CN103711215B - Easily steel shaped pile frame-accentric support frame is repaired after a kind of shake - Google Patents
Easily steel shaped pile frame-accentric support frame is repaired after a kind of shake Download PDFInfo
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- CN103711215B CN103711215B CN201310701542.7A CN201310701542A CN103711215B CN 103711215 B CN103711215 B CN 103711215B CN 201310701542 A CN201310701542 A CN 201310701542A CN 103711215 B CN103711215 B CN 103711215B
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Abstract
Easily repair steel shaped pile frame-accentric support frame after a kind of shake, this double flute girder steel, by beam-ends shrouding, is connected with hetermorphiscal column, forms the type of attachment of the full bolt of no-welding-seam; To no-welding-seam full bolt joint Shi Hanzhang cable wire, form prestressing force Self-resetting node; Self-resetting suspension column prestressing force suspension column optimizes axis and the horizontal direction stress performance of column bottom by stiffener, and anti-buckling steel plate is mainly used to dissipation seismic energy, and shear plate prevents the excessive local yielding caused at the bottom of post of shearing; The key member of prestressing force suspension column is prestressed draw-bar, and the effect of pull bar is that coupled columns provides precompression to make post and beam compact siro spinning technology, thus makes that suspension column is approximate when bearing moment of flexure and being less to be rigidly connected, and self-resetting capability after making it have shake; Accentric support makes structure have better shock resistance.
Description
Technical field
The present invention relates to a kind of easily reparation steel shaped pile frame-accentric support frame, belong to quake evaluation technical field, particularly relate to a kind of Novel post-earthquake easy-to-repair steel irregular column framework-accentric support frame.
Background technology
Collapsing of building in earthquake threatens 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, the steel work development of current China 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 all create the maximum world record of homogeneous structure span at that time, have led the development of prestressed steel structure.Play prestressing technique advantage, apply it on Column Joint, anti-seismic performance and the self-resetting capability of node can be improved, and Column Joint designs to obtain the fine or not quality directly having influence on steel work.If component does not destroy and node had lost efficacy, just do not reach the original intention of seismic design of structures, more can not meet the design concept of " strong node, weak component ".
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 usually.After 1 year, the slope god of Japan there occurs earthquake, the display of shake " Invest, Then Investigate ", causes the basic reason of major part 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 form adopted as shown in Figure 1 more.Before Los Angeles earthquake occurs, this node is cheap, easy construction, and generally believed that this joint form can utilize Material ductility preferably at that time, impel beam-ends to occur plastic hinge, make node avoid destroying, realize the design philosophy of " strong node, weak component ".But in earthquake, this kind of joint form does not show due ductility, and has occurred brittle fracture prematurely, crackle originates from bean column node weld seam usually.Draw by analysis and cause the basic reason of major part fracture to be the design of node and the problem of construction aspect.10 years after the earthquake of Los Angeles, one of beam-to-column joint performance and the primary study content becoming field of steel structure of the impact on steel framed structure thereof.
Summary of the invention
The object of the present invention is to provide a kind of Novel post-earthquake easy-to-repair steel irregular column framework-accentric support frame, its object is to improve structural seismic performance, reduce shake rear reparation difficulty and maintenance cost.Novel post-earthquake easy-to-repair steel irregular column framework-accentric support frame basic comprising comprises the components such as Vierendeel girder, post, prestressed member, angle steel or friction member; Concrete structure is in work progress, first top-seat-angle steel is installed, then high-strength steel pull bar be installed and carry out stretch-draw, under the effect of pull bar stretching force, beam column contact surface produces compressive stress, this compressive pre-stress provides larger resist torque by for node, and the frictional force of beam column contact surface will provide larger opposing shearing for node; Backing plate and beam-to-column joint plate are installed between beam end and post, preventing web and post from directly contacting causes local stress excessive, one piece of stiffener is respectively welded at the upper bottom flange place of beam, stiffener can increase the contact surface between flange of beam and post, thus the compressive stress in reduction 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, and angle steel occurs plastic strain and consumes energy, thus avoids 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 the web of beam or edge of a wing place design dissipative member, this connection stiffness intensity with entirely to weld node similar, 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, all with bolts or after factory welds in advance, carry out bolt connection again to job site.
The initial stiffness of node and welding node are substantially suitable, and when story drift reaches 5%, agent structure beam and column still keeps elasticity, and angle steel then enters plastic state with dissipation energy, and geological process posterior nodal point can be returned to its initial position.
