CN103696498A - Novel post-earthquake easy-to-repair steel irregular column- center support - Google Patents

Novel post-earthquake easy-to-repair steel irregular column- center support Download PDF

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Publication number
CN103696498A
CN103696498A CN201310703345.9A CN201310703345A CN103696498A CN 103696498 A CN103696498 A CN 103696498A CN 201310703345 A CN201310703345 A CN 201310703345A CN 103696498 A CN103696498 A CN 103696498A
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China
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steel
column
shaped
plate
hetermorphiscal
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CN201310703345.9A
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Chinese (zh)
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CN103696498B (en
Inventor
高娇娇
苏经宇
王威
李波
杨夏
刘亚东
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北京工业大学
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Abstract

Provided is a novel post-earthquake easy-to-repair steel irregular column- center support. Double-channel steel beams are connected with irregular columns through beam end sealing plates to form a welding-gap-free full-bolt connection mode. Prestress steel cables are applied to welding-gap-free full-bolt nodes to form prestress self-resetting nodes. Axial and horizontal stress performance of the bottoms of the columns are optimized through reinforcing plates by self-resetting column legs and prestress column legs, bending-proof steel plates are mainly used for dissipating earthquake energy, and shearing plates are used for preventing shearing force from being too large and leading to local bending of the bottoms of the columns. Key members of the prestress column legs are prestress pull rods which are used for providing prestress for the columns to enable the columns to be closely connected with the beams, the column legs can be in rigid connection similarly when the torque borne by the column legs is small, and a post-earthquake self-resetting capability is achieved. By means of the center support, the structure achieves better side shock resistance.

Description

Steel hetermorphiscal column-center support is easily repaired in a kind of novel shake afterwards
Technical field
The present invention relates to a kind of easy reparation steel hetermorphiscal column-center support, belong to antidetonation mitigation technical field, relate in particular to a kind of novel shake and easily repair afterwards steel hetermorphiscal column-center support.
Background technology
Collapsing of building in earthquake is to threaten people's life safety and the topmost reason that causes any property loss.Wenchuan and Yaan earthquake show that concrete structure anti-seismic performance is not good, China's steel work development at present rapidly, especially prestressed steel structure technology is in international most advanced level, Bidirectional String Structure in National Gymnasium and Beijing University of Technology Gymnasium suspended-dome structure are all created the maximum world record of homogeneous structure span at that time, have led the development of prestressed steel structure.Performance prestressing technique advantage, applies it on Column Joint, can improve anti-seismic performance and the self-resetting capability of node, and Column Joint designs to obtain the fine or not quality that directly has influence on steel work.If member does not destroy, node had lost efficacy, and did not just reach the original intention of seismic design of structures, more can not meet the design concept of " strong node, weak member ".
On January 17th, 1994, Los Angeles,U.S generation earthquake, the steel building of building more than 100 is in the fracture of bean column node position, and crackle originates from bean column node weld seam conventionally.After 1 year, there is earthquake in the slope god of Japan, and shake " Invest, Then Investigate " shows, causes the basic reason of most of fracture to be the design of node and the problem of construction aspect.This two secondary earthquake has impelled the design of scholar's research and knot modification.Before there is earthquake in Los Angeles in 1994, the joint forms that adopt as shown in Figure 1 more.At Los Angeles Earthquake before death, this node is cheap, easy construction, and generally believed at that time that this joint form can utilize Material ductility preferably, and impel beam-ends to occur plastic hinge, make node avoid destroying, realize the design philosophy of " strong node, weak member ".But in earthquake, this category node form does not show due ductility, and has occurred prematurely brittle fracture, crackle originates from bean column node weld seam conventionally.Draw by analysis and cause the basic reason of most of fracture to be the design of node and the problem of construction aspect.After the earthquake of Los Angeles 10 years, beam column switching performance and the impact of steel framed structure is become to one of primary study content of field of steel structure.
