CN110528679B - Prestress support friction damping fabricated steel structure system and design method thereof - Google Patents

Prestress support friction damping fabricated steel structure system and design method thereof Download PDF

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CN110528679B
CN110528679B CN201910711524.4A CN201910711524A CN110528679B CN 110528679 B CN110528679 B CN 110528679B CN 201910711524 A CN201910711524 A CN 201910711524A CN 110528679 B CN110528679 B CN 110528679B
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steel column
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steel
earthquake
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CN110528679A (en
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刘鑫刚
葛家琪
张国军
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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    • 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
    • E04H9/024—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
    • E04B2001/2415—Brackets, gussets, joining plates

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Abstract

The invention relates to the technical field of structural engineering and discloses a prestress support friction damping fabricated steel structure system and a design method. The invention is formed by overlapping layer frame structures up and down, each layer frame structure comprises a steel column, a steel beam and a floor slab, the steel column between the upper layer frame structure and the lower layer frame structure is disconnected at the joint with the floor slab at the lower layer and is connected by self friction, and meanwhile, a high-strength inhaul cable is connected between the adjacent layer frame structures; the steel column top is provided with the upper flange board, with girder steel fixed connection, and the steel column bottom is provided with the lower flange board, and the lower flange board sets up with lower floor adjacent layer frame construction's floor upper surface contact, is provided with friction dope layer and stop device on the upper surface of floor, stop device is the steel sheet strip that sets up along the floor border. The layers are connected through the high-strength inhaul cable and the mutual friction force between the columns, so that the construction is convenient and efficient, and the stress performance is good.

Description

Prestress support friction damping fabricated steel structure system and design method thereof
Technical Field
The invention relates to the technical field of structural engineering, in particular to a prestress support friction damping fabricated steel structure system and a design method thereof.
Background
A large amount of welding operations have been carried out during traditional steel construction building construction, have seriously influenced the construction progress, have caused environmental pollution, and on-the-spot welding quality is difficult for obtaining guaranteeing, influences structure safety. The fabricated steel structure system is widely used because of its high industrialization degree, fast construction speed, little environmental pollution and easy control of construction quality.
Most of the existing assembled steel structure buildings are connected by bolts or welding seams, a large amount of construction time is still consumed by on-site bolt connection or welding seam connection, and the connection nodes are all rigid connection, so that the nodes are easy to damage under the action of earthquake. With the gradual increase of the number of the building layers of the assembled steel structure, the seismic performance and the economical efficiency of the steel frame structure are deteriorated, and the seismic performance and the economical efficiency of the steel frame-supporting structure are more prominent. The prestress support friction damping fabricated steel structure system provided by the invention adopts a high-strength guy cable to support and provide higher lateral stiffness, so that the structure system is more economical. The upper and lower studs are utilized to consume energy through self friction to reduce structural damage, and the device has a certain application prospect.
Disclosure of Invention
The invention provides a prestress support friction damping fabricated steel structure system and a design method thereof, wherein the layers are connected through high-strength inhaul cables and mutual friction between columns, construction is convenient and efficient, and the stress performance is good.
The technical problem to be solved is that: the existing assembly type steel structure frame is rigidly connected, construction nodes are multiple, efficiency is low, and the shock resistance of the frame structure is poor.
In order to solve the technical problems, the invention adopts the following technical scheme:
the invention discloses a prestress support friction shock absorption assembly type steel structure system which is formed by vertically superposing same layer frame structures, wherein each layer frame structure comprises steel columns, steel beams and a floor slab, the steel columns in each layer frame structure are arranged at intervals along the transverse direction and the longitudinal direction, the steel beams are arranged along the transverse direction and the longitudinal direction, and two ends of each steel beam are respectively and fixedly connected with the side walls of the top ends of two adjacent steel columns, and the prestress support friction shock absorption assembly type steel structure system is characterized in that: the steel column between the upper and lower adjacent layer frame structures is disconnected at the connection part with the lower floor slab and is connected through self friction, and meanwhile, a high-strength inhaul cable is connected between the adjacent layer frame structures; the steel column top is provided with the upper flange board, with girder steel fixed connection, and the steel column bottom is provided with the lower flange board, and the lower flange board sets up with lower floor adjacent layer frame construction's floor upper surface contact, is provided with friction dope layer and stop device on the upper surface of floor, stop device is the steel sheet strip that sets up along the floor border.
The invention relates to a prestress support friction shock absorption assembly type steel structure system, which is characterized in that the edge of a lower flange plate does not exceed the edge of an adjacent floor slab, the side length of the lower flange plate is at least 100mm larger than that of the section of a steel column, and the minimum distance between the outer edge of the lower flange plate and the edge of the adjacent floor slab is not less than 60 mm.
The invention relates to a prestress support friction shock absorption assembly type steel structure system, which is characterized in that the friction coefficient of the surface of a friction coating layer is 0.1-2.0 and gradually increases from the central axis of a steel column to the periphery.
The invention relates to a prestress support friction shock absorption assembly type steel structure system, which is characterized in that high-strength cables are arranged in side vertical surfaces of a layer frame structure, the high-strength cables in each vertical surface are arranged in an X shape, the upper end of each high-strength cable is connected with the upper layer frame structure through an upper connecting plate, the lower end of each high-strength cable is connected with the lower layer frame structure through a lower connecting plate, the upper connecting plate is a right-angled triangular steel plate, two right-angled edges of the upper connecting plate are respectively welded and fixed with the side wall of a steel column and the lower surface of a steel beam, and the lower connecting plate is welded and fixed with the upper surface of the steel beam of the.
The invention relates to a prestress support friction shock absorption assembly type steel structure system, which is characterized in that a bidirectional friction damper is further arranged between the top end of a steel column in each layer of frame structure and a floor slab.
The invention relates to a design method of a prestress support friction damping fabricated steel structure system, which comprises the following steps:
step one, determining basic structure parameters according to design requirements;
the basic structural parameters comprise the size of a layer frame structure, the specification of a steel column, the specification of a steel beam, the specification of a floor slab, the prestress P of a high-strength inhaul cable and the friction connecting parameters between the bottom of the steel column and the adjacent floor slab below;
the friction connection parameters comprise the sliding force F between the steel column and the adjacent floor slab at the lower layersiMaximum limit stroke L of relative sliding between steel column and adjacent floor slab at lower layer and maximum bearing axial force N of steel columnfmax；
Step two, modeling the structural system according to the preliminarily determined structural size: in the model, the steel columns in two adjacent layers of frame structures are disconnected from top to bottom, arranged in a superposed contact manner and connected through a high-strength inhaul cable, and the frictional connection between the bottom of each steel column and the adjacent floor slab below is considered to endow the connecting parameters of friction between the bottom of each steel column and the adjacent floor slab below to the connecting units between the upper columns and the lower columns;
step three, exerting a multi-earthquake effect on the model, and carrying out simulation analysis on the structural system; when the analysis target value meets the verification condition, continuing to enter the next design, and when the analysis target value does not meet the verification condition, returning to the step one, adjusting the basic structure parameters, correcting the design structure, and analyzing again;
step four, applying a fortification earthquake effect on the model, and carrying out simulation analysis on the structural system; when the analysis target value meets the verification condition, continuing to enter the next step of design, and when the analysis target value cannot meet the verification condition after being adjusted, returning to the step one, adjusting the basic structure parameters, correcting the design structure, and analyzing again;
fifthly, applying a rare earthquake action on the model, and carrying out simulation analysis on the structure system; when the analysis target value cannot meet the verification condition after being adjusted, returning to the step one, adjusting the basic structure parameters, correcting the design structure, and analyzing again; and when the analysis target value meets the verification condition, continuing to enter the next design until the structural analysis design is completed.