Prestressed applying enables steel framed structure obtain higher safety factor.The major advantage of prestressed node: (1) has self-centering ability, thus permanent set after substantially reducing shake; (2) initial stiffness is comparatively large similar to full welding node, 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) difficulty and cost is repaired after greatly reducing shake.
For achieving the above object, the technical solution used in the present invention is a kind of Novel post-earthquake easy-to-repair steel irregular column framework-accentric support frame, and this comprises double flute girder steel, angle with equal legs, beam-to-column joint plate, web plate, single channel-section steel, steel cable, L shape hetermorphiscal column, T-shaped hetermorphiscal column, cross hetermorphiscal column, cover plate, anti-buckling plate, stiffener, shear plate, stiffening rib, fixing angle steel, junction plate, diagonal brace, cantilever lever I, cantilever lever II, cantilever lever III.
In Novel post-earthquake easy-to-repair steel irregular column framework of the present invention-accentric support frame, involved beam is the double flute girder steel be made up of shaped steel, and double flute girder steel becomes double flute girder steel by single channel-section steel in beam-ends web plate 4 splicing.
In Novel post-earthquake easy-to-repair steel irregular column framework of the present invention-accentric support frame, suspension column position is at hetermorphiscal column and ground connecting place.
In Novel post-earthquake easy-to-repair steel irregular column framework of the present invention-accentric support frame, what L shape node connected is that frame corner L shape hetermorphiscal column is connected with double flute girder steel; Concrete Connection Step is, beam-to-column joint plate welds in factory in advance with web plate, beam-to-column joint plate is perpendicular to web plate, web plate is positioned at the middle part of beam-to-column joint plate, it highly equals the shape steel web height of double flute girder steel, and the beam-to-column joint plate welded together and web plate are fixed on the edge of a wing of L shape hetermorphiscal column by scene bolt; Double flute girder steel is made up of two steel channel beams, when double flute girder steel is connected with hetermorphiscal column, adopt the mode that single channel-section steel connects respectively, first channel-section steel angle with equal legs is connected with L shape hetermorphiscal column, channel-section steel is vertical with the edge of a wing of L shape 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 shape hetermorphiscal column, two channel-section steel web plates connect into entirety, are connected by two channel-section steels with bolt with the web plate be positioned in the middle of two channel-section steels.
The form of hetermorphiscal column has three kinds, is respectively L shape hetermorphiscal column, T-shaped hetermorphiscal column, cross hetermorphiscal column; Its joint form comprises three kinds of specifications, be respectively the connection of L shape node, T-section point connects, crisscross joint connects, T-section point type of attachment, crisscross joint type of attachment are identical with L shape node type of attachment, and just hetermorphiscal column adopts T-shaped hetermorphiscal column and cross hetermorphiscal column respectively; L shape node is that L shape hetermorphiscal column is connected with double flute girder steel; T-section point is that T-shaped 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; By steel cable successively through the hole be reserved on the hetermorphiscal column edge of a wing, apply the prestress value calculated, be anchored on the hetermorphiscal column edge of a wing with permanent ground tackle.
L shape suspension column Connection Step is, beam-to-column joint plate welds in factory in advance with web plate, beam-to-column joint plate is perpendicular to web plate, web plate is positioned at the middle part of beam-to-column joint plate, it highly equals the shape steel web height of double flute girder steel, and the beam-to-column joint plate welded together and web plate are fixed on the L shape hetermorphiscal column edge of a wing by scene bolt; Double flute girder steel is divided into two channel-section steels, when L shape suspension column connects, being connected to together on web plate by two channel-section steel bolts, is strengthen the strength and stiffness that suspension column place beam is connected with hetermorphiscal column, applies three weld all arounds in double flute girder steel and beam-to-column joint plate contact position and channel-section steel inner ring; Another limb is identical with this limb; The manomelia interior welds transverse stiffener (welding can in factory process complete) larger in L-type hetermorphiscal column moment of flexure welds angle steel in order to fixing prestressed draw-bar up and down at stiffening rib; By prestressed draw-bar through reserving hole, and Shi Hanzhang, be anchored on angle steel with permanent ground tackle; Again anti-buckling steel plate, stiffener and cover plate bolt are connected to L shape hetermorphiscal column edge of a wing place; Cover plate periphery has outstanding surrounding edge, with cover plate and stiffener definitely closely knit, prevent moisture from invading cover plate internal corrosion anti-buckling steel plate; Again shear plate bolt is connected with double flute girder steel.