Summary of the invention
The object of the present invention is to provide a kind of novel shake easily to repair afterwards steel hetermorphiscal column-center support, this bracing frame has improved anti-seismic performance, has reduced rear difficulty and the maintenance cost repaired of shake; This novel shake is easily repaired afterwards steel hetermorphiscal column-center support basic comprising and is comprised the members such as Vierendeel girder, post, prestressed member, angle steel or friction member.Concrete structure is in work progress, base angle, top steel is first installed, then high-strength steel pull bar is installed and is carried out stretch-draw, under the effect of pull bar stretching force, beam column contact surface produces compressive stress, this compressive pre-stress will provide larger opposing moment of flexure for node, and the frictional force of beam column contact surface will provide larger opposing shearing for node; It is beam column junction plate that backing plate is installed between beam end and post, prevent that web from directly contacting and causing local stress excessive with post, a stiffener is respectively welded at place, upper bottom flange at beam, stiffener can increase the contact surface between flange of beam and post, thereby reduce the compressive stress in flange of beam, avoid flange of beam local yielding under action of compressive stress.
Prestressing force Self-resetting node base present principles: when geological process acquires a certain degree, the contact surface of beam column opens, there is plastic strain power consumption in angle steel, thereby has avoided the damage of the main components such as beam column.After geological process, structure returns to original vertical position under prestressing force effect.Research shows, if at web or place, the edge of a wing design dissipative member of beam, this node stiffness and strength is similar with full weldering node, and has good ductility.Post tensioning Self-resetting frame joint can obtain the strength and stiffness similar to conventional steel framework.But this Self-resetting node construction scene does not need welding, whole Huo with bolts factory carries out bolt connection after welding in advance again to job site.
The initial stiffness of node and welding node are substantially suitable, and the in the situation that of reaching 5% at relative storey displacement angle, agent structure beam and column still keeps elasticity, and angle steel enters plastic state with dissipation energy, and geological process posterior nodal point can be returned to its initial position.
Prestressed applying makes steel framed structure can access higher safety factor.The major advantage of prestressed node: (1) has self-centering ability, thus the rear permanent set of shake greatly reduced; (2) initial stiffness is similar to full welding node greatly, is equivalent to rigid joint; (3) under earthquake, beam column all keeps elasticity, and nonelastic deformation concentrates on node, and provides energy consume mechanism by the nonelastic deformation of node connector; (4) greatly reduce rear difficulty and the cost repaired of shake.
The object of the present invention is to provide a kind of novel shake easily to repair afterwards steel shaped pile frame-center support and comprised double flute girder steel, angle with equal legs, beam column junction plate, web plate, channel-section steel, steel cable, L shaped hetermorphiscal column, T shape hetermorphiscal column, cross hetermorphiscal column, cover plate, anti-buckling plate, stiffener, shear plate, stiffening rib, fixedly angle steel, junction plate, diagonal brace, cantilever lever I, cantilever lever II.
Beam of the present invention is the double flute girder steel consisting of shaped steel, double flute girder steel be by but channel-section steel at beam-ends, with web plate, be spliced.
Suspension column position is at hetermorphiscal column and ground connecting place.
The form of hetermorphiscal column has three kinds, is respectively L shaped hetermorphiscal column, T shape hetermorphiscal column, cross hetermorphiscal column; Its joint form comprises three kinds of specifications, is respectively L shaped node connection, the connection of T-section point, crisscross joint connection; L shaped node is that L shaped hetermorphiscal column is connected with double flute girder steel; T-section point is that T shape hetermorphiscal column is connected with double flute girder steel; Crisscross joint is that cross hetermorphiscal column is connected with double flute girder steel; Wherein, L shaped suspension column is divided into A, B two sides, and T shape suspension column is divided into A, B, tri-faces of C, and cross suspension column is totally four faces, but four faces are all identical.