The invention relates to a design method of a prestress support friction damping fabricated steel structure system, and further comprises the following specific determination method of friction connection parameters in the first step:
Fsi＝μNiformula (I)
Wherein, FsiThe sliding force of the steel column is generated when the bottom end of the steel column of the layer frame structure of the ith layer from bottom to top and the upper surface of the adjacent floor slab below slide relatively;
mu is the friction coefficient between the bottom end of the steel column and the upper surface of the adjacent floor slab below;
Nithe axial force is the axial force at the joint of the bottom of a steel column of the layer frame structure of the ith layer from bottom to top and an adjacent floor slab; the initial value of the model establishment is taken as the sum of the internal force of the steel column under the self-weight action of the structure and the internal force of the steel column under the action of the high-strength guy cable, and the initial value is gradually corrected along with the extraction and judgment of a plurality of parameters in the simulation process;
the value range of L is preliminarily determined according to the section size of the column and is 30-60 mm, and the value of L is selected and adjusted in the range;
maximum bearing axial force N of steel columnfmaxThe determination method specifically comprises the following steps:
Nfmax＝fc(b1×b2) Formula 2
Wherein N isfmaxThe maximum bearing axial force of the steel column is obtained;
fcthe compressive strength of the floor slab concrete;
b1is the length of the flange plate;
b2the width of the flange plate.
The invention relates to a design method of a prestress support friction damping fabricated steel structure system, and further comprises the following steps:
step 3A, extracting the axial force N of the joint of the bottom of a single steel column and an adjacent floor slab in each layer of frame structure in the model applying the multi-earthquake actioniVerifying whether the formula (III) is satisfied;
Niformula > 0
Wherein: n is a radical ofiThe axial force is the axial force at the joint of the bottom of a steel column of the layer frame structure of the ith layer from bottom to top and an adjacent floor slab;
axial force NiIf the formula III is not satisfied, returning to the step I, adjusting the prestress P of the high-strength inhaul cable, adjusting the structural model, and performing simulation analysis again;
step 3B-1, extracting the shearing force V at the connecting part of the bottom of a single steel column and an adjacent floor slab in each layer of frame structure in the model applying the multi-earthquake actioniJudging whether the formula satisfies a formula IV;
Vi＜Fsiformula iv
Wherein: viThe shear force at the joint of the bottom end of a steel column of the layer frame structure of the ith layer from bottom to top and the adjacent floor slab below the steel column is adopted;
Fsithe sliding force between the bottom end of a steel column of the layer frame structure of the ith layer from bottom to top and the upper surface of the adjacent floor slab below the steel column is generated;
if shear force ViSatisfying the formula IV, ensuring that the frame structures of two adjacent layers do not slide under the condition of frequent earthquakes, and continuing to perform the following steps; if shear force ViIf the formula IV is not met, returning to the step I, adjusting the friction coefficient mu and the prestress P of the high-strength inhaul cable, adjusting the structural model again, and simulating and analyzing again;
step 3C, in the model applying the multi-earthquake action, judging the interlayer displacement angle thetaiWhether formula is satisfied with (v-1);
Figure BDA0002153936630000041
wherein: thetaiIn order to apply earthquake action, the displacement angle between the layers at two ends of the steel column of the layer frame structure of the i-th layer from bottom to top is increased;
Δu2iin order to apply the earthquake action, the horizontal displacement difference of two ends of a steel column of the layer frame structure of the i-th layer from bottom to top is realized;
h is the height of a steel column of the layer frame structure of the ith layer from bottom to top;
if the interlayer displacement angle thetaiIf the formula (v-1) is satisfied, the process is continued according to the following steps; if the interlayer displacement angle thetaiIf the formula (v-1) is not satisfied, the deformation of the designed structure under the action of the frequent earthquake is not satisfied, the step (i) is returned, the section sizes of the steel beam and the steel column are adjusted, the structure model is adjusted again, and the simulation analysis is performed again;
step 3D, extracting stress f of each layer of frame structure in the model applying the multi-earthquake actioneVerifying whether the formula is satisfied with (1);
Figure BDA0002153936630000042
wherein: f. ofeStress for each layer of the frame structure;
f is the strength design value of the steel structure material used by the layer frame structure;
if stress feIf the formula (c) is not satisfied and the strength of the designed structure is not satisfied, returning to the step I, adjusting the section sizes of the steel beam and the steel column, adjusting the structure model again, and simulating and analyzing again; if stress feWhen the formula (c) is satisfied (c) 1, the process is continued according to the following steps.
The invention relates to a design method of a prestress support friction damping fabricated steel structure system, and further comprises the following steps:
step 4A, extracting the axial force N of the joint of the bottom of a single steel column and an adjacent floor slab in each layer of frame structure in the model with the fortification earthquake effectiVerifying whether the formula is satisfied or not;
Niequation > 0
Wherein: n is a radical ofiThe axial force is the axial force at the joint of the bottom of a steel column of the layer frame structure of the ith layer from bottom to top and an adjacent floor slab;
axial force NiSatisfies the formula IV, according toContinuing the step, if the formula IV is not satisfied, returning to the step I, adjusting the prestress P of the high-strength inhaul cable, adjusting the structural model, and performing simulation analysis under the effect of a fortification earthquake again;
step 4B-2, extracting the displacement difference delta u at two ends of the upper and lower adjacent two-layer frame structure in the model applying the fortification earthquake action1iVerifying whether the formula is satisfied;
Δu1i< L formula >
Wherein: Δ u1iThe displacement difference between two ends of two adjacent layers of frame structures is the maximum displacement stroke between the bottom of the steel column of the upper layer of frame structure and the top of the steel column corresponding to the lower layer of frame structure;
l is the maximum limit stroke of relative sliding between the steel column and the adjacent floor slab at the lower layer;
if the difference of displacement is Δ u1iIf the formula is met, analyzing according to the following steps; if the difference of displacement is Δ u1iIf the formula is not met, adjusting the friction coefficient mu between the bottom of the steel column and the adjacent floor slab at the lower layer and the magnitude of the prestress P of the high-strength stay cable, adjusting the structural model, returning to the step 4A, and performing simulation analysis under the action of fortification earthquake again; if the formula cannot be met, returning to the step I, adjusting the section sizes of the steel beam and the steel column, adjusting the structural model, and carrying out simulation analysis again from the action of the earthquake;
step 4C, in the model with the fortification earthquake action, judging the interlayer displacement angle thetaiWhether the formula is satisfied with (v-2);
Figure BDA0002153936630000051
wherein: thetaiIn order to apply earthquake action, the displacement angle between the layers at two ends of the steel column of the layer frame structure of the i-th layer from bottom to top is increased;
Δu2iin order to apply the earthquake action, the horizontal displacement difference of two ends of a steel column of the layer frame structure of the i-th layer from bottom to top is realized;
h is the height of a steel column of the layer frame structure of the ith layer from bottom to top;
if the interlayer displacement angle thetaiIf the formula is satisfied with the fifth-2, the process is continued according to the following steps; if the interlayer displacement angle thetaiIf the formula (v-2) is not satisfied, the deformation of the designed structure under the effect of a fortification earthquake is not satisfied, the step (i) is returned, the section sizes of the steel beam and the steel column are adjusted, the structure model is adjusted again, and the simulation analysis is performed again from the effect of a frequently encountered earthquake;
step 4D, extracting stress f of each layer of frame structure in the model with the fortification earthquake effecteVerifying whether the formula is satisfied with (c) -2;
fe≤fyformula (ii) < 2 >
Wherein: f. ofeStress for each layer of the frame structure;
fythe yield strength design value of the steel structure material used for the layer frame structure;
if stress feIf the formula (c) is satisfied, continuing the analysis according to the following steps; if stress feIf the formula (c) is not satisfied, the structural member is shown to be yielding at the moment, the friction coefficient mu between the bottom of the steel column and the adjacent floor slab at the lower layer and the prestress P of the high-strength stay cable are adjusted, the structural model is adjusted, and the step (4A) is returned to perform simulation analysis under the action of the fortification earthquake; if the formula (c) cannot meet the formula (c) 2, returning to the step one, adjusting the section sizes of the steel beam and the steel column, adjusting the structural model, and performing simulation analysis again from the action of the earthquake.
