressure value N of column bottomFortification iAnd verifying the axial pressure value NFortification iWhether the following formula requirements are met: 0 < NFortification i＜Nfmax；
If 0 < NFortification i＜NfmaxContinuing the process of the step II;
if N is presentFortification i≥NfmaxAnd adjusting the pretension P of the connecting piece in the step one, 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 relative sliding stroke △ u of the upper C-shaped plate and the lower C-shaped plate of the bidirectional sliding friction connecting device from the modelFortification 1iAnd verifying the maximum relative slip stroke △ uFortification 1iWhether the maximum relative displacement stroke L is smaller than the maximum relative displacement stroke L of the bidirectional sliding friction connecting device or not;
if △ uFortification 1iIf the ratio is less than L, continuing the process of the step III;
if △ uFortification 1iNot less than L, adjusting the starting slip force F of the bidirectional sliding friction connecting device in the step onesiOr the maximum relative displacement stroke L or the section of the steel beam and/or the steel column is adjusted, and the process from the step one to the step II is repeated until the requirements are met, and then the process of the step III is continued.
Step III, extracting the maximum horizontal relative displacement △ u at the upper end and the lower end of each steel column of the steel frame structure from the modelFortification 2iAnd verifying the interlayer displacement angle thetaFortification iWhether 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 thetaFortification i=△uFortification 2iH is the height of a steel column in each layer of steel frame structure;
if thetaFortification iIf the current time is less than 1/125, continuing the process of the step IV;
if thetaFortification iAnd 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 modelFortification eAnd verifying the stress of the memberfFortification eWhether or not less than the yield strength of the member, i.e. fFortification e≤fyWherein f isyThe design value of the yield strength of the steel is obtained; the member comprises a steel beam and a steel column;
if fFortification e≤fyContinuing the process of the step V;
if fFortification e＞fyAnd 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 steps from the step one to the step IV until the requirements are met, and continuing the step V.
Step V, extracting bending moments M at the left end and the right end of each bidirectional sliding friction connecting device from the modelFortificationAnd judging whether the following formula requirements are met:
specification of high-strength bolt: n is a radical oft=（MFortification×ymax）/（∑yi）＜Nt bWherein y isiThe distance from the high-strength bolt to the center line of the bidirectional sliding friction connecting device, Nt b=0.8Pt，ymaxThe maximum distance between the high-strength bolt and the center line of the bidirectional sliding friction connecting device is set;
if N is presentt＜Nt bContinuing the process of the fifth step;
if N is presentt≥Nt bAnd returning to the step 5 to carry out the design of the number and specification of the high-strength bolts and the design of the steel column in the bidirectional sliding friction connecting device again, and repeating the processes from the step I to the step V until the requirements are met and continuing the process from the step five.
Analyzing the structural system under the action of rare earthquakes by using finite element analysis software, wherein the connecting piece is a prestressed inhaul cable; 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 modelRare encounter iAnd verifying the axial pressure value NRare encounter iWhether the following formula requirements are met: 0 < NRare encounter i＜Nfmax；
If 0 < NRare encounter i＜NfmaxContinuing the process of step ii;
if N is presentRare encounter i≥NfmaxIn step one, the pretension P of the joint is adjusted and the process from step one to step i is repeated until the requirements are met and the process of step ii is continued.
Step ii, extracting the maximum relative sliding stroke △ u of the upper C-shaped plate and the lower C-shaped plate of the bidirectional sliding friction connecting device in the modelRare chance 1iAnd verifying the maximum relative slip stroke △ uRare chance 1iWhether the maximum relative displacement stroke L is smaller than the maximum relative displacement stroke L of the bidirectional sliding friction connecting device or not;
if △ uRare chance 1iIf the value is less than L, continuing the process of the step iii;
if △ uRare chance 1iNot less than L, adjusting the starting slip force F of the bidirectional sliding friction connecting device in the step onesiOr adjusting the section of the steel beam and/or the steel column or the maximum relative displacement stroke L, and repeating the process from the step one to the step ii until the process of the step iii is continued after the requirements are met.
Step iii, extracting the maximum horizontal relative displacement △ u of the upper end and the lower end of each steel column of the steel frame structure in the modelRare chance 2iAnd verifying the interlayer displacement angle thetaRare encounter iWhether 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 thetaRare encounter i=△uRare chance 2iH is the height of a steel column in each layer of steel frame structure;
if thetaRare encounter i< 1/60, continuing the process of step iv;
if theta Rare encounter i1/60, 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 modelSAnd base overturning moment MSVerifying the total shear force V of the substrateSWhether or not less than the shear bearing capacity V of the foundationR(ii) a Base overturning moment MSWhether the bearing capacity is less than the basic anti-overturning bending moment bearing capacity MR；
If VS＜VRAnd M isS＜MRContinuing the process of step v;
if M isS≥MROr VS≥VRAnd adjusting the section size of the steel beam and/or the steel column in the structure and the pretension force P of the prestressed inhaul cable 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 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 starting sliding force F of the bidirectional sliding friction connecting devicesiOr 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 friction coefficient mu is adjusted by replacing the friction plate material;
the method for adjusting the maximum relative displacement stroke L adopts the steps of replacing materials of the friction plate and/or adjusting the section size of the steel column;
slip force FsiThe adjusting method adopts the replacement of the material of the friction plate of the bidirectional sliding friction connecting device and/or the adjustment of the pretightening force P.
Compared with the prior art, the invention has the following characteristics and beneficial effects.
1. According to the prestress assembly type steel frame friction damping structure system, the two-way friction damper is arranged in the two adjacent layers of steel frame structures to move mutually to dissipate earthquake energy, so that the damage of components is reduced, and the earthquake resistance of the structure is improved; the bidirectional sliding friction connecting device is applied to connection of a steel column and a steel column of an assembled steel frame structure as a connecting device, when lateral displacement occurs under the action of an earthquake to achieve sliding displacement of the bidirectional sliding friction connecting device, the node joint dissipates earthquake energy through mutual friction between the upper C-shaped plate and the lower C-shaped plate, node damage is reduced, efficient assembly between the upper column and the lower column is guaranteed, environmental pollution is reduced, and the earthquake resistance of the node at the joint can be improved.