Novel shake of the present invention is easily repaired in steel hetermorphiscal column-center support afterwards, and it is that framework bight frame column is connected with double flute girder steel that described L shaped node connects; Concrete Connection Step is that beam column junction plate and web plate weld in advance in factory, beam column junction plate is perpendicular to web plate, web plate is positioned at the middle part of beam column junction plate, it highly equals the shape steel web height of double flute girder steel, and scene is fixed on the beam column junction plate welding together and web plate on the L shaped hetermorphiscal column edge of a wing with bolt; Double flute girder steel is comprised of two steel channel beams, when double flute girder steel is connected with hetermorphiscal column, the mode that adopts single channel-section steel to connect respectively, first a channel-section steel is connected with L shaped hetermorphiscal column with angle with equal legs, channel-section steel is vertical with the edge of a wing of hetermorphiscal column, after a channel-section steel connects, same mode connects another root channel-section steel; After double flute girder steel is connected with L shaped hetermorphiscal column, two channel-section steels will connect into integral body with web plate, with bolt, two channel-section steels are connected with the web plate in the middle of being positioned at two channel-section steels.
Novel shake of the present invention is easily repaired in steel hetermorphiscal column-center support afterwards, and described T-shaped node type of attachment, cross node type of attachment and L-type node type of attachment are basic identical, and just hetermorphiscal column adopts respectively T shape hetermorphiscal column and cross hetermorphiscal column.
The prestressed arrangement of node of the present invention is, connects in the manner described above each multi-form node, and framework basically forms; Steel cable, successively through being reserved in the hole on the hetermorphiscal column edge of a wing, is applied to the prestress value of calculating, with permanent ground tackle, be anchored on the hetermorphiscal column edge of a wing.
Its suspension column form comprises three kinds of forms: L shaped suspension column, T shape suspension column, cross suspension column.
Novel shake of the present invention is easily repaired in steel hetermorphiscal column-center support afterwards, described L-type suspension column Connection Step, beam column junction plate and web plate weld in advance in factory, beam column junction plate is perpendicular to web plate, web plate is positioned at the middle part of beam column junction plate, it highly equals the shape steel web height of double flute girder steel, and scene is fixed on the beam column junction plate welding together and web plate on the hetermorphiscal column edge of a wing with bolt; Double flute girder steel is divided into two channel-section steels, when suspension column connects, two channel-section steels one are reinstated to bolt and be connected on web plate, the strength and stiffness being connected with hetermorphiscal column for strengthening suspension column place beam, is that channel-section steel inner ring applies three weld all arounds at double flute girder steel 1 with beam column junction plate contact position; Another limb is identical with this limb; At the larger manomelia interior welds transverse stiffener (welding can complete in factory process) of L-type hetermorphiscal column moment of flexure, at stiffening rib, weld up and down angle steel in order to fixing prestressed draw-bar; Prestressed draw-bar is passed to reserving hole, and apply prestressing force, with permanent ground tackle, be anchored on angle steel; Again anti-buckling steel plate, stiffener and cover plate are connected in to place, the hetermorphiscal column edge of a wing with bolt; Cover plate periphery has outstanding surrounding edge, definitely closely knit with cover plate and stiffener, prevents the anti-buckling steel plate of moisture invasion cover plate internal corrosion; Again shear plate is connected with double flute girder steel with bolt.
Described T shape suspension column, cross suspension column Connection Step are identical with L shaped suspension column, and stiffening rib is arranged on the limb that the suffered moment of flexure of hetermorphiscal column is larger, and another limb does not need to arrange.
Its herringbone lateral resistant member is comprised of diagonal brace, cantilever lever I and cantilever lever II; Cantilever lever II is by riser on beam with being welded to connect on double flute girder steel, and diagonal brace is connected with bolt by cover plate with cantilever lever I; Cantilever lever II is by being welded in hetermorphiscal column bottom, and diagonal brace is connected with bolt by cover plate with cantilever lever II; Diagonal brace cross section is H shaped steel, or uses i shaped steel, double flute steel compound section, double angle compound section; Diagonal brace is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or energy-consumption damper to support.
Its V font lateral resistant member is comprised of diagonal brace, cantilever lever I and cantilever lever II; Cantilever lever I is by riser on beam with being welded to connect on double flute girder steel 1, and diagonal brace is connected with bolt by cover plate with cantilever lever I; Cantilever lever II is by being welded in hetermorphiscal column bottom, and diagonal brace is connected with bolt by cover plate with cantilever lever II; Diagonal brace cross section is H shaped steel, or uses i shaped steel, double flute steel compound section, double angle compound section; Diagonal brace is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or energy-consumption damper to support.
