CN103711215A - Novel post-earthquake easily-repaired steel special-shaped column frame-eccentric supporting frame - Google Patents
Novel post-earthquake easily-repaired steel special-shaped column frame-eccentric supporting frame Download PDFInfo
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- CN103711215A CN103711215A CN201310701542.7A CN201310701542A CN103711215A CN 103711215 A CN103711215 A CN 103711215A CN 201310701542 A CN201310701542 A CN 201310701542A CN 103711215 A CN103711215 A CN 103711215A
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Abstract
The invention discloses a novel post-earthquake easily-repaired steel special-shaped column frame-an eccentric supporting frame. Double-groove steel beams are connected with a special-shaped column through beam-end sealing plates to form a weld-joint-free full-bolt connecting mode, weld-joint-free full-bolt nodes are provided with pre-stress wire ropes to form pre-stress self-restoration nodes, the axial and horizontal stress performance of the bottom of the special-shaped column is optimized by self-restoration column feet and pre-stress column feet through reinforcing plates, buckling-restrained steel plates are mainly used for dissipating earthquake energy, and shearing plates are used for preventing partial yielding, caused by excessively-large shearing force, of the bottom of the column. Key components of the pre-stress column feet are pre-stress pull rods, the pull rods have the function of providing pre-compression force for the column to enable the column and the beams to be tightly connected, the column feet are approximately in rigid connection when bearing the small bending moment accordingly, and have the post-earthquake self-restoration capacity, and the structure has the good earthquake-proof capacity through eccentric supporting.
Description
Technical field
The present invention relates to a kind of easy reparation steel shaped pile frame-accentric support frame, belong to antidetonation mitigation technical field, relate in particular to a kind of novel shake and easily repair afterwards steel shaped pile frame-accentric support frame.
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 shaped pile frame-accentric support frame, its object is to improve structural seismic performance, reduces rear difficulty and the maintenance cost repaired of shake.Novel shake is easily repaired afterwards steel shaped pile frame-accentric support frame 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.
For achieving the above object, the technical solution used in the present invention is that steel shaped pile frame-accentric support frame is easily repaired in a kind of novel shake afterwards, and this comprises double flute girder steel, angle with equal legs, beam column junction plate, web plate, single 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, cantilever lever III.
Novel shake of the present invention is easily repaired in steel shaped pile frame-accentric support frame afterwards, and related beam is the double flute girder steel consisting of shaped steel, and double flute girder steel is at beam-ends, with web plate 4 splicings, to become double flute girder steel by single channel-section steel.
Novel shake of the present invention is easily repaired in steel shaped pile frame-accentric support frame afterwards, and suspension column position is at hetermorphiscal column and ground connecting place.
Novel shake of the present invention is easily repaired in steel shaped pile frame-accentric support frame afterwards, and what L shaped node connected is that the L shaped hetermorphiscal column in framework bight is connected with double flute girder steel; Concrete Connection Step is, 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, on the on-the-spot edge of a wing that the beam column junction plate welding together and web plate is fixed on to L shaped hetermorphiscal column 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 L shaped 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.
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, be respectively L shaped node connection, the connection of T-section point, crisscross joint connection, T-section point type of attachment, crisscross joint type of attachment are identical with L shaped node type of attachment, and just hetermorphiscal column adopts respectively T shape hetermorphiscal column and cross hetermorphiscal column; 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.
Node prestressing force arrangement of the present invention connects each multi-form node in the manner described above, 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.
L shaped suspension column Connection Step is, 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 divided into two channel-section steels, when L shaped suspension column connects, two channel-section steels are connected on web plate together with bolt, and 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 and 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 L shaped 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.
Novel shake of the present invention is easily repaired in steel hetermorphiscal column-accentric support frame afterwards, and its suspension column form comprises three kinds of forms, L shaped suspension column, T shape suspension column, cross suspension column; The Connection Step of T shape suspension column, cross suspension column is with L shaped identical, and stiffening rib is arranged on the larger limb of the suffered moment of flexure of hetermorphiscal column, and another limb does not need to arrange; 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.