The invention relates to a design method of a prestress support friction damping fabricated steel structure system, and further comprises the following concrete steps of:
step 5A, extracting the axial force N of the connection part of the bottom of a single steel column and an adjacent floor slab in each layer of frame structure in the model applying the rare earthquake actioniVerifying whether the formula (III) is satisfied;
Niformula > 0
Wherein: n is a radical ofiIs from belowAxial force at the joint of the bottom of the steel column of the upper i-th layer of the frame structure and the adjacent floor slab;
axial force NiIf the formula III is not satisfied, adjusting the prestress P of the high-strength inhaul cable, adjusting the structural model, and performing simulation analysis under the action of rare earthquakes again;
step 5B-2, extracting the displacement difference delta u between the two ends of the upper and lower adjacent layer frame structures in the model applying the rare earthquake action1iVerifying whether the formula is satisfied;
Δu1i< L formula >
Wherein: Δ u1iThe displacement difference between two ends of two adjacent layers of frame structures is the maximum displacement stroke between the bottom of the steel column of the upper layer of frame structure and the top of the steel column corresponding to the lower layer of frame structure;
l is the maximum limit stroke of relative sliding between the steel column and the adjacent floor slab at the lower layer;
if the difference of displacement is Δ u1iIf the formula is met, the analysis is continued according to the following steps; if the difference of displacement is Δ u1iIf the formula is not met, adjusting the friction coefficient mu between the bottom of the steel column and the adjacent floor slab on the lower layer and the prestress P of the high-strength stay cable, adjusting the structural model, and returning to the step 4A to perform simulation analysis under the action of fortification earthquake again; if the formula cannot be met, returning to the step I, adjusting the section sizes of the steel beam and the steel column, adjusting the structural model, and carrying out simulation analysis again from the action of the earthquake;
step 5C, in the model applying the rare earthquake action, judging the interlayer displacement angle thetaiWhether the formula is satisfied is-3;
Figure BDA0002153936630000071
wherein: thetaiIn order to apply earthquake action, the displacement angle between the layers at two ends of the steel column of the layer frame structure of the i-th layer from bottom to top is increased;
Δu2iin order to apply the earthquake action, the horizontal displacement difference of two ends of a steel column of the layer frame structure of the i-th layer from bottom to top is realized;
h is the height of a steel column of the layer frame structure of the ith layer from bottom to top;
if the interlayer displacement angle thetaiIf the formula is satisfied with the fifth-3, the process is continued according to the following steps; if the interlayer displacement angle thetaiIf the formula (v-3) is not satisfied, the deformation of the designed structure under the action of the rare earthquake is not satisfied, the step (i) is returned to, the section sizes of the steel beam and the steel column are adjusted, the structure model is adjusted again, and the simulation analysis is performed again from the action of the rare earthquake;
step 5D, extracting the total basal shear force V of the whole structure system from the model applying the rare earthquake actionSAnd base overturning moment MSVerifying whether the formula meets the formula (ninx) and the formula (ninz);
VS＜VRformula (
Wherein: vSThe base total shear for the entire structural system;
VRshear bearing capacity of the structural foundation;
MS＜MRformula ninthly
Wherein: mSThe base overturning moment of the whole structure system;
MRthe anti-overturning bending moment bearing capacity of the structural foundation is provided;
if base total shear VSAnd base overturning moment MSSatisfying the requirement of the formula, and continuing to perform simulation analysis according to the following steps; if base total shear VSAnd base overturning moment MSThe requirements of the formula are not met, the step one is returned, the section sizes of the steel beam and the steel column and the size of the prestress P of the high-strength inhaul cable are adjusted, the structural model is adjusted, and the simulation analysis is carried out again from the action of the earthquake;
step 5E, extracting the occurrence condition of plastic hinges from the model applying the rare earthquake action, evaluating the earthquake resistance of the structure under the rare earthquake, counting the proportion Q of the plastic hinges formed by the steel beams and the steel columns in the same layer, judging whether the Q is less than 20 percent, if the Q is not more than 20 percent, adjusting the friction coefficient mu between the bottom of the steel column and the adjacent floor slab in the lower layer and the prestress P of the high-strength inhaul cable, adjusting the structure model, and returning to the step 4A to perform the simulation analysis under the fortification earthquake action again; and if the requirements cannot be met, returning to the step I, adjusting the section sizes of the steel beam and the steel column, adjusting the structural model, and performing simulation analysis again from the action of the earthquake until all conditions are met to finish structural design.
Compared with the prior art, the prestress support friction damping fabricated steel structure system has the following beneficial effects:
(1) according to the prestress support friction damping fabricated steel structure system, all components are prefabricated in a factory, and the layers are connected through the high-strength guy cables, so that the construction efficiency is improved, a large amount of manpower and material resources on site are avoided, the construction period is shortened, and no environmental pollution is caused.
(2) The high-strength guy cable can provide lateral rigidity resistance, the friction force between the upper column and the lower column can provide shear bearing capacity, the deformation coordination of the upper layer and the lower layer is enhanced, and the stress performance of the structure is better.
(3) The prestress support friction damping fabricated steel structure system node is simple in structure and easy to repair after an earthquake.
(4) The invention provides a design method of a prestress support friction damping assembly type steel structure system, perfects the design method of the structure system, ensures the stress performance of a steel frame-inhaul cable support friction damping assembly structure system, and promotes the popularization and application of the system.
The present invention will be further described with reference to the accompanying drawings.
Drawings
FIG. 1 is a schematic structural view of a pre-stressed support friction shock absorbing fabricated steel structural system of the present invention;
FIG. 2 is a schematic diagram of an upper and lower assembly structure of the structural system of the present invention;
FIG. 3 is a front view of the architecture of the present invention;
FIG. 4 is a schematic diagram of a front view direction assembly structure of the structural system of the present invention;
FIG. 5 is a schematic diagram of a detailed structure of the portion X in FIG. 3;
FIG. 6 is a flow chart of the architecture of the present invention;
FIG. 7 is a flow chart of the design under the effect of a multi-encounter earthquake according to the present invention;
FIG. 8 is a flow chart of the design of the present invention under the effect of a fortification earthquake;
FIG. 9 is a flow chart of the design of the present invention under the effect of rare earthquakes.
Reference numerals:
1-steel column; 2-a steel beam; 3, a floor slab; 4-upper flange plate; 5-lower flange plate; 6-an upper connecting plate; 7-a lower connecting plate; 8-a limiting device; 9-high strength cable.
Detailed Description
As shown in fig. 1 to 5, the pre-stressed support friction shock-absorbing assembly type steel structure of the invention is formed by overlapping layer frame structures up and down, and the adjacent layer frame structures are connected through a high-strength inhaul cable 9; the steel column 1 between the upper and lower adjacent layer frame structures is disconnected at the connection part with the lower floor slab 3 and is connected through self friction.
Each layer of frame structure comprises steel columns 1, steel beams 2 and floor slabs 3, the steel columns 1 in each layer of frame structure are arranged in a rectangular mode, the distance between every two adjacent steel columns 1 ranges from 6m to 10m, the steel beams 2 are arranged transversely and longitudinally, and two ends of each steel beam 2 are fixedly connected with the top ends of every two adjacent steel columns 1 respectively. The top end of the steel column 1 is provided with an upper flange plate 4 which is fixedly connected with the steel beam 2, and the upper flange plate 4 can be arranged in a welding, bolting or bolting mixed connection mode, so that the contact area of the steel column 1 and the steel beam 2 can be increased, and the stability of a steel structure frame is enhanced; the periphery of the bottom end of the steel column 1 is provided with a lower flange plate 5, the lower flange plate 5 is arranged in contact with the upper surface of the floor slab 3 of the adjacent layer of the lower layer of the frame structure, other rigid connection is not needed, and the friction between the bottom end of the steel column 1 and the adjacent floor slab 3 is utilized for connection and energy consumption; the edge of the lower flange plate 5 does not exceed the edge of the adjacent floor slab 3, the side length of the lower flange plate 5 is at least 100mm larger than that of the section of the steel column 1, and the minimum distance between the outer edge of the lower flange plate 5 and the edge of the adjacent floor slab 3 is not less than 60 mm; the upper surface of the floor slab 3 is provided with a limiting device 8, the limiting device 8 is a steel plate strip arranged along the edge of the floor slab 3, the height of the steel plate strip is not less than 30mm, and the length of the steel plate strip is at least 100mm longer than the outer edge of the lower flange plate 5.