Its monocline rod-type lateral resistant member is comprised of diagonal brace and cantilever lever II; Cantilever lever II is by being welded to connect in hetermorphiscal column bottom, and diagonal brace is connected with bolt by cover plate with cantilever lever II; Another cantilever lever II is by being welded to connect in hetermorphiscal column top, and diagonal brace is connected with bolt by cover plate with cantilever lever II; Diagonal brace cross section is H shaped steel, or uses i shaped steel, double flute steel compound section, double angle compound section; Described diagonal brace is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or energy-consumption damper to support, and by obtaining this novel shake after assembling, easily repairs afterwards steel hetermorphiscal column-center support.
Compared with prior art, the present invention has following beneficial effect.
1, the beam that the present invention adopts is all section steel beam, because the belly space of beam is larger, is convenient to pipeline and passes, and has effectively increased the clear height in room.
2, the present invention adopts bolt to carry out site assembly completely, traditional Site Welding mode and concreting mode have been cancelled, effectively guaranteed construction quality, the environment pollution of having avoided concreting and steel welding to cause completely, realize site operation " anhydrous, without fire, dustless " three without standard, reduced the generation of the hazardous accidents such as fire.When the present invention removes at member, can recycle efficiently, reduced building waste, real realization the theory of environmental protection, be a kind of green, the steel structure system of sustainable development.
3, adopt prestressing force Self-resetting joint form and suspension column form, realized the Self-resetting of shake posterior nodal point, greatly reduced the rear rehabilitation cost of shake; Improve the anti-seismic performance of node, thereby improve the anti-seismic performance of frame structure system.
4, to the overturning of traditional steel building-center support, given full play to the advantage of steel work.The plurality of advantages such as compare with traditional steel building framework-center support, it is high that it has security performance, and environment pollution is little, and the few and construction costs of security incident is low.
Accompanying drawing explanation
Fig. 1 is channel steel type girder steel schematic diagram of the present invention.
Fig. 2 is Self-resetting suspension column position view of the present invention.
Fig. 3 is that prestressing force Self-resetting node of the present invention splits schematic diagram.
Fig. 4 is L shaped post schematic diagram of the present invention.
Fig. 5 is T shape post schematic diagram of the present invention.
Fig. 6 is cross section column schematic diagram of the present invention.
Fig. 7 is L shaped post Node Decomposition schematic diagram of the present invention.
Fig. 8 is T shape post Node Decomposition schematic diagram of the present invention.
Fig. 9 is cross section column Node Decomposition schematic diagram of the present invention.
Figure 10 is that Self-resetting suspension column of the present invention splits schematic diagram.
Figure 11 is L shaped Self-resetting suspension column facade A decomposing schematic representation of the present invention.
Figure 12 is L shaped Self-resetting suspension column facade B decomposing schematic representation of the present invention.
Figure 13 is T shape Self-resetting suspension column facade A decomposing schematic representation of the present invention.
Figure 14 is T shape Self-resetting suspension column facade B decomposing schematic representation of the present invention.
Figure 15 is T shape Self-resetting suspension column facade C decomposing schematic representation of the present invention.
Figure 16 is cross Self-resetting suspension column facade decomposing schematic representation of the present invention.
Figure 17 is herringbone lateral resisting center support schematic diagram of the present invention.
Figure 18 is V font lateral resisting center support schematic diagram of the present invention.
Figure 19 is single bevel lateral resisting center support schematic diagram of the present invention.
Figure 20 is cantilever lever I schematic diagram of the present invention.
Figure 21 is cantilever lever II schematic diagram of the present invention.
Figure 22 is that steel shaped pile frame center support schematic diagram is easily repaired in novel shake of the present invention afterwards.
In figure: 1, double flute girder steel, 2, angle with equal legs, 3, beam column junction plate, 4, web plate, 5, single channel-section steel, 6, steel cable, 7, L shaped hetermorphiscal column, 8, T shape hetermorphiscal column, 9, cross hetermorphiscal column, 10, cover plate, 11, anti-buckling plate, 12, stiffener, 13, shear plate, 14, stiffening rib, 15, angle steel, 16, prestressed draw-bar, 17, diagonal brace, 18, cantilever lever I, 19, cantilever lever II.