2. According to the prestress assembly type steel frame friction damping structure system, a plurality of steel columns of the same single-layer steel frame structure are connected through the bidirectional sliding friction connecting device, and the adjacent two layers of steel columns are assembled by applying prestress, so that the system is a great change of a construction mode, is beneficial to saving resources, reducing construction pollution, improving production efficiency and quality safety level, and is beneficial to promoting deep integration, promotion and over-capacity solution of the construction industry and the informatization industry.
3. The invention provides a prestress assembly type steel frame friction damping structure system and a design method thereof, which are suitable for an assembly type steel structure and aim to improve the construction efficiency of the assembly type steel structure and enhance the anti-seismic performance of the structure, fill the gap of the design method aiming at the system, ensure the stress performance, further popularize the engineering application of the prestress assembly type steel frame friction damping structure system and reduce the engineering cost.
4. The prestress assembly type steel frame friction damping structure system has a definite force transmission path, is easy to repair after an earthquake and has good use performance; and the design method of the prestress assembly type steel frame friction damping structure system improves the design method of the structure system, ensures the stress performance of the prestress assembly type steel frame friction damping structure system, and promotes the popularization and application of the system.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings.
Fig. 1 is a schematic view of the prestressed assembly steel frame friction shock-absorbing structural architecture of the present invention.
FIG. 2 is a schematic view of a connection node structure of upper and lower steel frame structures when the connecting member is a prestressed cable.
FIG. 3 is a schematic view of a connection node structure of an upper-layer steel frame structure and a lower-layer steel frame structure when the connecting piece is a high-strength bolt.
Fig. 4 is a perspective view of the bidirectional sliding frictional coupling device of the present invention.
FIG. 5 is a schematic view showing a vertical sectional structure of the bidirectional sliding frictional coupling device of the present invention.
Fig. 6 is a schematic plan view of the upper C-shaped plate of the present invention.
Fig. 7 is a schematic view of the vertical section structure of the upper C-shaped plate in the invention.
Fig. 8 is a schematic view of the bottom structure of the lower C-shaped plate of the present invention.
Fig. 9 is a schematic view of the vertical section structure of the lower C-shaped plate of the invention.
FIG. 10 is a schematic view of the bottom of a steel column with a bottom web according to the present invention.
FIG. 11 is a schematic view of the top of a steel column with a top web according to the present invention.
Fig. 12 is a schematic structural view of a friction plate provided between the first top plate and the second top plate in the present invention.
Fig. 13 is a schematic structural view of a friction plate provided between the second top plate and the first bottom plate in the present invention.
FIG. 14 is a schematic view of the friction plate disposed between the first and second base plates in the present invention.
Reference numerals: 1-steel column, 2-steel beam, 3-floor slab, 4-bottom connecting plate, 5-first connecting hole, 6-top connecting plate, 7-second connecting hole, 8-bidirectional sliding friction connecting device, 8.1-upper C-shaped plate, 8.1.1-first top plate, 8.1.2-first bottom plate, 8.1.3-first vertical plate, 8.2-lower C-shaped plate, 8.2.1-second top plate, 8.2.2-second bottom plate, 8.2.3-second vertical plate, 8.3-friction plate, 8.4-connecting piece, 9-first transverse long strip hole, 10-first perforation, 11-first longitudinal long strip hole, 12-second perforation, 13-second longitudinal long strip hole 14-third longitudinal long strip hole, 15-first bolt, 16-second bolt, 17-second transverse long strip hole, 18-third transverse long strip hole.
Detailed Description
As shown in fig. 1-14, the prestressed assembly type steel frame friction damping structure system comprises at least two layers of steel frame structures, and the adjacent two layers of steel frame structures are disconnected at the joint of an upper layer steel column 1 and a lower layer floor slab 3; 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 tops of the transversely adjacent and longitudinally adjacent steel columns 1; the floor slab 3 is arranged on the top of the group of steel beams 2; a bottom connecting plate 4 is arranged at the bottom of a steel column 1 of the upper-layer steel frame structure; the bottom connecting plate 4 is provided with first connecting holes 5 at intervals; a top connecting plate 6 is arranged at the top of the steel column 1 of the lower layer steel frame structure; second connecting holes 7 are formed in the top connecting plate 6 at intervals; the adjacent steel frame structures are in sliding connection through a bidirectional sliding friction connection device 8 arranged between the top connection plate 6 and the bottom connection plate 4, and the bottom surface of the bidirectional sliding friction connection device 8 is flush with the top surface of the floor slab 3;
the bidirectional sliding friction connecting device 8 comprises an upper C-shaped plate 8.1, a lower C-shaped plate 8.2, a friction plate 8.3 and a connecting piece 8.4;
the upper C-shaped plate 8.1 comprises a first top plate 8.1.1, a first bottom plate 8.1.2 and a first vertical plate 8.1.3 connected between the first top plate 8.1.1 and the side edge of the first bottom plate 8.1.2; wherein the width of the first top plate 8.1.1 is greater than the width of the first bottom plate 8.1.2; a group of first transverse long holes 9 are respectively formed in the plate surfaces of the first top plate 8.1.1 and the first bottom plate 8.1.2 at intervals along the longitudinal direction, and the first transverse long holes 9 in the first top plate 8.1.1 are arranged corresponding to the first transverse long holes 9 in the first bottom plate 8.1.2; a first through hole 10 is formed on the first top plate 8.1.1 at a position corresponding to the first connection hole 5; the upper C-shaped plate 8.1 is connected with the bottom connecting plate 4 through a first bolt 15 penetrating through the first through hole 10 and the first connecting hole 5;
the lower C-shaped plate 8.2 comprises a second top plate 8.2.1, a second bottom plate 8.2.2 and a second vertical plate 8.2.3 connected between the second top plate 8.2.1 and the side edge of the second bottom plate 8.2.2; wherein the width of the second top plate 8.2.1 is smaller than the width of the second bottom plate 8.2.2; a group of first longitudinal long holes 11 are respectively arranged on the plate surfaces of the second top plate 8.2.1 and the second bottom plate 8.2.2 at intervals along the transverse direction, and the first longitudinal long holes 11 on the second top plate 8.2.1 are arranged corresponding to the first longitudinal long holes 11 on the second bottom plate 8.2.2; the first bottom plate 8.1.2 of the upper C-shaped plate 8.1 is inserted between the second top plate 8.2.1 and the second bottom plate 8.2.2 of the lower C-shaped plate 8.2, the second top plate 8.2.1 of the lower C-shaped plate 8.2 is inserted between the first top plate 8.1.1 and the first bottom plate 8.1.2 of the upper C-shaped plate 8.1, and the first longitudinal strip hole 11 is correspondingly intersected with the first transverse strip hole 9; a second through hole 12 is arranged on the second bottom plate 8.2.2 at the position corresponding to the second connecting hole 7; the lower C-shaped plate 8.2 is connected with the top connecting plate 6 through a second bolt 15 which is arranged in the second through hole 12 and the second connecting hole 7 in a penetrating manner;
the friction plates 8.3 are respectively arranged between the first top plate 8.1.1 and the second top plate 8.2.1, between the second top plate 8.2.1 and the first bottom plate 8.1.2 and between the first bottom plate 8.1.2 and the second bottom plate 8.2.2; the connecting pieces 8.4 are provided with a group and correspondingly penetrate through the first transverse strip holes 9 and the corresponding first longitudinal strip holes 11 to connect the upper C-shaped plate 8.1 and the lower C-shaped plate 8.2 in a sliding manner; wherein the pretightening force of each connecting piece 8.4 is 1 kN-500 kN.