Its gantry type lateral resistant member I comprises diagonal brace and cantilever lever I; Cantilever lever I is connected on double flute girder steel by welding or bolt, and diagonal brace is connected with bolt by cover plate with cantilever lever I; Diagonal brace section form 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 gantry type lateral resistant member II comprises diagonal brace, cantilever lever I and cantilever lever III; Cantilever lever III is by being welded to connect in column bottom, and diagonal brace is connected with bolt by cover plate with cantilever lever I1; Cantilever lever I is connected on double flute girder steel by welding or bolt, and diagonal brace is connected with bolt by cover plate with cantilever lever I; Diagonal brace section form 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 herringbone lateral resistant member is comprised of diagonal brace, cantilever lever I and cantilever lever II; Cantilever lever I is connected on double flute girder steel by welding or bolt, and diagonal brace is connected with bolt by cover plate with cantilever lever I; 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 II; Diagonal brace section form 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 connected on double flute girder steel by welding or bolt, and diagonal brace is connected with bolt by cover plate with cantilever lever I; 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 II; Diagonal brace section form 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; It is example explanation that accompanying drawing be take rolled products of ordinary high-strength H shaped steel strip.
Its monocline rod-type lateral resistant member is comprised of diagonal brace and cantilever lever I; Cantilever lever I is connected on double flute girder steel by welding or bolt, and diagonal brace is connected with bolt by cover plate with cantilever lever I; Diagonal brace section form 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.
After assembly, obtain easily repairing the general assembly drawing of steel shaped pile frame-accentric support frame after this novel shake.
Steel shaped pile frame-steel plate shear force wall is easily repaired in novel shake afterwards, and floor is used profiled steel sheet combination floor or reinforced concrete floor.
Compared with prior art, the present invention has following beneficial effect.
1, beam of the present invention 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, the present invention adopts prestressing force Self-resetting joint form and suspension column form, has realized the Self-resetting of shake posterior nodal point, has 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, the present invention has given full play to the advantage of steel work.The plurality of advantages such as compare with traditional steel building framework-eccentrical braces, 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 gate-type I lateral resisting accentric support schematic diagram of the present invention.
Figure 18 is gate-type II lateral resisting accentric support schematic diagram of the present invention.
Figure 19 is herringbone lateral resisting accentric support schematic diagram of the present invention.
Figure 20 is V font lateral resisting accentric support schematic diagram of the present invention.
Figure 21 is single bevel lateral resisting accentric support schematic diagram of the present invention.
Figure 22 is cantilever lever Ia schematic diagram of the present invention.
Figure 23 is cantilever lever Ib schematic diagram of the present invention.
Figure 24 is cantilever lever II schematic diagram of the present invention.
Figure 25 is cantilever lever III schematic diagram of the present invention.
Figure 26 is that steel hetermorphiscal column-accentric support frame 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, 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, prestressed draw-bar, 16, angle steel, 17, diagonal brace, 18, cantilever lever I, 19, cantilever lever II, 20, cantilever lever III.
The specific embodiment
Below in conjunction with accompanying drawing, the present invention is described in detail.
As shown in Fig. 1～26, steel shaped pile frame-accentric support frame is easily repaired in novel shake afterwards, and this 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 I18, cantilever lever II19, cantilever lever III20.
As shown in Figure 1, novel shake of the present invention is easily repaired in steel shaped pile frame-accentric support frame afterwards, and related beam is the double flute girder steel 1 consisting of shaped steel, double flute girder steel 1 be by but channel-section steel becomes double flute girder steel 1 at beam-ends with web plate 4 splicing.
As shown in Figure 2, novel shake of the present invention is easily repaired in steel hetermorphiscal column-accentric support frame afterwards, and suspension column position is at hetermorphiscal column and ground connecting place.