The specific embodiment
Below in conjunction with accompanying drawing, the present invention is described in detail.
As shown in Fig. 1~22, this novel shake is easily repaired afterwards steel shaped pile frame-center support and is comprised double flute girder steel 1, angle with equal legs 2, beam column junction plate 3, web plate 4, channel-section steel 5, steel cable 6, L shaped hetermorphiscal column 7, T shape hetermorphiscal column 8, cross hetermorphiscal column 9, cover plate 10, anti-buckling plate 11, stiffener 12, shear plate 13, stiffening rib 14, fixedly angle steel 15, junction plate 16, diagonal brace 17, cantilever lever I18, cantilever lever II19.
As shown in Figure 1, beam of the present invention is the double flute girder steel 1 consisting of shaped steel, double flute girder steel 1 be by but channel-section steel at beam-ends, with web plate 4, be spliced.
As shown in Figure 2, suspension column position is at post and ground connecting place.
As shown in accompanying drawing 4-9, the form of hetermorphiscal column has three kinds, is respectively L shaped hetermorphiscal column 7, T shape hetermorphiscal column 8, cross hetermorphiscal column 9; Its joint form comprises three kinds of specifications, is respectively L shaped node connection, the connection of T-section point, crisscross joint connection; L shaped node is that L shaped hetermorphiscal column 7 is connected with double flute girder steel 1; T-section point is that T shape hetermorphiscal column 8 is connected with double flute girder steel 1; Crisscross joint is that cross hetermorphiscal column 9 is connected with double flute girder steel 1; Wherein, L shaped suspension column is divided into A, B two sides, and T shape suspension column is divided into A, B, tri-faces of C, and cross suspension column is totally four faces, but four faces are all identical.
As shown in Figure 3, it is that framework L shaped hetermorphiscal column 7 in framework bight is connected with double flute girder steel 1 that described L shaped node connects, concrete Connection Step is, beam column junction plate 3 welds in factory in advance with web plate 4, beam column junction plate 3 is perpendicular to web plate 4, web plate 4 is positioned at the middle part of beam column junction plate 3, and it highly equals the shape steel web height of double flute girder steel 1, and scene is fixed on the beam column junction plate welding together 3 and web plate 4 on L shaped hetermorphiscal column 7 edges of a wing with bolt; Double flute girder steel 1 is comprised of two steel channel beams, when double flute girder steel 1 is connected with post, the mode that adopts single channel-section steel 5 to connect respectively, first a channel-section steel is connected with L shaped hetermorphiscal column 7 with angle with equal legs 2, channel-section steel is vertical with the edge of a wing of L shaped hetermorphiscal column 7, after a channel-section steel connects, same mode connects another root channel-section steel; After double flute girder steel 1 is connected with L shaped hetermorphiscal column 7, two channel-section steels will connect into integral body with web plate 4, with bolt, two channel-section steels are connected with the web plate 4 in the middle of being positioned at two channel-section steels;
As shown in accompanying drawing 8-9, novel shake of the present invention is easily repaired in steel shaped pile frame-center support system afterwards, described T-shaped node type of attachment, cross node type of attachment and L-type node type of attachment are basic identical, and just hetermorphiscal column adopts respectively T shape hetermorphiscal column 8 and cross hetermorphiscal column 9.
The prestressed arrangement of node of the present invention is, connects in the manner described above each multi-form node, and framework basically forms; Steel cable 6, successively through being reserved in the hole on the hetermorphiscal column edge of a wing, is applied to the prestress value of calculating, with permanent ground tackle, be anchored on the hetermorphiscal column edge of a wing;
As shown in accompanying drawing 11-16, its suspension column form comprises three kinds of forms: L shaped suspension column, T shape suspension column, cross suspension column.