In this embodiment, the bottom connecting plate 4 is an annular plate and is connected to the outer side of the bottom edge of the steel column 1 of the upper-layer steel frame structure; and the top connecting plate 6 is an annular plate and is connected to the outer side of the top edge of the steel column 1 of the lower-layer steel frame structure.
In this embodiment, the connecting member 8.4 is a high-strength bolt or a prestressed stay cable.
In this embodiment, when the connecting member 8.4 is a prestressed cable, the prestressed cable vertically penetrates through the vertically corresponding steel column 1 in the structural system.
In this embodiment, the width of the first top plate 8.1.1 of the upper C-shaped plate 8.1 is 10mm to 100mm larger than the width of the first bottom plate 8.1.2.
In this embodiment, the width of the second bottom plate 8.2.2 of the lower C-shaped plate 8.2 is 10mm to 100mm larger than the width of the second top plate 8.2.1.
In this embodiment, the friction plate 8.3 is made of phenolic resin material or high-performance carbon fiber friction material or brass.
In this embodiment, a second transverse elongated hole 17 is formed in the friction plate 8.3 located between the first top plate 8.1.1 and the second top plate 8.2.1 at a position corresponding to the first transverse elongated hole 9;
a third transverse strip hole 18 is formed in the position, corresponding to the first transverse strip hole 9, of the friction plate 8.3 between the second top plate 8.2.1 and the first bottom plate 8.1.2; a third longitudinal strip hole 14 is formed in the position, corresponding to the first longitudinal strip hole 11, of the friction plate 8.3 between the second top plate 8.2.1 and the first bottom plate 8.1.2, and the third transverse strip hole 18 is communicated with the third longitudinal strip hole 14;
a second longitudinal strip hole 13 is arranged on the friction plate 8.3 between the first bottom plate 8.1.2 and the second bottom plate 8.2.2 at a position corresponding to the first longitudinal strip hole 11.
The design method of the prestress assembly type steel frame friction damping structure system has the design target that under the action of a frequent earthquake, steel columns 1 of upper and lower steel frame structures do not slide, structural components are intact, structural indexes of strength and deformation under the action of a small earthquake are met, and the performance design requirement of preventing the small earthquake from being damaged is ensured; under the action of earthquake protection, the steel columns 1 of the upper and lower steel frame structures slide, the maximum displacement angle between the control layers is smaller than 1/125, the structural system is slightly damaged, the structural member is continuously used after being simply repaired without replacing the bidirectional sliding friction connecting device 8, and the repairable performance design requirement of the earthquake is ensured; under the action of rare earthquakes, the steel columns 1 of the upper-layer steel frame structure and the lower-layer steel frame structure slide, the maximum displacement angle between the control layers is smaller than 1/60, the structural system is damaged in the middle, the structural members are continuously used after being reinforced, whether the bidirectional sliding friction connecting device 8 is replaced or not is determined according to the maintenance condition, and the performance design requirement of the large earthquake is guaranteed; in order to achieve the performance design target, a three-stage design method of a multi-occurrence earthquake, a fortification earthquake and a rare-occurrence earthquake is provided aiming at the system, and the three-stage design method is specifically divided into three stages of multi-occurrence earthquake design, fortification earthquake design and rare-occurrence earthquake design; comprises the following steps.
Step one, preliminarily determining a steel structure systemThe parameters are as follows: the parameters include the size of each layer of steel frame structure, the size of steel beam 2, the size of steel column 1 and the size of floor slab 3 in each layer of steel frame structure, the pretension P of connecting piece 8.4, and the initial rigidity K of bidirectional sliding friction connecting device 8iAnd the relative sliding force F between the upper C-shaped plate 8.1 and the lower C-shaped plate 8.2 in the bidirectional sliding friction connecting device 8siThe maximum relative displacement stroke L between the upper C-shaped plate 8.1 and the lower C-shaped plate 8.2 in the bidirectional sliding friction connecting device 8 and the maximum bearing axial force N of the bidirectional sliding friction connecting device 8fmax(ii) a And (4) numbering nodes between the steel columns 1 in the two adjacent layers of steel frame structures.
Initial stiffness: ki=12EI/h3Wherein E is the elastic modulus of the material, I is the section inertia moment of the bidirectional sliding friction connecting device 8, and h is the height of the bidirectional sliding friction connecting device 8.