The upper surface of the floor slab 3 is provided with a friction coating layer, the friction coefficient of the surface of the friction coating layer gradually increases from the axial line to the periphery of the steel column 1, the friction coefficient is 0.1-2.0, and the coated friction coating is a phenolic resin material, a high-performance carbon fiber friction material or a brass material.
And a bidirectional friction damper can be arranged between the top end of the steel column 1 in each layer of frame structure and the floor slab 3, and the steel column 1 is in friction connection with the adjacent floor slab 3 at the lower layer through the bidirectional friction damper.
As shown in fig. 5, the high-strength cables 9 are arranged in the side vertical surfaces of the layer frame structure, the high-strength cables 9 in each vertical surface are arranged in an X shape, the upper end of each high-strength cable 9 is connected with the layer frame structure on the upper layer through an upper connecting plate 6, the lower end is connected with the layer frame structure on the lower layer through a lower connecting plate 7, the upper connecting plate 6 is a right-angled triangular steel plate with the thickness not less than 6mm, the two right-angled edges of the upper connecting plate 6 are respectively welded and fixed with the side wall of the steel column 1 and the lower surface of the steel beam 2, and the lower connecting plate 7 is welded and fixed with the upper surface of the steel beam 2.
Alternatively, the high-strength cables 9 in each side vertical surface of the layer frame structure can be arranged in a K shape or a herringbone shape, and can also be arranged in a cross-layer manner according to the construction design requirement. The upper connecting plate 6 may also be a rectangular steel plate, a round chamfered steel plate, or other shape connecting plates that can meet the connection requirement of the high-strength cable 9 and the upper layer frame structure.
The prestress supporting friction damping fabricated steel structure system has various assembly modes, the steel beam 2 and the steel column 1 are factory prefabricated components, the floor 3 can be a prefabricated floor 3, a laminated floor 3 or a cast-in-place concrete floor 3, after being conveyed to a construction site, the floor can be assembled on the ground to form a single-layer frame structure, then the floor is integrally lifted to a construction position, and the upper layer frame structure and the lower layer frame structure are connected by arranging the high-strength guy cable 9.
Or according to the hoisting capacity, adopting a mode of hoisting and splicing each prefabricated part independently, welding flange plates at two ends of a steel column 1, hoisting to a construction position, fixing, hoisting a steel beam 2 to the top end of the steel column 1, correcting the position, fixedly connecting the steel beam 2 with the steel column 1, and then connecting the steel beams 2 one by one to form a frame system; carrying out floor slab 3 construction; then, hoisting the upright columns of the upper layer frame structure to the designed position according to the same mode, and realizing connection by means of self friction force between the steel columns 1 and the floor slab 3 to complete the arrangement of the upper layer frame structure; then, a high-strength pull rope 9 is arranged to connect the upper and lower adjacent layer frame structures.
In the embodiment, the height of a structural layer of a specific construction building is 3.3 meters, the column distance is 8.4 meters, the section size of a steel column 1 is 400 × 400 × 16mm, the upper end and the lower end of the steel column 1 are respectively provided with an upper flange plate 4 and a lower flange plate 5, the width of each flange plate is 600mm, the thickness of each flange plate is 15mm, the section size of a steel beam 2 is H200 × 500 × 10 × 12mm, and a floor slab 3 is a cast-in-place reinforced concrete floor slab 3 and has the thickness of 150 mm.
As shown in fig. 6, the method for designing a prestressed supporting friction shock-absorbing assembly type steel structure system of the present invention specifically comprises the following steps:
step one, determining basic structure parameters according to design requirements;
the basic structural parameters comprise the size of a layer frame structure, the specification of a steel column 1, the specification of a steel beam 2, the specification of a floor slab 3, the prestress P of a high-strength inhaul cable 9 and the friction connecting parameters between the bottom of the steel column 1 and the adjacent floor slab 3 below;
the friction connection parameters comprise the sliding force F between the steel column 1 and the adjacent floor slab 3 at the lower layersiThe maximum limit stroke L of relative sliding between the steel column 1 and the adjacent floor slab 3 at the lower layer and the maximum bearing axial force N of the steel column 1fmaxThe specific determination method is as follows:
Fsi＝μNiformula (I)
Wherein, FsiThe bottom end of a steel column 1 of a layer frame structure of the ith layer from bottom to top and an adjacent floor slab below the steel column3, the sliding force of the steel column 1 when the upper surfaces slide relatively;
mu is the friction coefficient between the bottom end of the steel column 1 and the upper surface of the adjacent floor slab 3 below; the friction material can be determined according to the friction material of the steel column 1 and the floor slab 3;
Nithe axial force at the joint of the bottom of a steel column 1 of the layer frame structure of the ith layer from bottom to top and an adjacent floor slab 3; the initial value of the model establishment is taken as the sum of the internal force of the steel column 1 under the action of the self weight of the structure and the internal force of the steel column 1 under the action of the high-strength inhaul cable 9, and the initial value is gradually corrected along with the extraction and judgment of a plurality of parameters in the simulation process;
in the project of this embodiment, the skidding force F between the steel column 1 and the adjacent floor slab 3 of the lower layer is designedsiIs 280 kN;
l can be artificially preliminarily determined according to the section size of the column, the value range is 30-60 mm, and the value of L is selected and adjusted in the range; in the embodiment, L is selected to be 60 mm;
Nfmax＝fc(b1×b2) Formula 2
Wherein N isfmaxThe maximum bearing axial force of the steel column 1 is obtained;
fcthe compressive strength of the concrete of the floor slab 3;
b1is the length of the flange plate;
b2the width of the flange plate.
Step two, modeling the structural system according to the preliminarily determined structural size: in the model, the steel columns 1 in two adjacent layers of frame structures are disconnected from top to bottom, arranged in a superposed contact mode and connected through high-strength inhaul cables 9, the friction connection effect between the steel columns 1 and the adjacent floor slabs 3 is considered, and the friction connection parameters between the bottoms of the steel columns 1 and the adjacent floor slabs 3 below are given to the connecting units between the upper columns and the lower columns.
Thirdly, exerting a multi-earthquake action on the model, and performing reaction spectrum analysis on the structural system by using finite element analysis software; when the analysis target value meets the verification condition, continuing to enter the next design, and when the analysis target value does not meet the verification condition, returning to the step one, adjusting the basic structure parameters, correcting the design structure, and analyzing again; as shown in fig. 7, the method specifically includes the following steps:
step 3A, extracting the axial force N of the joint of the bottom of a single steel column 1 and an adjacent floor slab 3 in each layer of frame structure in the model applying the multi-earthquake actioniVerifying whether the formula (III) is satisfied;
Niformula > 0
Wherein: n is a radical ofiThe axial force at the joint of the bottom of a steel column 1 of the layer frame structure of the ith layer from bottom to top and an adjacent floor slab 3;
axial force NiIf the formula III is not satisfied, returning to the step I, adjusting the prestress P of the high-strength inhaul cable 9, adjusting the structural model, and performing simulation analysis again.
In this embodiment, the minimum axial force value of the extracted axial force values at the connection node of each layer of steel column 1 under the action of the multi-earthquake is 100kN, which meets the above requirements and can continue the subsequent analysis.