As shown in Figure 10, novel shake of the present invention is easily repaired in steel shaped pile frame-center support system afterwards, described L-type suspension column Connection Step: beam column junction plate 3 welds in factory in advance with web plate 4, beam column junction plate 3 is perpendicular to web plate 4, web plate 4 is positioned at the middle part of beam column junction plate 3, it highly equals the shape steel web height of double flute girder steel 1, and scene is fixed on the beam column junction plate welding together 3 and web plate 4 on hetermorphiscal column 7 edges of a wing with bolt; Double flute girder steel 1 is divided into two channel-section steels, when suspension column connects, two channel-section steels one are reinstated to bolt and be connected on web plate 4, the strength and stiffness being connected with hetermorphiscal column for strengthening suspension column place beam, is that channel-section steel inner ring applies three weld all arounds at double flute girder steel 1 with beam column junction plate 3 contact positions; Another limb is identical with this limb; In the larger manomelia interior welds transverse stiffener 14(of L-type hetermorphiscal column moment of flexure welding, can complete in factory process) at stiffening rib 14, weld up and down angle steel 15 in order to fixing prestressed draw-bar 16; Prestressed draw-bar 16 is passed to reserving hole, and apply prestressing force, with permanent ground tackle, be anchored on angle steel 15; Again anti-buckling steel plate 11, stiffener 12 and cover plate 10 use bolts are connected in to hetermorphiscal column 7 places, the edge of a wing; Cover plate 10 peripheries have outstanding surrounding edge, definitely closely knit with cover plate 10 and stiffener 12, prevent the anti-buckling steel plate 11 of moisture invasion cover plate internal corrosion; Again shear plate 13 use bolts are connected with double flute girder steel 1.
As shown in accompanying drawing 13-16, described T shape suspension column, cross suspension column Connection Step are identical with L shaped suspension column, and stiffening rib 14 is arranged on the limb that the suffered moment of flexure of hetermorphiscal column is larger, and another limb does not need to arrange.
As shown in Figure 17, its herringbone lateral resistant member is comprised of diagonal brace 17, cantilever lever I18 and cantilever lever II19; Cantilever lever II18 is by riser on beam with being welded to connect on double flute girder steel 1, and diagonal brace 17 is connected with bolt by cover plate with cantilever lever I18; Cantilever lever II19 is by being welded in hetermorphiscal column bottom, and diagonal brace 17 is connected with bolt by cover plate with cantilever lever II19; Diagonal brace 17 cross sections are H shaped steel, or use i shaped steel, double flute steel compound section, double angle compound section; Diagonal brace 17 is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or energy-consumption damper to support; It is example explanation that accompanying drawing be take rolled products of ordinary high-strength H shaped steel strip.
As shown in Figure 18, its V font lateral resistant member is comprised of diagonal brace 17, cantilever lever I18 and cantilever lever II19; Cantilever lever I18 is by riser on beam with being welded to connect on double flute girder steel 1, and diagonal brace 17 is connected with bolt by cover plate with cantilever lever I18; Cantilever lever II19 is by being welded in hetermorphiscal column bottom, and diagonal brace 17 is connected with bolt by cover plate with cantilever lever II19; Diagonal brace cross section is H shaped steel, or uses i shaped steel, double flute steel compound section, double angle compound section; Diagonal brace 17 is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or energy-consumption damper to support; It is example explanation that accompanying drawing be take rolled products of ordinary high-strength H shaped steel strip.
As shown in Figure 19, its monocline rod-type lateral resistant member is comprised of diagonal brace 17 and cantilever lever II19; Cantilever lever II19 is by being welded to connect in hetermorphiscal column bottom, and diagonal brace 17 is connected with bolt by cover plate with cantilever lever II19; Another cantilever lever II19 is by being welded to connect in hetermorphiscal column top, and diagonal brace 17 is connected with bolt by cover plate with cantilever lever II19; Diagonal brace 17 cross sections are H shaped steel, or use i shaped steel, double flute steel compound section, double angle compound section; Described diagonal brace 17 is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or energy-consumption damper to support; It is example explanation that accompanying drawing be take rolled products of ordinary high-strength H shaped steel strip.
As shown in accompanying drawing 20-21, it is cantilever lever detailed drawing.
As shown in Figure 22, by obtaining this novel shake after assembling, easily repair afterwards steel hetermorphiscal column-center support.