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 shape suspension column, T-shaped suspension column, cross suspension column; The Connection Step of T-shaped suspension column, cross suspension column is identical with L shape, and stiffening rib is arranged on the larger limb of moment of flexure suffered by hetermorphiscal column, and another limb does not need to arrange; Wherein, L shape suspension column is divided into A, B two sides, and T-shaped suspension column is divided into A, B, C tri-faces, 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 by cover plate bolt with cantilever lever I; Diagonal brace section form is H profile steel, or uses i shaped steel, double flute steel compound section, dual-angle steel combined section; Diagonal brace is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or passive damper brace.
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 by cover plate bolt with cantilever lever I1; Cantilever lever I is connected on double flute girder steel by welding or bolt, and diagonal brace is connected by cover plate bolt with cantilever lever I; Diagonal brace section form is H profile steel or uses i shaped steel, double flute steel compound section, dual-angle steel combined section; Diagonal brace is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or passive damper brace.
Its herringbone lateral resistant member is made up 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 by cover plate bolt 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 by cover plate bolt with cantilever lever II; Diagonal brace section form is H profile steel, or uses i shaped steel, double flute steel compound section, dual-angle steel combined section; Diagonal brace is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or passive damper brace.
Its V-shaped lateral resistant member is made up 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 by cover plate bolt 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 by cover plate bolt with cantilever lever II; Diagonal brace section form is H profile steel, or uses i shaped steel, double flute steel compound section, dual-angle steel combined section; Diagonal brace is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or passive damper brace; Accompanying drawing illustrates for rolled products of ordinary high-strength H profile steel strip.
Its monocline rod-type lateral resistant member is made up 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 by cover plate bolt with cantilever lever I; Diagonal brace section form is H profile steel, or uses i shaped steel, double flute steel compound section, dual-angle steel combined section; Diagonal brace is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or passive damper brace.
The general assembly drawing of this Novel post-earthquake easy-to-repair steel irregular column framework-accentric support frame is obtained after assembly.
Novel post-earthquake easy-to-repair steel irregular column framework-steel plate shear force wall, floor uses 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 comparatively large, is convenient to pipeline and passes, effectively add the clear height in room.
2, the present invention adopts bolt to carry out site assembly completely, eliminate traditional Site Welding mode and concreting mode, effectively ensure that construction quality, completely avoid the environment pollution that concreting and welded steel cause, realize " anhydrous, without fire, dustless " of site operation three without standard, decrease the generation of the hazardous accidents such as fire.The present invention, when component is removed, can recycle efficiently, decrease building waste, the real theory achieving environmental protection, is the steel structure system of a kind of green, sustainable development.
3, the present invention adopts prestressing force Self-resetting joint form and suspension column form, achieves the Self-resetting of shake posterior nodal point, greatly reduces the rear rehabilitation cost of shake; Improve the anti-seismic performance of node, thus 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 compared 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 shape post schematic diagram of the present invention.
Fig. 5 is T-shaped post schematic diagram of the present invention.
Fig. 6 is cross section column schematic diagram of the present invention.
Fig. 7 is L shape Column border node decomposing schematic representation of the present invention.
Fig. 8 is T-shaped Column border node decomposing schematic representation 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 shape Self-resetting suspension column facade A decomposing schematic representation of the present invention.
Figure 12 is L shape Self-resetting suspension column facade B decomposing schematic representation of the present invention.
Figure 13 is T-shaped Self-resetting suspension column facade A decomposing schematic representation of the present invention.
Figure 14 is T-shaped Self-resetting suspension column facade B decomposing schematic representation of the present invention.
Figure 15 is T-shaped 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-shaped 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 novel shake of the present invention easily repairs steel hetermorphiscal column-accentric support frame schematic diagram afterwards.
In figure: 1, double flute girder steel, 2, angle with equal legs, 3, beam-to-column joint plate, 4, web plate, 5, channel-section steel, 6, steel cable, 7, L shape hetermorphiscal column, 8, T-shaped 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.
Detailed description of the invention
Below in conjunction with accompanying drawing, the present invention is described in detail.