Slip force Fsi：Fsi=1.4×μNiWhere μ is the coefficient of friction, determined by the choice of material for the friction plate 8.3, NiFor the axial force of a steel column 1 of an upper-layer steel frame structure in the middle layer of the ith node position, the axial force of the steel column 1 of the structural system under the action of self weight and the pretension force P of a connecting piece 8.4 are taken, and the pretension force P is 0.2 times of the designed pretension force of a high-strength bolt or the ultimate tension of a prestressed inhaul cable.
Maximum relative displacement stroke L: and (3) determining the maximum actual slippage between the upper C-shaped plate 8.1 and the lower C-shaped plate 8.2 in the bidirectional sliding friction connecting device 8 according to the sectional dimension of the steel column 1, and taking 30-60 mm.
Maximum bearing axial force Nfmax: controlled according to the absence of friction material breakage, i.e. Nfmax=b1×b2×Pf(ii) a Wherein, b1And b2Length and width, P, of the friction lining 8.3, respectivelyfThe compressive strength of the friction plate 8.3.
Step two, modeling the steel structure system according to the parameters preliminarily determined in the step one, disconnecting the steel columns 1 in the two adjacent layers of steel frame structures in the model, and connecting by adopting a connecting unit; considering the friction connection effect between the steel columns 1 in the adjacent two-layer steel frame structureInitial stiffness K of the two-way sliding friction joint 8iSliding force FsiMaximum relative displacement stroke L and maximum bearing axial force NfmaxIs input into the connection unit.
Thirdly, analyzing the structural system under the action of the multi-earthquake by using finite element analysis software, wherein the connecting piece 8.4 is a high-strength bolt during analysis; 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 corresponding earthquake action from a modelMultiple chance of iAnd verifying the axial pressure value NMultiple chance of iWhether the following formula requirements are met: 0 < NMultiple chance of i＜Nfmax；
If 0 < NMultiple chance of i＜NfmaxContinuing the process of step 2;
if N is presentMultiple chance of i≥NfmaxIn step one, the pretension P of the connecting element 8.4 is adjusted and the process from step one to step 1 is repeated until the requirements are met and the process of step 2 is continued.
Step 2, if the axial pressure value N in the step 1Multiple chance of iMeets the requirement, and extracts the shear force V generated in the bidirectional sliding friction connecting device 8 at the bottom of each steel column 1 under the action of earthquake in the modelMultiple chance of iJudging whether the shearing force at the connecting node is smaller than the starting sliding force F of the bidirectional sliding friction connecting device 8 or notsi；
If VMultiple chance of i＜FsiContinuing the process of step 3;
if VMultiple chance of i≥FsiIn step one, the friction coefficient mu of the bidirectional sliding friction connecting device 8 and the pretension force P of the connecting piece 8.4 are adjusted, and the process from step one to step 2 is repeated until the requirements are met, and then the process of step 3 is continued.
Step 3, extracting the maximum horizontal relative displacement △ u of the upper end and the lower end of each steel column 1 of the steel frame structure from the modelMultiple chance 2iAnd verifying the interlayer displacement angle thetaMultiple chance of iWhether the displacement angle is less than the limit value 1/250 of the interlayer displacement angle under the action of the corresponding earthquake; wherein the interlayer displacement angle thetaMeet more frequentlyi=△uMultiple chance 2iH is the height of the steel column 1 in each layer of steel frame structure;
if thetaMultiple chance of i< 1/250, continuing the process of step 4;
if theta Multiple chance of i1/250, 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 3 until the requirement is met, and continuing the process of the step 4.
Step 4, extracting stress f of the component from the modelMultiple chance of eAnd verifying the stress f of the memberMultiple chance of eWhether or not it is less than the design value of the anti-seismic bearing capacity of the member, i.e. fMultiple chance of eF/0.75 or less, wherein f is a steel strength design value; the member comprises a steel beam 2 and a steel column 1;
if fMultiple chance of eContinuing the process of the step 5 when the f/0.75 is less than or equal to;
if fMultiple chance of eF/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 4 until the requirements are met, and continuing the process of the step 5.
And 5: the bending moment M of the left end and the right end of each bidirectional sliding friction connecting device 8 is extracted from the modelMeet more frequentlyCombined with a lifting force FsiThe number and specification of the high-strength bolts in the bidirectional sliding friction connecting device 8 are designed according to the following formula:
the number of high-strength bolts is as follows: n = Fsi/（0.9×0.35×Pt) In which P istThe design value is the pretension force of the high-strength bolt;
specification of high-strength bolt: n is a radical oft=（MMeet more frequently×ymax）/∑yi＜Nt bWherein y isiThe distance from the high-strength bolt to the central line of the bidirectional sliding friction connecting device 8, Nt b=0.8Pt，ymaxThe maximum distance between the high-strength bolt and the central line of the bidirectional sliding friction connecting device 8.
Analyzing the structural system under the action of fortification earthquake by using finite element analysis software, wherein the connecting piece 8.4 is a high-strength bolt during analysis; 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 fortification earthquake action from the modelFortification iAnd verifying the axial pressure value NFortification iWhether the following formula requirements are met: 0 < NFortification i＜Nfmax；
If 0 < NFortification i＜NfmaxContinuing the process of the step II;
if N is presentFortification i≥NfmaxIn step one, the pretension P of the connecting element 8.4 is adjusted and the process from step one to step i is repeated until the requirements are met and the process of step ii is continued.
Step II, extracting the maximum relative sliding stroke △ u of the upper C-shaped plate 8.1 and the lower C-shaped plate 8.2 of the bidirectional sliding friction connecting device 8 from the modelFortification 1iAnd verifying the maximum relative slip stroke △ uFortification 1iWhether the maximum relative displacement stroke L of the bidirectional sliding friction connecting device 8 is smaller than or not;
if △ uFortification 1iIf the ratio is less than L, continuing the process of the step III;
if △ uFortification 1iNot less than L, adjusting the sliding force F of the bidirectional sliding friction connecting device 8 in the step onesiOr adjusting the section of the steel beam 2 and/or the steel column 1 or the maximum relative displacement stroke L, and repeating the process from the step one to the step II until the requirements are met, and then continuing the process from the step III.