Claims (1)

1. steel hetermorphiscal column-center support is easily repaired in novel shake afterwards, it is characterized in that: this bracing frame comprises double flute girder steel (1), angle with equal legs (2), beam column junction plate (3), web plate (4), single channel-section steel (5), steel cable (6), L shaped hetermorphiscal column (7), T shape hetermorphiscal column (8), cross hetermorphiscal column (9), cover plate (10), anti-buckling plate (11), stiffener (12), shear plate (13), stiffening rib (14), fixedly angle steel (15), junction plate (16), diagonal brace (17), cantilever lever I(18), cantilever lever II(19);
Beam is the double flute girder steel (1) consisting of shaped steel, and double flute girder steel (1) is to be spliced at web plate for beam-ends (4) by two single channel-section steels (5);
Suspension column position is at post and ground connecting place;
The form of hetermorphiscal column has three kinds, is respectively L shaped hetermorphiscal column (7), T shape hetermorphiscal column (8), cross hetermorphiscal column (9); Its joint form comprises three kinds of specifications, is respectively L shaped node connection, the connection of T-section point, crisscross joint connection; L shaped node is that L shaped hetermorphiscal column (7) is connected with double flute girder steel (1); T-section point is that T shape hetermorphiscal column (8) is connected with double flute girder steel (1); Crisscross joint is that cross hetermorphiscal column (9) is connected with double flute girder steel (1); Wherein, L shaped suspension column is divided into A, B two sides, and T shape suspension column is divided into A, B, tri-faces of C, and cross suspension column is totally four faces, but four faces are all identical;
It is that the L shaped hetermorphiscal column of framework bight framework (7) is connected with double flute girder steel (1) that L shaped node connects; Concrete Connection Step is that beam column junction plate (3) welds in factory in advance with web plate (4), beam column junction plate (3) is perpendicular to web plate (4), web plate (4) is positioned at the middle part of beam column junction plate (3), it highly equals the shape steel web height of double flute girder steel (1), and scene is fixed on the beam column junction plate (3) welding together and web plate (4) on L shaped hetermorphiscal column (7) edge of a wing with bolt; Double flute girder steel (1) is comprised of two steel channel beams, when double flute girder steel (1) is connected with post, the mode that adopts single channel-section steel (5) to connect respectively, first an angle with equal legs for channel-section steel (2) is connected with L shaped hetermorphiscal column (7), channel-section steel is vertical with the edge of a wing of hetermorphiscal column (7), after a channel-section steel connects, same mode connects another root channel-section steel; After double flute girder steel (1) is connected with L shaped hetermorphiscal column (7), two channel-section steels will connect into integral body with web plate (4), with bolt, two channel-section steels are connected with the web plate (4) in the middle of being positioned at two channel-section steels;
T-shaped node type of attachment, cross node type of attachment and L-type node type of attachment are basic identical, and just hetermorphiscal column adopts respectively T shape hetermorphiscal column (8) and cross hetermorphiscal column (9);
The prestressed arrangement of node is, connects in the manner described above each multi-form node, and framework basically forms; Steel cable (6), successively through being reserved in the hole on the hetermorphiscal column edge of a wing, is applied to the prestress value of calculating, with permanent ground tackle, be anchored on the hetermorphiscal column edge of a wing;
Its suspension column form comprises three kinds of forms, L shaped suspension column, T shape suspension column, cross suspension column;
L shaped suspension column Connection Step, beam column junction plate (3) welds in factory in advance with web plate (4), beam column junction plate (3) is perpendicular to web plate (4), web plate (4) is positioned at the middle part of beam column junction plate (3), it highly equals the shape steel web height of double flute girder steel (1), and scene is fixed on the beam column junction plate (3) welding together and web plate (4) on hetermorphiscal column 7 edges of a wing with bolt; Double flute girder steel (1) is divided into two channel-section steels, when suspension column connects, two channel-section steels one are reinstated to bolt to be connected on web plate (4), the strength and stiffness being connected with hetermorphiscal column for strengthening suspension column place beam