Step 3B-1, extracting the shearing force V at the connecting part of the bottom of a single steel column 1 and an adjacent floor slab 3 in each layer of frame structure in the model applying the multi-earthquake actioniJudging whether the formula satisfies a formula IV;
Vi＜Fsiformula iv
Wherein: viThe shear force at the joint of the bottom end of a steel column 1 of the layer frame structure of the ith layer from bottom to top and an adjacent floor slab 3 below the steel column is adopted;
Fsithe sliding force between the bottom end of a steel column 1 of the layer frame structure of the ith layer from bottom to top and the upper surface of an adjacent floor slab 3 below the steel column is adopted;
if shear force ViSatisfying the formula IV, ensuring that the frame structures of two adjacent layers do not slide under the condition of frequent earthquakes, and continuing to perform the following steps; if shear force ViIf the formula IV is not met, returning to the step I, adjusting the friction coefficient mu and the prestress P of the high-strength guy cable 9, adjusting the structural model again, and simulating and analyzing again.
Step 3C, in the model applying the multi-earthquake action, judging the interlayer displacement angle thetaiWhether formula is satisfied with (v-1);
Figure BDA0002153936630000121
wherein: thetaiIn order to apply earthquake action, the displacement angle between the layers at two ends of the steel column 1 of the layer frame structure of the ith layer from bottom to top is increased;
Δu2iin order to apply the earthquake action, the horizontal displacement difference of two ends of the steel column 1 of the layer frame structure of the ith layer from bottom to top is realized;
h is the height of the steel column 1 of the layer frame structure of the ith layer from bottom to top;
if the interlayer displacement angle thetaiIf the formula (v-1) is satisfied, the process is continued according to the following steps; if the interlayer displacement angle thetaiIf the formula (fifth-1) is not met, the deformation of the designed structure under the action of the frequent earthquake is not met, the step (first) is returned, the section sizes of the steel beam (2) and the steel column (1) are adjusted, the structure model is adjusted again, and the simulation analysis is carried out again;
in the embodiment, the maximum value of the extracted horizontal displacement difference value of two ends of each column under the action of the multi-earthquake is 9.4mm, the calculated interlayer displacement angle is 1/350 and is less than the specified 1/250, and the calculated result meets the deformation requirement.
Step 3D, extracting stress f of each layer of frame structure in the model applying the multi-earthquake actioneVerifying whether the formula is satisfied with (1);
Figure BDA0002153936630000131
wherein: f. ofeStress for each layer of the frame structure;
f is the strength design value of the steel structure material used by the layer frame structure;
if stress feIf the formula (1) is not satisfied and the strength of the design structure is not satisfied, the process returns to the step (I)Adjusting the section sizes of the steel beam 2 and the steel column 1, adjusting the structural model again, and performing simulation analysis again; if stress feWhen the formula (c) is satisfied (c) 1, the process is continued according to the following steps.
In this embodiment, the stress of the member under the action of a multi-earthquake is extracted, and the maximum stress is 150N/mm2And the calculated result meets the strength requirement when the value is smaller than the designed value of the anti-seismic bearing capacity of the component.
Step four, applying a fortification earthquake effect on the model, and performing simulation analysis on the structural system by using finite element analysis software; when the analysis target value meets the verification condition, continuing to enter the next step of design, and when the analysis target value cannot meet the verification condition after being adjusted, returning to the step one, adjusting the basic structure parameters, correcting the design structure, and analyzing again; as shown in fig. 8, the method specifically includes the following steps:
step 4A, extracting the axial force N at the joint of the bottom of a single steel column 1 and an adjacent floor slab 3 in each layer of frame structure in the model with the function of fortifying earthquakeiVerifying whether the formula is satisfied or not;
Niequation > 0
Wherein: n is a radical ofiThe axial force at the joint of the bottom of a steel column 1 of the layer frame structure of the ith layer from bottom to top and an adjacent floor slab 3;
axial force NiAnd if the formula IV is not satisfied, returning to the step I, adjusting the prestress P of the high-strength inhaul cable 9, adjusting the structural model, and performing simulation analysis under the effect of the fortification earthquake again.
In the embodiment, the axial force value of the connecting node of each layer of single steel column 1 under the action of a fortification earthquake is extracted, the minimum axial force value is 120kN, the requirements are met, and subsequent analysis can be continuously carried out.
Step 4B-2, extracting the displacement difference delta u at two ends of the upper and lower adjacent two-layer frame structure in the model applying the fortification earthquake action1iVerifying whether the formula is satisfied;
Δu1i< L formula >
Wherein: Δ u1iThe displacement difference between two ends of two adjacent layers of frame structures is the maximum displacement stroke between the bottom of the steel column of the upper layer of frame structure and the top of the steel column corresponding to the lower layer of frame structure;
l is the maximum limit stroke of relative sliding between the steel column 1 and the adjacent floor slab 3 at the lower layer;
if the difference of displacement is Δ u1iIf the formula is met, analyzing according to the following steps; if the difference of displacement is Δ u1iIf the formula is not met, adjusting the friction coefficient mu between the bottom of the steel column 1 and the lower-layer adjacent floor slab 3 and the magnitude of the prestress P of the high-strength guy cable 9, adjusting the structural model, returning to the step 4A, and performing simulation analysis under the action of fortification earthquake again; if the formula cannot be met, returning to the step I, adjusting the section sizes of the steel beam 2 and the steel column 1, adjusting the structural model, and carrying out simulation analysis again from the action of the earthquake.
In this embodiment, the displacement difference between the two ends of the two adjacent layers of frame structures under the action of a fortification earthquake is extracted, the maximum displacement difference is 10mm and is less than the maximum limit stroke 60mm, the requirement is met, and subsequent analysis can be continuously performed.
Step 4C, in the model with the fortification earthquake action, judging the interlayer displacement angle thetaiWhether the formula is satisfied with (v-2);
Figure BDA0002153936630000141
wherein: thetaiIn order to apply earthquake action, the displacement angle between the layers at two ends of the steel column 1 of the layer frame structure of the ith layer from bottom to top is increased;
Δu2iin order to apply the earthquake action, the horizontal displacement difference of two ends of the steel column 1 of the layer frame structure of the ith layer from bottom to top is realized;
h is the height of the steel column 1 of the layer frame structure of the ith layer from bottom to top;
if the interlayer displacement angle thetaiIf the formula is satisfied with the fifth-2, the process is continued according to the following steps; if the interlayer displacement angle thetaiFail to satisfy the formula (v-2), explain the design structureAnd if the deformation under the action of the fortification earthquake does not meet the requirement, returning to the step I, adjusting the section sizes of the steel beam 2 and the steel column 1, adjusting the structural model again, and carrying out simulation analysis again from the action of the earthquake.
In the embodiment, the horizontal displacement difference value of two ends of each column under the action of a fortification earthquake is extracted, the maximum displacement is 15mm, the interlayer displacement angle is 1/220 and is less than the specified 1/100, the calculated structure meets the deformation requirement, and the subsequent analysis can be continued.
Step 4D, extracting stress f of each layer of frame structure in the model with the fortification earthquake effecteVerifying whether the formula is satisfied with (c) -2;
fe≤fyformula (ii) < 2 >
Wherein: f. ofeStress for each layer of the frame structure;
fythe yield strength design value of the steel structure material used for the layer frame structure;
if stress feIf the formula (c) is satisfied, continuing the analysis according to the following steps; if stress feIf the formula (c) is not satisfied, the structural member is shown to be yielding at the moment, the friction coefficient mu between the bottom of the steel column 1 and the lower adjacent floor slab 3 and the prestress P of the high-strength guy cable 9 are adjusted, the structural model is adjusted, and the step (4A) is returned to perform simulation analysis under the action of a fortification earthquake again; if the equation (c) cannot meet the equation (2), returning to the step (I), adjusting the section sizes of the steel beam (2) and the steel column (1), adjusting the structural model, and carrying out simulation analysis again from the action of the earthquake.