As shown in Figure 3, novel shake of the present invention is easily repaired in steel hetermorphiscal column-accentric support frame afterwards, and what L shaped node connected is that the L shaped hetermorphiscal column 7 in framework bight is connected with double flute girder steel 1; 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, 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 the edge of a wing of L shaped hetermorphiscal column 7 with bolt; Double flute girder steel 1 is comprised of two steel channel beams, when double flute girder steel 1 is connected with hetermorphiscal column, 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 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, be respectively L shaped node connection, the connection of T-section point, crisscross joint connection, T-section point type of attachment, crisscross joint type of attachment are identical with L shaped node type of attachment, and just hetermorphiscal column adopts respectively T shape hetermorphiscal column 8 and cross hetermorphiscal column 9; 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.
Node prestressing force arrangement of the present invention connects each multi-form node in the manner described above, 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 Figure 10, L shaped suspension column 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, 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 divided into two channel-section steels, when L shaped suspension column connects, two channel-section steels are connected on web plate 4 together with bolt, and 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 7 moments of flexure welding, can complete in factory process) at stiffening rib 14, weld up and down angle steel 16 in order to fixing prestressed draw-bar 15; Prestressed draw-bar 15 is passed to reserving hole, and apply prestressing force, with permanent ground tackle, be anchored on angle steel 16; Again anti-buckling steel plate 11, stiffener 12 and cover plate 10 use bolts are connected in to L shaped 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 11-16, novel shake of the present invention is easily repaired in steel shaped pile frame-accentric support frame afterwards, and its suspension column form comprises three kinds of forms, L shaped suspension column, T shape suspension column, cross suspension column; The Connection Step of described T shape suspension column, cross suspension column is with L shaped identical, and stiffening rib 14 is arranged on the larger limb of the suffered moment of flexure of hetermorphiscal column, and another limb does not need to arrange; 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 17, its gantry type lateral resistant member I comprises diagonal brace 17 and cantilever lever I18; Cantilever lever I18 is connected on double flute girder steel 1 by welding or bolt, and diagonal brace 17 is connected with bolt by cover plate with cantilever lever I18; Diagonal brace section form 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; 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 gantry type lateral resistant member II comprises diagonal brace 17, cantilever lever I18 and cantilever lever III20; Cantilever lever III20 is by being welded to connect in column bottom, and diagonal brace 17 is connected with bolt by cover plate with cantilever lever I18; Cantilever lever I18 is connected on double flute girder steel 1 by welding or bolt, and diagonal brace 17 is connected with bolt by cover plate with cantilever lever I18; Diagonal brace 17 section forms 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 19, its herringbone lateral resistant member is comprised of diagonal brace 17, cantilever lever I18 and cantilever lever II19; Cantilever lever I18 is connected on double flute girder steel 1 by welding or bolt, and diagonal brace 17 is connected with bolt by cover plate with cantilever lever I18; Cantilever lever II19 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 II19; Diagonal brace section form 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 20, its V font lateral resistant member is comprised of diagonal brace 17, cantilever lever I18 and cantilever lever II19; Cantilever lever I18 is connected on double flute girder steel 1 by welding or bolt, and diagonal brace 17 is connected with bolt by cover plate with cantilever lever I18; Cantilever lever II19 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 II19; Diagonal brace 17 section forms 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 21, its monocline rod-type lateral resistant member is comprised of diagonal brace 17 and cantilever lever I18; Cantilever lever I18 is connected on double flute girder steel 1 by welding or bolt, and diagonal brace 17 is connected with bolt by cover plate with cantilever lever I18; Diagonal brace 17 section forms 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 accompanying drawing 22-25, be respectively cantilever lever I18, cantilever lever II19, cantilever lever III20, exploded detail.
As shown in Figure 26, after assembly, obtain easily repairing the general assembly drawing of steel hetermorphiscal column-accentric support frame after this novel shake.
Steel shaped pile frame-accentric support frame is easily repaired in novel shake afterwards, and floor is used profiled steel sheet combination floor or reinforced concrete floor.