is that channel-section steel inner ring applies three weld all arounds at double flute girder steel (1) with beam column junction plate (3) contact position; Another limb is identical with this limb; At the larger manomelia interior welds transverse stiffener (14) of L-type hetermorphiscal column moment of flexure, at stiffening rib (14), weld up and down angle steel (15) in order to fixing prestressed draw-bar (16); Prestressed draw-bar (16) is passed to reserving hole, and apply prestressing force, with permanent ground tackle, be anchored on angle steel (15); Again anti-buckling steel plate (11), stiffener (12) and cover plate (10) are connected in to place, L shaped hetermorphiscal column (7) edge of a wing with bolt; Cover plate (10) periphery has outstanding surrounding edge, definitely closely knit with cover plate (10) and stiffener (12), prevents the moisture invasion anti-buckling steel plate of cover plate internal corrosion (11); Again shear plate (13) is connected with double flute girder steel (1) with bolt;
T shape suspension column, cross suspension column Connection Step are identical with L shaped suspension column, and stiffening rib (14) is arranged on the limb that the suffered moment of flexure of hetermorphiscal column is larger, and another limb does not need to arrange;
Its herringbone lateral resistant member is by diagonal brace (17), cantilever lever I(18) and cantilever lever II(19) form; Cantilever lever II(18) upper with being welded to connect in double flute girder steel (1) by riser on beam, diagonal brace (17) and cantilever lever I(18) by cover plate, with bolt, be connected; Cantilever lever II(19) by being welded in hetermorphiscal column bottom, diagonal brace (17) and cantilever lever II(19) by cover plate, with bolt, be connected; Diagonal brace (17) cross section is H shaped steel, or uses i shaped steel, double flute steel compound section, double angle compound section; Diagonal brace (17) is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or energy-consumption damper to support;
Its V font lateral resistant member is by diagonal brace (17), cantilever lever I(18) and cantilever lever II(19) form; Cantilever lever I(18) upper with being welded to connect in double flute girder steel (1) by riser on beam, diagonal brace (17) and cantilever lever I(18) by cover plate, with bolt, be connected; Cantilever lever II(19) by being welded in hetermorphiscal column bottom, diagonal brace (17) and cantilever lever II(19) by cover plate, with bolt, be connected; Diagonal brace cross section is H shaped steel, or uses i shaped steel, double flute steel compound section, double angle compound section; Diagonal brace (17) is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or energy-consumption damper to support;
Its monocline rod-type lateral resistant member is by diagonal brace (17) and cantilever lever II(19) form; Cantilever lever II (19) is by being welded to connect in hetermorphiscal column bottom, diagonal brace (17) and cantilever lever II(19) by cover plate, with bolt, be connected; Another cantilever lever II(19) by being welded to connect in hetermorphiscal column top, diagonal brace (17) and cantilever lever II(19) by cover plate, with bolt, be connected; Diagonal brace (17) cross section is H shaped steel, or uses i shaped steel, double flute steel compound section, double angle compound section; Described diagonal brace (17) is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or energy-consumption damper to support; By obtaining this novel shake after assembling, easily repair afterwards steel hetermorphiscal column-center support.
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CN103882969A (en) * 2014-04-11 2014-06-25 北京工业大学 Industrialized assembled type multi-story and high-rise steel structure frame double-plate self-restoration buckling-preventing herringbone supporting system
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CN105545025B (en) * 2015-11-25 2018-11-13 中国能源建设集团广东省电力设计研究院有限公司 A kind of single frame posture side coal bunker structure suitable for low crack area
CN106320517A (en) * 2016-11-01 2017-01-11 华南理工大学 Upper end suspended type steel frame energy-consuming beam-column joint capable of being replaced after earthquakes
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CN107366362A (en) * 2017-09-09 2017-11-21 北京工业大学 A kind of assembling type steel structure Special-Shaped Column beam column node connection device with diagonal brace
CN109057013A (en) * 2018-07-22 2018-12-21 北京工业大学 Self-resetting can assemble multistage beam concentrically braced steel frame after shake
CN109024881A (en) * 2018-07-22 2018-12-18 北京工业大学 Self-resetting can assemble multistage beam accentric support steel frame after shake
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