Step III, extracting the maximum horizontal relative displacement △ u at the upper end and the lower end of each steel column 1 of the steel frame structure in the modelFortification 2iAnd verifying the interlayer displacement angle thetaFortification iWhether 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 thetaFortification i=△uFortification 2iH is the height of the steel column 1 in each layer of steel frame structure;
if thetaFortification iIf the current time is less than 1/125, continuing the process of the step IV;
if thetaFortification iNot 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 (5) the process from the first step to the third step, and continuing the process from the fourth step after the requirements are met.
Step IV, extracting stress f of the component in the modelFortification eAnd verifying the stress f of the memberFortification eWhether or not less than the yield strength of the member, i.e. fFortification e≤fyWherein f isyThe design value of the yield strength of the steel is obtained; the member comprises a steel beam 2 and a steel column 1;
if fFortification e≤fyContinuing the process of the step V;
if fFortification e＞fyAnd 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 steps from the step one to the step IV until the requirements are met, and continuing the step V.
Step V, extracting bending moments M at the left end and the right end of each bidirectional sliding friction connecting device 8 from the modelFortificationAnd judging whether the following formula requirements are met:
specification of high-strength bolt: n is a radical oft=（MFortification×ymax）/∑yi＜Nt bWherein y isiThe distance from the high-strength bolt to the central line of the bidirectional sliding friction connecting device 8, Nt b=0.8Pt，ymaxThe maximum distance between the high-strength bolt and the central line of the bidirectional sliding friction connecting device 8 is set;
if N is presentt＜Nt bContinuing the process of the fifth step;
if N is presentt≥Nt bAnd returning to the step 5 to perform the design of the number and specification of the high-strength bolts and the design of the steel column 1 in the bidirectional sliding friction connecting device 8 again, and repeating the processes from the step I to the step V until the requirements are met, and continuing the process from the step five.
Analyzing the structural system under the action of rare earthquakes by using finite element analysis software, wherein the connecting piece 8.4 is a prestressed inhaul cable; the specific analysis method comprises the following steps.
Step i, extracting each layer of steel frame under the corresponding seismic action from the modelAxial pressure value N of bottom of single steel column 1 in structureRare encounter iAnd verifying the axial pressure value NRare encounter iWhether the following formula requirements are met: 0 < NRare encounter i＜Nfmax；
If 0 < NRare encounter i＜NfmaxContinuing the process of step ii;
if N is presentRare encounter i≥NfmaxThe pretension P of the connecting element 8.4 is adjusted in step one and the process from step one to step i is repeated until the requirements are met and the process of step ii is continued.
Step ii, extracting the maximum relative sliding stroke △ u of the upper C-shaped plate 8.1 and the lower C-shaped plate 8.2 of the bidirectional sliding friction connecting device 8 in the modelRare chance 1iAnd verifying the maximum relative slip stroke △ uRare chance 1iWhether the maximum relative displacement stroke L of the bidirectional sliding friction connecting device 8 is smaller than or not;
if △ uRare chance 1iIf the value is less than L, continuing the process of the step iii;
if △ uRare chance 1iNot less than L, adjusting the sliding force F of the bidirectional sliding friction connecting device 8 in the step onesiOr adjusting the section of the steel beam 2 and/or the steel column 1 or the maximum relative displacement stroke L, and repeating the process from the step one to the step ii until the process of the step iii is continued after the requirements are met.
Step iii, extracting the maximum horizontal relative displacement △ u of the upper end and the lower end of each steel column 1 of the steel frame structure in the modelRare chance 2iAnd verifying the interlayer displacement angle thetaRare encounter iWhether 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 thetaRare encounter i=△uRare chance 2iH is the height of the steel column 1 in each layer of steel frame structure;
if thetaRare encounter i< 1/60, continuing the process of step iv;
if theta Rare encounter i1/60, 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.
Step iv, extracting the total substrate shear of the steel structure system from the modelForce VSAnd base overturning moment MSVerifying the total shear force V of the substrateSWhether or not less than the shear bearing capacity V of the foundationR(ii) a Base overturning moment MSWhether the bearing capacity is less than the basic anti-overturning bending moment bearing capacity MR；
If VS＜VRAnd M isS＜MRContinuing the process of step v;
if M isS≥MROr VS≥VRAnd in the step one, adjusting the section size of the steel beam 2 and/or the steel column 1 in the structure and the pretension force P of the prestressed inhaul cable, and repeating the steps from the step one to the step iv until the requirements are met, and continuing 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 bidirectional sliding friction connecting device 8siOr 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 the embodiment, the friction coefficient mu is adjusted by replacing the material of the friction plate 8.3;
the adjustment method of the maximum relative displacement stroke L adopts the material of the friction plate 8.3 to be replaced and/or the section size of the steel column 1 to be adjusted;
slip force FsiThe adjusting method of (2) adopts the material of the friction plate 8.3 of the bidirectional sliding friction connecting device to be replaced and/or the pretightening force P to be adjusted.
In this embodiment, a plurality of same single-layer steel frame structures can adopt the mode of integral hoisting after on-site ground assembly or splicing after the component is hoisted alone according to the requirement of hoisting capacity.