As shown in Fig. 1 ~ 26, a kind of Novel post-earthquake easy-to-repair steel irregular column framework-accentric support frame, this comprises double flute girder steel 1, angle with equal legs 2, beam-to-column joint plate 3, web plate 4, single channel-section steel 5, steel cable 6, L shape hetermorphiscal column 7, T-shaped 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 I18, cantilever lever II19, cantilever lever III20.
As shown in Figure 1, in Novel post-earthquake easy-to-repair steel irregular column framework of the present invention-accentric support frame, involved beam is the double flute girder steel 1 be made up of shaped steel, double flute girder steel 1 be by but channel-section steel beam-ends web plate 4 splice become double flute girder steel 1.
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 shape node connected is that frame corner L shape hetermorphiscal column 7 is connected with double flute girder steel 1; Concrete Connection Step is, beam-to-column joint plate 3 welds in factory in advance with web plate 4, beam-to-column joint plate 3 is perpendicular to web plate 4, web plate 4 is positioned at the middle part of beam-to-column joint plate 3, it highly equals the shape steel web height of double flute girder steel 1, and the beam-to-column joint plate 3 welded together is fixed on the edge of a wing of L shape hetermorphiscal column 7 with web plate 4 by scene bolt; Double flute girder steel 1 is made up of two steel channel beams, when double flute girder steel 1 is connected with hetermorphiscal column, adopt the mode that single channel-section steel 5 connects respectively, first channel-section steel angle with equal legs 2 is connected with L shape hetermorphiscal column 7, channel-section steel is vertical with the edge of a wing of L shape 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 shape hetermorphiscal column 7, two channel-section steel web plates 4 connect into entirety, are connected by two channel-section steels with bolt with the web plate 4 be positioned in the middle of two channel-section steels.
As shown in accompanying drawing 4-9, the form of hetermorphiscal column has three kinds, is respectively L shape hetermorphiscal column 7, T-shaped hetermorphiscal column 8, cross hetermorphiscal column 9; Its joint form comprises three kinds of specifications, be respectively the connection of L shape node, T-section point connects, crisscross joint connects, T-section point type of attachment, crisscross joint type of attachment are identical with L shape node type of attachment, and just hetermorphiscal column adopts T-shaped hetermorphiscal column 8 and cross hetermorphiscal column 9 respectively; L shape node is that L shape hetermorphiscal column 7 is connected with double flute girder steel 1; T-section point is that T-shaped 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; By steel cable 6 successively through the hole be reserved on the hetermorphiscal column edge of a wing, apply the prestress value calculated, be anchored on the hetermorphiscal column edge of a wing with permanent ground tackle.
As shown in Figure 10, L shape suspension column Connection Step is, beam-to-column joint plate 3 welds in factory in advance with web plate 4, beam-to-column joint plate 3 is perpendicular to web plate 4, web plate 4 is positioned at the middle part of beam-to-column joint plate 3, it highly equals the shape steel web height of double flute girder steel 1, and the beam-to-column joint plate 3 welded together is fixed on L shape hetermorphiscal column 7 edge of a wing with web plate 4 by scene bolt; Double flute girder steel 1 is divided into two channel-section steels, when L shape suspension column connects, two channel-section steel bolts being connected on web plate 4 together, for strengthening the strength and stiffness that suspension column place beam is connected with hetermorphiscal column, applying three weld all arounds at double flute girder steel 1 and beam-to-column joint plate 3 contact position and channel-section steel inner ring; Another limb is identical with this limb; The manomelia interior welds transverse stiffener 14 (welding can in factory process complete) larger in L-type hetermorphiscal column 7 moment of flexure welds angle steel 15 in order to fixed connecting plate 16 at stiffening rib about 14; By junction plate 16 through reserving hole, and Shi Hanzhang, be anchored on angle steel 15 with permanent ground tackle; Again anti-buckling steel plate 11, stiffener 12 and cover plate 10 bolt is connected to L shape hetermorphiscal column 7 edge of a wing place; Cover plate 10 periphery has outstanding surrounding edge, definitely closely knit with cover plate 10 and stiffener 12, prevents moisture from invading the anti-buckling steel plate 11 of cover plate internal corrosion; Again shear plate 13 bolt is connected with double flute girder steel 1.