In this example, the stress of the member under the action of a protected earthquake is extracted, and the maximum stress is 280N/mm2When the value is less than the specified limit value, the main structural components are in a non-yielding state, the performance design requirements of the moderate-shock non-yielding can be met, and the follow-up analysis can be continuously carried out.
Fifthly, applying rare earthquake action to the model, and performing simulation analysis on the structural system by using finite element analysis software; when the analysis target value meets the verification condition, continuing to enter the next step of design, and when the analysis target value cannot meet the verification condition after being adjusted, returning to the step one, adjusting the basic structure parameters, correcting the design structure, and analyzing again; as shown in fig. 9, the method specifically includes the following steps:
step 5A, extracting the axial force N of the joint of the bottom of a single steel column 1 and an adjacent floor slab 3 in each layer of frame structure in the model applying the action of rare earthquakesiVerifying whether the formula (III) is satisfied;
Niformula > 0
Wherein: n is a radical ofiThe axial force at the joint of the bottom of a steel column 1 of the layer frame structure of the ith layer from bottom to top and an adjacent floor slab 3;
axial force NiIf the formula III is not satisfied, adjusting the prestress P of the high-strength guy cable 9, adjusting the structural model, and performing simulation analysis under the action of rare earthquakes again.
In the embodiment, the axial force value at the connecting node of each layer of single column under the action of rare earthquakes is extracted, the minimum axial force is 90kN, the requirement is met, and the subsequent analysis can be continued.
Step 5B-2, extracting the displacement difference delta u between the two ends of the upper and lower adjacent layer frame structures in the model applying the rare earthquake action1iVerifying whether the formula is satisfied;
Δu1i< L formula >
Wherein: Δ u1iThe displacement difference between two ends of two adjacent layers of frame structures is the maximum displacement stroke between the bottom of the steel column of the upper layer of frame structure and the top of the steel column corresponding to the lower layer of frame structure;
l is the maximum limit stroke of relative sliding between the steel column 1 and the adjacent floor slab 3 at the lower layer;
if the difference of displacement is Δ u1iIf the formula is met, the analysis is continued according to the following steps; if the difference of displacement is Δ u1iIf the formula is not met, adjusting the friction coefficient mu between the bottom of the steel column 1 and the adjacent floor slab 3 at the lower layer and the prestress P of the high-strength guy cable 9, adjusting the structural model, returning to the step 4A, and repeating the stepPerforming simulation analysis under the action of a fortification earthquake; if the formula cannot be met, returning to the step I, adjusting the section sizes of the steel beam 2 and the steel column 1, adjusting the structural model, and carrying out simulation analysis again from the action of the earthquake.
In the embodiment, the displacement difference value of the two ends of each connecting unit under the action of rare earthquakes is extracted, the maximum displacement difference value is 50mm, the maximum limiting stroke is 60mm, and subsequent analysis can be continuously carried out.
Step 5C, in the model applying the rare earthquake action, judging the interlayer displacement angle thetaiWhether the formula is satisfied is-3;
Figure BDA0002153936630000161
wherein: thetaiIn order to apply earthquake action, the displacement angle between the layers at two ends of the steel column 1 of the layer frame structure of the ith layer from bottom to top is increased;
Δu2iin order to apply the earthquake action, the horizontal displacement difference of two ends of the steel column 1 of the layer frame structure of the ith layer from bottom to top is realized;
h is the height of the steel column 1 of the layer frame structure of the ith layer from bottom to top;
if the interlayer displacement angle thetaiIf the formula is satisfied with the fifth-3, the process is continued according to the following steps; if the interlayer displacement angle thetaiIf the formula (fifth-3) is not satisfied, the deformation of the designed structure under the action of the rare earthquake does not satisfy the requirement, the step (first) is returned, the section sizes of the steel beam 2 and the steel column 1 are adjusted, the structure model is adjusted again, and the simulation analysis is performed again from the action of the rare earthquake.
In the embodiment, the horizontal displacement difference value of two ends of each column under the action of rare earthquakes is extracted, the maximum displacement is 50mm, the interlayer displacement angle is 1/66 and is smaller than the specified 1/50, the calculated structure meets the deformation requirement, and the subsequent analysis can be continued.
Step 5D, extracting the total basal shear force V of the whole structure system from the model applying the rare earthquake actionSAnd base overturning moment MSVerifying whether it satisfies the formula (r) and the formula⑨；
VS＜VRFormula (
Wherein: vSThe base total shear for the entire structural system;
VRshear bearing capacity of the structural foundation;
MS＜MRformula ninthly
Wherein: mSThe base overturning moment of the whole structure system;
MRthe anti-overturning bending moment bearing capacity of the structural foundation is provided;
if base total shear VSAnd base overturning moment MSSatisfying the requirement of the formula, and continuing to perform simulation analysis according to the following steps; if base total shear VSAnd base overturning moment MSAnd (3) the requirements of the formula are not met, the step one is returned, the section sizes of the steel beam 2 and the steel column 1 and the prestress P of the high-strength cable 9 are adjusted, the structural model is adjusted, and the simulation analysis is carried out again from the action of the earthquake.
Step 5E, extracting the occurrence condition of plastic hinges from the model applying the rare earthquake action, evaluating the earthquake resistance of the structure under the rare earthquake, counting the proportion Q of the plastic hinges formed by the steel beams 2 and the steel columns 1 in the same layer, judging whether the Q is less than 20%, if the Q is not less than the requirement, adjusting the friction coefficient mu between the bottom of the steel column 1 and the adjacent floor slab 3 at the lower layer and the prestress P of the high-strength guy cable 9, adjusting the structure model, and returning to the step 4A to perform the simulation analysis under the fortification earthquake action again; and if the requirements cannot be met, returning to the step I, adjusting the section sizes of the steel beam 2 and the steel column 1, adjusting the structural model, and starting to perform simulation analysis again from the action of the earthquake until all conditions are met, thereby completing structural design.
In the embodiment, the total shearing force and the total overturning bending moment of the base meet corresponding indexes, the occurrence condition of the plastic hinge is evaluated, the proportion Q of the plastic hinge formed by the beams and the columns in the same layer is counted, the maximum proportion is 15%, and the performance design requirement of large-earthquake tumbler can be met.
The above-mentioned embodiments are merely illustrative of the preferred embodiments of the present invention, and do not limit the scope of the present invention, and various modifications and improvements of the technical solution of the present invention by those skilled in the art should fall within the protection scope defined by the claims of the present invention without departing from the spirit of the present invention.

Claims (9)

1. The utility model provides a prestressing force supports friction shock attenuation assembled steel structure system, is formed by coincide from top to bottom the same layer frame construction, and every layer frame construction includes steel column (1), girder steel (2) and floor (3), and steel column (1) in every layer frame construction are arranged along horizontal and vertical interval, and girder steel (2) are along horizontal and vertical arrangement and both ends respectively with two adjacent steel column (1) top lateral wall fixed connection, its characterized in that: the steel column (1) between the upper and lower adjacent layer frame structures is disconnected at the connection part with the lower floor slab (3) and is only connected through self friction, and meanwhile, a high-strength inhaul cable (9) is connected between the adjacent layer frame structures; steel column (1) top is provided with flange board (4), with girder steel (2) fixed connection, and steel column (1) bottom is provided with flange board (5) down, and lower flange board (5) and floor (3) upper surface contact setting of lower floor adjacent layer frame construction are provided with friction dope layer and stop device (8) on the upper surface of floor (3), stop device (8) are the steel sheet strip that sets up along floor (3) border.
2. The system of claim 1, wherein the pre-stressed support friction shock absorbing fabricated steel structure is characterized by: the edge of the lower flange plate (5) does not exceed the edge of the adjacent floor (3), the side length of the lower flange plate (5) is at least 100mm larger than that of the section of the steel column (1), and the minimum distance between the outer edge of the lower flange plate (5) and the edge of the adjacent floor (3) is not less than 60 mm.