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 (9)

1. A design method of a prestressed assembly type steel frame friction damping structure system comprises three stages of multi-earthquake design, fortification earthquake design and rare earthquake design; the prestressed assembly type steel frame friction damping structure system is characterized by comprising at least two layers of steel frame structures, wherein the adjacent two layers of steel frame structures are disconnected at the joint of an upper-layer column and a lower-layer floor slab; each layer of steel frame structure comprises steel columns (1), steel beams (2) and a floor slab (3); wherein, the steel columns (1) are provided with a group and are 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 are correspondingly connected between the tops of the transversely adjacent steel columns (1) and the longitudinally adjacent steel columns (1); the floor (3) is arranged on the top of the group of steel beams (2); the method is characterized in that: a bottom connecting plate (4) is arranged at the bottom of a steel column (1) of the upper-layer steel frame structure; first connecting holes (5) are formed in the bottom connecting plate (4) at intervals; a top connecting plate (6) is arranged at the top of a steel column (1) of the lower-layer steel frame structure; second connecting holes (7) are formed in the top connecting plate (6) at intervals; the adjacent steel frame structures are in sliding connection through a bidirectional sliding friction connecting device (8) arranged between the top connecting plate (6) and the bottom connecting plate (4), and the bottom surface of the bidirectional sliding friction connecting device (8) is flush with the top surface of the floor slab (3);
the bidirectional sliding friction connecting device (8) comprises an upper C-shaped plate (8.1), a lower C-shaped plate (8.2), a friction plate (8.3) and a connecting piece (8.4);
the upper C-shaped plate (8.1) comprises a first top plate (8.1.1), a first bottom plate (8.1.2) and a first vertical plate (8.1.3) connected between the first top plate (8.1.1) and the side edge of the first bottom plate (8.1.2); wherein the width of the first top plate (8.1.1) is greater than the width of the first bottom plate (8.1.2); a group of first transverse long holes (9) are respectively formed in the plate surfaces of the first top plate (8.1.1) and the first bottom plate (8.1.2) at intervals along the longitudinal direction, and the first transverse long holes (9) in the first top plate (8.1.1) are arranged corresponding to the first transverse long holes (9) in the first bottom plate (8.1.2); a first through hole (10) is arranged on the first top plate (8.1.1) and corresponds to the position of the first connecting hole (5); the upper C-shaped plate (8.1) is connected with the bottom connecting plate (4) through a first bolt (15) penetrating through the first through hole (10) and the first connecting hole (5);
the lower C-shaped plate (8.2) comprises a second top plate (8.2.1), a second bottom plate (8.2.2) and a second vertical plate (8.2.3) connected between the second top plate (8.2.1) and the side edge of the second bottom plate (8.2.2); wherein the width of the second top plate (8.2.1) is smaller than the width of the second bottom plate (8.2.2); a group of first longitudinal long holes (11) are respectively formed in the plate surfaces of the second top plate (8.2.1) and the second bottom plate (8.2.2) at intervals along the transverse direction, and the first longitudinal long holes (11) in the second top plate (8.2.1) and the first longitudinal long holes (11) in the second bottom plate (8.2.2) are correspondingly arranged; the first bottom plate (8.1.2) of the upper C-shaped plate (8.1) is inserted between the second top plate (8.2.1) and the second bottom plate (8.2.2) of the lower C-shaped plate (8.2), the second top plate (8.2.1) of the lower C-shaped plate (8.2) is inserted between the first top plate (8.1.1) and the first bottom plate (8.1.2) of the upper C-shaped plate (8.1), and the first longitudinal strip hole (11) and the first transverse strip hole (9) are correspondingly intersected; a second through hole (12) is formed in the second bottom plate (8.2.2) at a position corresponding to the second connecting hole (7); the lower C-shaped plate (8.2) is connected with the top connecting plate (6) through a second bolt (15) which is arranged in the second through hole (12) and the second connecting hole (7) in a penetrating manner;
the friction plates (8.3) are respectively arranged between the first top plate (8.1.1) and the second top plate (8.2.1), between the second top plate (8.2.1) and the first bottom plate (8.1.2) and between the first bottom plate (8.1.2) and the second bottom plate (8.2.2); the connecting pieces (8.4) are provided with a group and correspondingly penetrate through the first transverse strip holes (9) and the corresponding first longitudinal strip holes (11) to connect the upper C-shaped plate (8.1) with the lower C-shaped plate (8.2) in a sliding manner; wherein the pretightening force of each connecting piece (8.4) is 1 kN-500 kN;
the design method comprises the following steps:
step one, preliminarily determining all parameters of a steel structure system: the parameters comprise the size of each layer of steel frame structure, the size of a steel beam (2) in each layer of steel frame structure, the size of a steel column (1), the size of a floor slab (3), the pretension force P of a connecting piece (8.4), and the initial rigidity K of a bidirectional sliding friction connecting device (8)iThe relative sliding force F between the upper C-shaped plate (8.1) and the lower C-shaped plate (8.2) in the bidirectional sliding friction connecting device (8)siThe maximum relative displacement stroke L between the upper C-shaped plate (8.1) and the lower C-shaped plate (8.2) in the bidirectional sliding friction connecting device (8) and the maximum bearing axial force N of the bidirectional sliding friction connecting device (8)fmax(ii) a I, numbering nodes between steel columns (1) in two adjacent layers of steel frame structures;
initial stiffness: ki=12EI/h3Wherein E is the elastic modulus of the material, I is the section inertia distance of the bidirectional sliding friction connecting device (8), and h is the height of the bidirectional sliding friction connecting device (8);
slip force Fsi：Fsi=1.4×μNiWhere mu is the coefficient of friction, determined by the choice of material for the friction lining (8.3), NiTaking the axial force of a steel column (1) of an upper-layer steel frame structure in the middle layer at the ith node position, and the pre-tensioning force P of a connecting piece (8.4) and the axial force of the steel column (1) under the self-weight action of a structural system, wherein the pre-tensioning force P is 0.2 times of the pre-tensioning force designed by a high-strength bolt or the ultimate tension of a pre-stressed cable;
maximum relative displacement stroke L: determining the maximum actual slippage between an upper C-shaped plate (8.1) and a lower C-shaped plate (8.2) according to the section size of the steel column (1) and the maximum actual slippage between the upper C-shaped plate and the lower C-shaped plate (8.2) of the bidirectional sliding friction connecting device (8), and taking 30-60 mm;