As shown in accompanying drawing 11-16, in Novel post-earthquake easy-to-repair steel irregular column framework of the present invention-accentric support frame, its suspension column form comprises three kinds of forms, L shape suspension column, T-shaped suspension column, cross suspension column; The Connection Step of described T-shaped suspension column, cross suspension column is identical with L shape, and stiffening rib 14 is arranged on the larger limb of moment of flexure suffered by hetermorphiscal column, and another limb does not need to arrange; Wherein, L shape suspension column is divided into A, B two sides, and T-shaped suspension column is divided into A, B, C tri-faces, 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 by cover plate bolt with cantilever lever I18; Diagonal brace section form is H profile steel, or uses i shaped steel, double flute steel compound section, dual-angle steel combined section; Diagonal brace is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or passive damper brace; Accompanying drawing illustrates for rolled products of ordinary high-strength H profile 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 by cover plate bolt with cantilever lever III20; Cantilever lever I18 is connected on double flute girder steel 1 by welding or bolt, and diagonal brace 17 is connected by cover plate bolt with cantilever lever I18; Diagonal brace 17 section form is H profile steel or uses i shaped steel, double flute steel compound section, dual-angle steel combined section; Diagonal brace 17 is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or passive damper brace; Accompanying drawing illustrates for rolled products of ordinary high-strength H profile steel strip.
As shown in Figure 19, its herringbone lateral resistant member is made up 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 by cover plate bolt 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 by cover plate bolt with cantilever lever II19; Diagonal brace section form is H profile steel, or uses i shaped steel, double flute steel compound section, dual-angle steel combined section; Diagonal brace 17 is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or passive damper brace; Accompanying drawing illustrates for rolled products of ordinary high-strength H profile steel strip.
As shown in Figure 20, its V-shaped lateral resistant member is made up 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 by cover plate bolt 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 by cover plate bolt with cantilever lever II19; Diagonal brace 17 section form is H profile steel, or uses i shaped steel, double flute steel compound section, dual-angle steel combined section; Diagonal brace 17 is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or passive damper brace; Accompanying drawing illustrates for rolled products of ordinary high-strength H profile steel strip.
As shown in Figure 21, its monocline rod-type lateral resistant member is made up 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 by cover plate bolt with cantilever lever I18; Diagonal brace 17 section form is H profile steel, or uses i shaped steel, double flute steel compound section, dual-angle steel combined section; Diagonal brace 17 is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or passive damper brace; Accompanying drawing illustrates for rolled products of ordinary high-strength H profile 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, the general assembly drawing of steel hetermorphiscal column-accentric support frame is easily repaired obtain this novel shake after assembly after.
Novel post-earthquake easy-to-repair steel irregular column framework-accentric support frame, floor uses profiled steel sheet combination floor or reinforced concrete floor.
Claims (2)
1. easily repair steel shaped pile frame-accentric support frame after a shake, it is characterized in that: this bracing frame comprises double flute girder steel (1), angle with equal legs (2), beam-to-column joint plate (3), web plate (4), single channel-section steel (5), steel cable (6), L shape hetermorphiscal column (7), T-shaped hetermorphiscal column (8), cross hetermorphiscal column (9), cover plate (10), anti-buckling plate (11), stiffener (12), shear plate (13), stiffening rib (14), 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) be made up of shaped steel, and double flute girder steel (1) is spliced at beam-ends web plate (4) by two single channel-section steels (5);
Suspension column position is at hetermorphiscal column and ground connecting place;
What L shape node connected is that frame corner L shape hetermorphiscal column (7) is connected with double flute girder steel (1); Concrete Connection Step is, beam-to-column joint plate (3) welds in factory in advance with web plate (4), beam-to-column joint plate (3) is perpendicular to web plate (4), web plate (4) is positioned at the middle part of beam-to-column joint plate (3), it highly equals the shape steel web height of double flute girder steel (1), and the beam-to-column joint plate (3) welded together and web plate (4) are fixed on the edge of a wing of L shape hetermorphiscal column (7) by scene bolt; Double flute girder steel (1) is made up of two steel channel beams, when double flute girder steel (1) is connected with hetermorphiscal column, adopt the mode that single channel-section steel (5) connects respectively, first channel-section steel angle with equal legs (2) is connected with L shape hetermorphiscal column (7), channel-section steel is vertical with the edge of a wing of L shape 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 shape hetermorphiscal column (7), two channel-section steel web plates (4) connect into entirety, are connected by two channel-section steels with bolt with the web plate (4) be positioned in the middle of two channel-section steels;