3. The system of claim 1, wherein the pre-stressed support friction shock absorbing fabricated steel structure is characterized by: the friction coefficient of the surface of the friction coating layer is 0.1-2.0, and the surface gradually increases from the central axis of the steel column (1) to the periphery.
4. The system of claim 1, wherein the pre-stressed support friction shock absorbing fabricated steel structure is characterized by: high strength cable (9) set up in layer frame construction's side vertical plane, and high strength cable (9) in every vertical plane are the X and arrange, and the upper end of every high strength cable (9) is connected with the layer frame construction on upper strata through upper junction plate (6), and the lower extreme is connected with the layer frame construction on lower floor through lower connecting plate (7), and upper junction plate (6) are the right angled triangle steel sheet, and the two right angle borders of upper junction plate (6) are fixed with steel column (1) lateral wall and girder steel (2) lower surface welded respectively, and lower connecting plate (7) are fixed with girder steel (2) upper surface welded of the layer frame construction on lower floor.
5. A method of designing a prestressed supporting friction shock-absorbing fabricated steel structural system as set forth in any one of claims 1 to 4, characterized in that: the method comprises the following steps:
step one, determining basic structure parameters according to design requirements;
the basic structural parameters comprise the size of a layer frame structure, the specification of a steel column (1), the specification of a steel beam (2), the specification of a floor slab (3), the prestress P of a high-strength inhaul cable (9) and the friction connection parameters between the bottom of the steel column (1) and the adjacent floor slab (3) below;
the friction connection parameters comprise the sliding force F between the steel column (1) and the adjacent floor slab (3) at the lower layersiThe maximum limit travel L of relative sliding between the steel column (1) and the adjacent floor slab (3) at the lower layer and the maximum bearing axial force N of the steel column (1)fmax；
Step two, modeling the structural system according to the preliminarily determined structural size: in the model, the steel columns (1) in two adjacent layers of frame structures are disconnected from top to bottom, arranged in a superposed contact manner and connected through a high-strength inhaul cable (9), and the frictional connection between the steel columns (1) and adjacent floor slabs (3) is considered, so that frictional connection parameters between the bottoms of the steel columns (1) and the adjacent floor slabs (3) below are given to connecting units between the top columns and the bottom columns;
step three, exerting a multi-earthquake effect on the model, and carrying out simulation analysis on the structural system; when the analysis target value meets the verification condition, continuing to enter the next design, and when the analysis target value does not meet the verification condition, returning to the step one, adjusting the basic structure parameters, correcting the design structure, and analyzing again;
step four, applying a fortification earthquake effect on the model, and carrying out simulation analysis on the structural system; when the analysis target value meets the verification condition, continuing to enter the next step of design, and when the analysis target value cannot meet the verification condition after being adjusted, returning to the step one, adjusting the basic structure parameters, correcting the design structure, and analyzing again;
fifthly, applying a rare earthquake action on the model, and carrying out simulation analysis on the structure system; when the analysis target value cannot meet the verification condition after being adjusted, returning to the step one, adjusting the basic structure parameters, correcting the design structure, and analyzing again; and when the analysis target value meets the verification condition, continuing to enter the next design until the structural analysis design is completed.
6. The design method of a pre-stressed support friction shock absorbing assembly steel structural system according to claim 5, characterized in that: the specific determination method of the friction connection parameters in the first step is as follows:
Fsi＝μNiformula (I)
Wherein, FsiThe sliding force of the steel column is generated when the bottom end of the steel column of the layer frame structure of the ith layer from bottom to top and the upper surface of the adjacent floor slab below slide relatively;
mu is the friction coefficient between the bottom end of the steel column and the upper surface of the adjacent floor slab below;
Nithe axial force is the axial force at the joint of the bottom of a steel column of the layer frame structure of the ith layer from bottom to top and an adjacent floor slab; the initial value of the model establishment is taken as the sum of the internal force of the steel column under the self-weight action of the structure and the internal force of the steel column under the action of the high-strength guy cable, and the initial value is gradually corrected along with the extraction and judgment of a plurality of parameters in the simulation process;
the value range of L is preliminarily determined according to the section size of the column and is 30-60 mm, and the value of L is selected and adjusted in the range;
steel columnMaximum bearing axial force NfmaxThe determination method specifically comprises the following steps:
Nfmax＝fc(b1×b2) Formula 2
Wherein N isfmaxThe maximum bearing axial force of the steel column is obtained;
fcthe compressive strength of the floor slab concrete;
b1is the length of the flange plate;
b2the width of the flange plate.
7. The design method of a pre-stressed support friction shock absorbing assembly steel structural system according to claim 6, characterized in that: the third step specifically comprises the following steps:
step 3A, extracting the axial force N of the joint of the bottom of a single steel column and an adjacent floor slab in each layer of frame structure in the model applying the multi-earthquake actioniVerifying whether the formula (III) is satisfied;
Niformula > 0
Wherein: n is a radical ofiThe axial force is the axial force at the joint of the bottom of a steel column of the layer frame structure of the ith layer from bottom to top and an adjacent floor slab;
axial force NiIf the formula III is not satisfied, returning to the step I, adjusting the prestress P of the high-strength inhaul cable, adjusting the structural model, and performing simulation analysis again;
step 3B-1, extracting the shearing force V at the connecting part of the bottom of a single steel column and an adjacent floor slab in each layer of frame structure in the model applying the multi-earthquake actioniJudging whether the formula satisfies a formula IV;
Vi＜Fsiformula iv
Wherein: viThe shear force at the joint of the bottom end of a steel column of the layer frame structure of the ith layer from bottom to top and the adjacent floor slab below the steel column is adopted;
Fsithe sliding force between the bottom end of a steel column of the layer frame structure of the ith layer from bottom to top and the upper surface of the adjacent floor slab below the steel column is generated;
if shear force ViSatisfying the formula IV, ensuring that the frame structures of two adjacent layers do not slide under the condition of frequent earthquakes, and continuing to perform the following steps; if shear force ViIf the formula IV is not met, returning to the step I, adjusting the friction coefficient mu and the prestress P of the high-strength inhaul cable, adjusting the structural model again, and simulating and analyzing again;
step 3C, in the model applying the multi-earthquake action, judging the interlayer displacement angle thetaiWhether formula is satisfied with (v-1);
Figure FDA0002883848940000041
wherein: thetaiIn order to apply earthquake action, the displacement angle between the layers at two ends of the steel column of the layer frame structure of the i-th layer from bottom to top is increased;
Δu2iin order to apply the earthquake action, the horizontal displacement difference of two ends of a steel column of the layer frame structure of the i-th layer from bottom to top is realized;
h is the height of a steel column of the layer frame structure of the ith layer from bottom to top;
if the interlayer displacement angle thetaiIf the formula (v-1) is satisfied, the process is continued according to the following steps; if the interlayer displacement angle thetaiIf the formula (v-1) is not satisfied, the deformation of the designed structure under the action of the frequent earthquake is not satisfied, the step (i) is returned, the section sizes of the steel beam and the steel column are adjusted, the structure model is adjusted again, and the simulation analysis is performed again;
step 3D, extracting stress f of each layer of frame structure in the model applying the multi-earthquake actioneVerifying whether the formula is satisfied with (1);
Figure FDA0002883848940000042
wherein: f. ofeStress for each layer of the frame structure;
f is the strength design value of the steel structure material used by the layer frame structure;
if stress feIf the formula (c) is not satisfied and the strength of the designed structure is not satisfied, returning to the step I, adjusting the section sizes of the steel beam and the steel column, adjusting the structure model again, and simulating and analyzing again; if stress feWhen the formula (c) is satisfied (c) 1, the process is continued according to the following steps.