maximum bearing axial force Nfmax: controlled according to the absence of friction material breakage, i.e. Nfmax=b1×b2×Pf(ii) a Wherein, b1And b2Respectively, the length and width P of the friction plate (8.3)fThe compressive strength of the friction plate (8.3);
step two, modeling the steel structure system according to the parameters preliminarily determined in the step one, disconnecting the steel columns (1) in the two adjacent layers of steel frame structures in the model, and connecting by adopting a connecting unit; considering the friction connection effect between the steel columns (1) in the adjacent two layers of steel frame structures, the initial rigidity K of the bidirectional sliding friction connection device (8)iSliding force FsiMaximum relative displacement stroke L and maximum bearing axial force NfmaxAn input connection unit;
thirdly, analyzing the structural system under the action of multiple earthquakes by using finite element analysis software, wherein the connecting piece (8.4) is a high-strength bolt during analysis; 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 corresponding earthquake action from a modelMultiple chance of iAnd verifying the axial pressure value NMultiple chance of iWhether the following formula requirements are met: 0 < NMultiple chance of i＜Nfmax；
If 0 < NMultiple chance of i＜NfmaxContinuing the process of step 2;
if N is presentMultiple chance of i≥NfmaxAdjusting the pretension force P of the connecting piece (8.4) 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, if the axial pressure value N in the step 1Multiple chance of iMeets the requirement, and shear force V generated in the bidirectional sliding friction connecting device (8) at the bottom of each steel column (1) under the action of earthquake is extracted from the modelMultiple chance of iJudging whether the shearing force at the connecting node is smaller than the starting sliding force F of the bidirectional sliding friction connecting device (8)si；
If VMultiple chance of i＜FsiContinuing the process of step 3;
if VMultiple chance of i≥FsiIn step one, the friction coefficient mu of the bidirectional sliding friction connecting device (8) and the pretension P of the connecting piece (8.4) are adjusted,repeating the processes from the first step to the second step until the requirements are met, and continuing the process from the third step to the fourth step;
step 3, extracting the maximum horizontal relative displacement △ u at the upper end and the lower end of each steel column (1) of the steel frame structure from the modelMultiple chance 2iAnd verifying the interlayer displacement angle thetaMultiple chance of iWhether the displacement angle is less than the limit value 1/250 of the interlayer displacement angle under the action of the corresponding earthquake; wherein the interlayer displacement angle thetaMultiple chance of i=△uMultiple chance 2iH is the height of the steel column (1) in each layer of steel frame structure;
if thetaMultiple chance of i< 1/250, continuing the process of step 4;
if thetaMultiple chance of i1/250, 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 3 until the requirement is met, and continuing the process of the step 4;
step 4, extracting stress f of the component from the modelMultiple chance of eAnd verifying the stress f of the memberMultiple chance of eWhether or not it is less than the design value of the anti-seismic bearing capacity of the member, i.e. fMultiple chance of eF/0.75 or less, wherein f is a steel strength design value; the component comprises a steel beam (2) and a steel column (1);
if fMultiple chance of eContinuing the process of the step 5 when the f/0.75 is less than or equal to;
if fMultiple chance of eF/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 steps from the step one to the step 4 until the requirements are met, and continuing the step 5;
and 5: the bending moment M of the left end and the right end of each bidirectional sliding friction connecting device (8) is extracted from the modelMeet more frequentlyCombined with a lifting force FsiThe number and specification of high-strength bolts in the bidirectional sliding friction connecting device (8) are designed according to the following formula:
the number of high-strength bolts is as follows: n = Fsi/（0.9×0.35×Pt) In which P istThe design value is the pretension force of the high-strength bolt;
specification of high-strength bolt: n is a radical oft=（MMeet more frequently×ymax）/（∑yi）＜Nt bWherein y isiIs the distance between the high-strength bolt and the central line of the bidirectional sliding friction connecting device (8), Nt b=0.8Pt，ymaxThe maximum distance between the high-strength bolt and the center line of the bidirectional sliding friction connecting device (8) is set;
analyzing the structural system under the action of fortification earthquake by using finite element analysis software, wherein the connecting piece (8.4) is a high-strength bolt during analysis; 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 fortification earthquake action from the modelFortification iAnd verifying the axial pressure value NFortification iWhether the following formula requirements are met: 0 < NFortification i＜Nfmax；
If 0 < NFortification i＜NfmaxContinuing the process of the step II;
if N is presentFortification i≥NfmaxAdjusting the pretension force P of the connecting piece (8.4) in the first step, and repeating the processes from the first step to the first step until the requirements are met, and continuing the process of the second step;
step II, extracting the maximum relative sliding stroke △ u of the upper C-shaped plate (8.1) and the lower C-shaped plate (8.2) of the bidirectional sliding friction connecting device (8) from the modelFortification 1iAnd verifying the maximum relative slip stroke △ uFortification 1iWhether the maximum relative displacement stroke L of the bidirectional sliding friction connecting device (8) is smaller than or not;
if △ uFortification 1iIf the ratio is less than L, continuing the process of the step III;
if △ uFortification 1iNot less than L, adjusting the sliding force F of the bidirectional sliding friction connecting device (8) in the step onesiOr the maximum relative displacement stroke L or the section of the steel beam (2) and/or the steel column (1) is adjusted, and the process from the step one to the step II is repeated until the requirements are met, and then the process of the step III is continued;
step III, extracting the maximum water at the upper end and the lower end of each steel column (1) of the steel frame structure from the modelFlat relative displacement △ uFortification 2iAnd verifying the interlayer displacement angle thetaFortification iWhether 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 thetaFortification i=△uFortification 2iH is the height of the steel column (1) in each layer of steel frame structure;
if thetaFortification iIf the current time is less than 1/125, continuing the process of the step IV;
if thetaFortification i1/125, 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 modelFortification eAnd verifying the stress f of the memberFortification eWhether or not less than the yield strength of the member, i.e. fFortification e≤fyWherein f isyThe design value of the yield strength of the steel is obtained; the component comprises a steel beam (2) and a steel column (1);
if fFortification e≤fyContinuing the process of the step V;
if fFortification e＞fyAdjusting 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 steps from the step one to the step IV until the requirements are met, and continuing the step V;