Claims (2)
1. steel shaped pile frame-accentric support frame is easily repaired in a 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), fixing angle steel (15), junction plate (16), diagonal brace (17), cantilever lever I (18), cantilever lever II (19), cantilever lever III (20),
The beam of this bracing frame 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 hetermorphiscal column and ground connecting place;
What L shaped node connected is that the L shaped hetermorphiscal column in framework bight (7) is connected with double flute girder steel (1); 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), 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 the edge of a wing of L shaped hetermorphiscal column (7) with bolt; Double flute girder steel (1) is comprised of two steel channel beams, when double flute girder steel (1) is connected with hetermorphiscal column, 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 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;
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, be respectively L shaped node connection, the connection of T-section point, crisscross joint connection, T-section point type of attachment, crisscross joint type of attachment are identical with L shaped node type of attachment, and just hetermorphiscal column adopts respectively T shape hetermorphiscal column (8) and cross hetermorphiscal column (9); 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);
Node prestressing force arrangement of the present invention connects each multi-form node in the manner described above, 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;
L shaped suspension column 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), 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 divided into two channel-section steels, when L shaped suspension column connects, two channel-section steels are connected on web plate (4) together with bolt, 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 (7) moment of flexure, at stiffening rib (14), weld up and down angle steel (16) in order to fixing prestressed draw-bar (15); Prestressed draw-bar (15) is passed to reserving hole, and apply prestressing force, with permanent ground tackle, be anchored on angle steel (16); 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;
Suspension column form comprises three kinds of forms, L shaped suspension column, T shape suspension column, cross suspension column; The Connection Step of described T shape suspension column, cross suspension column is with L shaped identical, and stiffening rib (14) is arranged on the larger limb of the suffered moment of flexure of hetermorphiscal column, and another limb does not need to arrange; 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;
Gantry type lateral resistant member I comprises diagonal brace (17) and cantilever lever I (18); Cantilever lever I(18) by welding or bolt, be connected in double flute girder steel (1) upper, diagonal brace (17) and cantilever lever I(18) by cover plate, with bolt, be connected; Diagonal brace section form 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;
Gantry type lateral resistant member II comprises diagonal brace (17), cantilever lever I(18) and cantilever lever III(20); Cantilever lever III(20) by being welded to connect in column bottom, diagonal brace (17) and cantilever lever I(18) by cover plate, with bolt, be connected; It is upper that cantilever lever I (18) is connected in double flute girder steel (1) by welding or bolt, and diagonal brace (17) is connected with bolt by cover plate with cantilever lever I (18); Diagonal brace (17) section form 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 herringbone lateral resistant member is by diagonal brace (17), cantilever lever I (18) and cantilever lever II(19) form; Cantilever lever I(18) by welding or bolt, be connected in double flute girder steel (1) upper, diagonal brace (17) and cantilever lever I(18) by cover plate, with bolt, be connected; Cantilever lever II(19) upper with being welded to connect in double flute girder steel (1) by riser on beam, diagonal brace (17) is connected with bolt by cover plate with cantilever lever II (19); Diagonal brace section form 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 comprised of diagonal brace (17), cantilever lever I (18) and cantilever lever II (19); Cantilever lever I(18) by welding or bolt, be connected in double flute girder steel (1) upper, diagonal brace (17) and cantilever lever I(18) by cover plate, with bolt, be connected; Cantilever lever II(19) upper with being welded to connect in double flute girder steel (1) by riser on beam, diagonal brace (17) and cantilever lever II(19) by cover plate, with bolt, be connected; Diagonal brace (17) section form 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 I(18) form; Cantilever lever I(18) by welding or bolt, be connected in double flute girder steel (1) upper, diagonal brace (17) and cantilever lever I(18) by cover plate, with bolt, be connected; Diagonal brace (17) section form 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; After assembly, obtain easily repairing steel hetermorphiscal column-accentric support frame after this novel shake.
2. steel shaped pile frame-accentric support frame is easily repaired in a kind of novel shake according to claim 1 afterwards, it is characterized in that: steel shaped pile frame-steel plate shear force wall is easily repaired in this novel shake afterwards, and floor is used profiled steel sheet combination floor or reinforced concrete floor.
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