8. The method of designing a pre-stressed support friction shock absorbing fabricated steel structural system of claim 7, wherein: the fourth step specifically comprises the following steps:
step 4A, extracting the axial force N of the joint of the bottom of a single steel column and an adjacent floor slab in each layer of frame structure in the model with the fortification earthquake effectiVerifying whether the formula is satisfied or not;
Niequation > 0
Wherein: n is a radical ofiThe axial force is the axial force at the joint of the bottom of a steel column of the layer frame structure of the ith layer from bottom to top and an adjacent floor slab;
axial force NiIf the formula is not satisfied, returning to the step one, adjusting the prestress P of the high-strength inhaul cable, adjusting the structural model, and performing simulation analysis under the effect of a fortification earthquake again;
step 4B-2, extracting the displacement difference delta u at two ends of the upper and lower adjacent two-layer frame structure in the model applying the fortification earthquake action1iVerifying whether the formula is satisfied;
Δu1i< L formula >
Wherein: Δ u1iThe displacement difference between two ends of two adjacent layers of frame structures is the maximum displacement stroke between the bottom of the steel column of the upper layer of frame structure and the top of the steel column corresponding to the lower layer of frame structure;
l is the maximum limit stroke of relative sliding between the steel column and the adjacent floor slab at the lower layer;
if the difference of displacement is Δ u1iIf the formula is met, analyzing according to the following steps; if the difference of displacement is Δ u1iNot meet the requirements ofA formula (c), adjusting the friction coefficient mu between the bottom of the steel column and the adjacent floor slab on the lower layer and the prestress P of the high-strength stay cable, adjusting the structural model, returning to the step (4A), and performing simulation analysis under the action of fortification earthquake again; if the formula cannot be met, returning to the step I, adjusting the section sizes of the steel beam and the steel column, adjusting the structural model, and carrying out simulation analysis again from the action of the earthquake;
step 4C, in the model with the fortification earthquake action, judging the interlayer displacement angle thetaiWhether the formula is satisfied with (v-2);
Figure FDA0002883848940000051
wherein: thetaiIn order to apply earthquake action, the displacement angle between the layers at two ends of the steel column of the layer frame structure of the i-th layer from bottom to top is increased;
Δu2iin order to apply the earthquake action, the horizontal displacement difference of two ends of a steel column of the layer frame structure of the i-th layer from bottom to top is realized;
h is the height of a steel column of the layer frame structure of the ith layer from bottom to top;
if the interlayer displacement angle thetaiIf the formula is satisfied with the fifth-2, the process is continued according to the following steps; if the interlayer displacement angle thetaiIf the formula (v-2) is not satisfied, the deformation of the designed structure under the effect of a fortification earthquake is not satisfied, the step (i) is returned, the section sizes of the steel beam and the steel column are adjusted, the structure model is adjusted again, and the simulation analysis is performed again from the effect of a frequently encountered earthquake;
step 4D, extracting stress f of each layer of frame structure in the model with the fortification earthquake effecteVerifying whether the formula is satisfied with (c) -2;
fe≤fyformula (ii) < 2 >
Wherein: f. ofeStress for each layer of the frame structure;
fythe yield strength design value of the steel structure material used for the layer frame structure;
if stress feIf the formula (c) is satisfied, continuing the analysis according to the following steps; if stress feIf the formula (c) is not satisfied, the structural member is shown to be yielding at the moment, the friction coefficient mu between the bottom of the steel column and the adjacent floor slab at the lower layer and the prestress P of the high-strength stay cable are adjusted, the structural model is adjusted, and the step (4A) is returned to perform simulation analysis under the action of the fortification earthquake; if the formula (c) cannot meet the formula (c) 2, returning to the step one, adjusting the section sizes of the steel beam and the steel column, adjusting the structural model, and performing simulation analysis again from the action of the earthquake.
9. The method of designing a pre-stressed support friction shock absorbing fabricated steel structural system of claim 8, wherein: the fifth step specifically comprises the following steps:
step 5A, extracting the axial force N of the connection part of the bottom of a single steel column and an adjacent floor slab in each layer of frame structure in the model applying the rare earthquake actioniVerifying whether the formula (III) is satisfied;
Niformula > 0
Wherein: n is a radical ofiThe axial force is the axial force at the joint of the bottom of a steel column of the layer frame structure of the ith layer from bottom to top and an adjacent floor slab;
axial force NiIf the formula III is not satisfied, adjusting the prestress P of the high-strength inhaul cable, adjusting the structural model, and performing simulation analysis under the action of rare earthquakes again;
step 5B-2, extracting the displacement difference delta u between the two ends of the upper and lower adjacent layer frame structures in the model applying the rare earthquake action1iVerifying whether the formula is satisfied;
Δu1i< L formula >
Wherein: Δ u1iThe displacement difference between two ends of two adjacent layers of frame structures is the maximum displacement stroke between the bottom of the steel column of the upper layer of frame structure and the top of the steel column corresponding to the lower layer of frame structure;
l is the maximum limit stroke of relative sliding between the steel column and the adjacent floor slab at the lower layer;
if the difference of displacement is Δ u1iIf the formula is met, the analysis is continued according to the following steps; if the difference of displacement is Δ u1iIf the formula is not met, adjusting the friction coefficient mu between the bottom of the steel column and the adjacent floor slab on the lower layer and the prestress P of the high-strength stay cable, adjusting the structural model, and returning to the step 4A to perform simulation analysis under the action of fortification earthquake again; if the formula cannot be met, returning to the step I, adjusting the section sizes of the steel beam and the steel column, adjusting the structural model, and carrying out simulation analysis again from the action of the earthquake;
step 5C, in the model applying the rare earthquake action, judging the interlayer displacement angle thetaiWhether the formula is satisfied is-3;
Figure FDA0002883848940000071
wherein: thetaiIn order to apply earthquake action, the displacement angle between the layers at two ends of the steel column of the layer frame structure of the i-th layer from bottom to top is increased;
Δu2iin order to apply the earthquake action, the horizontal displacement difference of two ends of a steel column of the layer frame structure of the i-th layer from bottom to top is realized;
h is the height of a steel column of the layer frame structure of the ith layer from bottom to top;
if the interlayer displacement angle thetaiIf the formula is satisfied with the fifth-3, the process is continued according to the following steps; if the interlayer displacement angle thetaiIf the formula (v-3) is not satisfied, the deformation of the designed structure under the action of the rare earthquake is not satisfied, the step (i) is returned to, the section sizes of the steel beam and the steel column are adjusted, the structure model is adjusted again, and the simulation analysis is performed again from the action of the rare earthquake;
step 5D, extracting the total basal shear force V of the whole structure system from the model applying the rare earthquake actionSAnd base overturning moment MSVerifying whether the formula meets the formula (ninx) and the formula (ninz);
VS＜VRformula (
Wherein: vSThe base total shear for the entire structural system;
VRshear bearing capacity of the structural foundation;
MS＜MRformula ninthly
Wherein: mSThe base overturning moment of the whole structure system;
MRthe anti-overturning bending moment bearing capacity of the structural foundation is provided;
if base total shear VSAnd base overturning moment MSSatisfying the requirement of the formula, and continuing to perform simulation analysis according to the following steps; if base total shear VSAnd base overturning moment MSThe requirements of the formula are not met, the step one is returned, the section sizes of the steel beam and the steel column and the size of the prestress P of the high-strength inhaul cable are adjusted, the structural model is adjusted, and the simulation analysis is carried out again from the action of the earthquake;
step 5E, extracting the occurrence condition of plastic hinges from the model applying the rare earthquake action, evaluating the earthquake resistance of the structure under the rare earthquake, counting the proportion Q of the plastic hinges formed by the steel beams and the steel columns in the same layer, judging whether the Q is less than 20 percent, if the Q is not more than 20 percent, adjusting the friction coefficient mu between the bottom of the steel column and the adjacent floor slab in the lower layer and the prestress P of the high-strength inhaul cable, adjusting the structure model, and returning to the step 4A to perform the simulation analysis under the fortification earthquake action again; and if the requirements cannot be met, returning to the step I, adjusting the section sizes of the steel beam and the steel column, adjusting the structural model, and performing simulation analysis again from the action of the earthquake until all conditions are met to finish structural design.
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