step V, extracting bending moments M at the left end and the right end of each bidirectional sliding friction connecting device (8) from the modelFortificationAnd judging whether the following formula requirements are met:
specification of high-strength bolt: n is a radical oft=（MFortification×ymax）/（∑yi）＜Nt bWherein y isiIs the distance between the high-strength bolt and the central line of the bidirectional sliding friction connecting device (8), Nt b=0.8Pt，ymaxThe maximum distance between the high-strength bolt and the center line of the bidirectional sliding friction connecting device (8) is set;
if N is presentt＜Nt bContinuing the process of the fifth step;
if N is presentt≥Nt bReturning to the step 5, designing the number and specification of the high-strength bolts and the steel column (1) in the bidirectional sliding friction connecting device (8), and repeating the steps from the step I to the step V until the requirements are met, and continuing the step V;
analyzing the structural system under the action of rare earthquakes by using finite element analysis software, wherein the connecting piece (8.4) is a prestressed inhaul cable; 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 modelRare encounter iAnd verifying the axial pressure value NRare encounter iWhether the following formula requirements are met: 0 < NRare encounter i＜Nfmax；
If 0 < NRare encounter i＜NfmaxContinuing the process of step ii;
if N is presentRare encounter i≥NfmaxAdjusting the pretension P of the connecting element (8.4) in step one, and repeating the process from step one to step i until the requirement is met and continuing the process of step ii;
step ii, extracting the maximum relative sliding stroke △ u of the upper C-shaped plate (8.1) and the lower C-shaped plate (8.2) of the bidirectional sliding friction connecting device (8) in the modelRare chance 1iAnd verifying the maximum relative slip stroke △ uRare chance 1iWhether the maximum relative displacement stroke L of the bidirectional sliding friction connecting device (8) is smaller than or not;
if △ uRare chance 1iIf the value is less than L, continuing the process of the step iii;
if △ uRare chance 1iNot less than L, adjusting the sliding force F of the bidirectional sliding friction connecting device (8) in the step onesiOr adjusting the section of the steel beam (2) and/or the steel column (1) or the maximum relative displacement stroke L, 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 △ u at the upper end and the lower end of each steel column (1) of the steel frame structure in the modelRare chance 2iAnd verifying the interlayer displacement angleθRare encounter iWhether 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 thetaRare encounter i=△uRare chance 2iH is the height of the steel column (1) in each layer of steel frame structure;
if thetaRare encounter i< 1/60, continuing the process of step iv;
if thetaRare encounter i1/60, 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;
step iv, extracting the total substrate shear force V of the steel structure system from the modelSAnd base overturning moment MSVerifying the total shear force V of the substrateSWhether or not less than the shear bearing capacity V of the foundationR(ii) a Base overturning moment MSWhether the bearing capacity is less than the basic anti-overturning bending moment bearing capacity MR；
If VS＜VRAnd M isS＜MRContinuing the process of step v;
if M isS≥MROr VS≥VRAdjusting the section size of the steel beam (2) and/or the steel column (1) in the structure and the pre-tensioning force P of the pre-tensioning inhaul cable in the step one, and repeating the steps from the step one to the step iv until the requirements are met, and continuing 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 starting sliding force F of the bidirectional sliding friction connecting device (8)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 design method of the pre-stressed assembled steel frame friction damping structural system according to claim 1, wherein: the bottom connecting plate (4) is an annular plate and is connected to the outer side of the bottom edge of the steel column (1) of the upper-layer steel frame structure; the top connecting plate (6) is an annular plate and is connected to the outer side of the top edge of the steel column (1) of the lower-layer steel frame structure.
3. The design method of the pre-stressed assembled steel frame friction damping structural system according to claim 1, wherein: the connecting piece (8.4) is a high-strength bolt or a prestressed inhaul cable.
4. The design method of the pre-stressed assembled steel frame friction damping structural system according to claim 2, wherein: when the connecting piece (8.4) is a prestressed inhaul cable, the prestressed inhaul cable vertically penetrates through the vertically corresponding steel column (1) in the structural system.
5. The design method of the pre-stressed assembled steel frame friction damping structural system according to claim 1, wherein: the width of the first top plate (8.1.1) in the upper C-shaped plate (8.1) is 10-100 mm larger than that of the first bottom plate (8.1.2).
6. The design method of the pre-stressed assembled steel frame friction damping structural system according to claim 1, wherein: the width of a second bottom plate (8.2.2) in the lower C-shaped plate (8.2) is 10-100 mm larger than that of a second top plate (8.2.1).
7. The design method of the pre-stressed assembled steel frame friction damping structural system according to claim 1, wherein: the friction plate (8.3) is made of phenolic resin material or high-performance carbon fiber friction material or brass.
8. The design method of the pre-stressed assembled steel frame friction damping structural system according to claim 1, wherein: a second transverse strip hole (17) is arranged on the friction plate (8.3) between the first top plate (8.1.1) and the second top plate (8.2.1) and at a position corresponding to the first transverse strip hole (9);
a third transverse strip hole (18) is arranged on the friction plate (8.3) between the second top plate (8.2.1) and the first bottom plate (8.1.2) and at a position corresponding to the first transverse strip hole (9);
a third longitudinal strip hole (14) is formed in the position, corresponding to the first longitudinal strip hole (11), of the friction plate (8.3) between the second top plate (8.2.1) and the first bottom plate (8.1.2), and the third transverse strip hole (18) is communicated with the third longitudinal strip hole (14);
and a second longitudinal strip hole (13) is formed in the position, corresponding to the first longitudinal strip hole (11), of the friction plate (8.3) between the first bottom plate (8.1.2) and the second bottom plate (8.2.2).
9. The design method of the pre-stressed assembled steel frame friction damping structural system according to claim 1, wherein:
the friction coefficient mu is adjusted by replacing the material of the friction plate (8.3);
the adjustment method of the maximum relative displacement stroke L adopts the replacement of materials of the friction plate (8.3) and/or the adjustment of the section size of the steel column (1);
slip force FsiThe adjusting method of (2) adopts the material of a friction plate (8.3) of the bidirectional sliding friction connecting device to be replaced and/or the pretightening force P to be adjusted.
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