The form of hetermorphiscal column has three kinds, is respectively L shape hetermorphiscal column (7), T-shaped hetermorphiscal column (8), cross hetermorphiscal column (9); Its joint form comprises three kinds of specifications, be respectively the connection of L shape node, T-section point connects, crisscross joint connects, T-section point type of attachment, crisscross joint type of attachment are identical with L shape node type of attachment, and just hetermorphiscal column adopts T-shaped hetermorphiscal column (8) and cross hetermorphiscal column (9) respectively; L shape node is that L shape hetermorphiscal column (7) is connected with double flute girder steel (1); T-section point is that T-shaped 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; By steel cable (6) successively through the hole be reserved on the hetermorphiscal column edge of a wing, apply the prestress value calculated, be anchored on the hetermorphiscal column edge of a wing with permanent ground tackle;
L shape suspension column Connection Step is, beam-to-column joint plate (3) welds in factory in advance with web plate (4), beam-to-column joint plate (3) is perpendicular to web plate (4), web plate (4) is positioned at the middle part of beam-to-column joint plate (3), it highly equals the shape steel web height of double flute girder steel (1), and the beam-to-column joint plate (3) welded together and web plate (4) are fixed on L shape hetermorphiscal column (7) edge of a wing by scene bolt; Double flute girder steel (1) is divided into two channel-section steels, when L shape suspension column connects, two channel-section steel bolts are connected to together on web plate (4), for strengthening the strength and stiffness that suspension column place beam is connected with hetermorphiscal column, apply three weld all arounds at double flute girder steel (1) and beam-to-column joint plate (3) contact position and channel-section steel inner ring; Another limb is identical with this limb; At the manomelia interior welds transverse stiffener (14) that L-type hetermorphiscal column (7) moment of flexure is larger, weld angle steel (15) up and down in order to fixed connecting plate (16) at stiffening rib (14); By junction plate (16) through reserving hole, and Shi Hanzhang, be anchored on angle steel (15) with permanent ground tackle; Again anti-buckling plate (11), stiffener (12) and cover plate (10) bolt are connected to L shape hetermorphiscal column (7) edge of a wing place; Cover plate (10) periphery has outstanding surrounding edge, definitely closely knit with cover plate (10) and stiffener (12), prevents moisture from invading the anti-buckling plate of cover plate internal corrosion (11); Again shear plate (13) bolt is connected with double flute girder steel (1);
Suspension column form comprises three kinds of forms, L shape suspension column, T-shaped suspension column, cross suspension column; The Connection Step of described T-shaped suspension column, cross suspension column is identical with L shape, and stiffening rib (14) is arranged on the larger limb of moment of flexure suffered by hetermorphiscal column, and another limb does not need to arrange; Wherein, L shape suspension column is divided into A, B two sides, and T-shaped suspension column is divided into A, B, C tri-faces, 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) is connected on double flute girder steel (1) by welding or bolt, and diagonal brace (17) is connected by cover plate bolt with cantilever lever I (18); Diagonal brace section form is H profile steel, or uses i shaped steel, double flute steel compound section, dual-angle steel combined section; Diagonal brace is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or passive damper brace;
Gantry type lateral resistant member II comprises diagonal brace (17), cantilever lever I (18) and cantilever lever III (20); Cantilever lever III (20) is by being welded to connect in column bottom, and diagonal brace (17) is connected by cover plate bolt with cantilever lever III (20); Cantilever lever I (18) is connected on double flute girder steel (1) by welding or bolt, and diagonal brace (17) is connected by cover plate bolt with cantilever lever I (18); Diagonal brace (17) section form is H profile steel or uses i shaped steel, double flute steel compound section, dual-angle steel combined section; Diagonal brace (17) is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or passive damper brace;
Its herringbone lateral resistant member is made up of diagonal brace (17), cantilever lever I (18) and cantilever lever II (19); Cantilever lever I (18) is connected on double flute girder steel (1) by welding or bolt, and diagonal brace (17) is connected by cover plate bolt with cantilever lever I (18); Cantilever lever II (19) is by riser on beam with being welded to connect on double flute girder steel (1), and diagonal brace (17) is connected by cover plate bolt with cantilever lever II (19); Diagonal brace section form is H profile steel, or uses i shaped steel, double flute steel compound section, dual-angle steel combined section; Diagonal brace (17) is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or passive damper brace;
Its V-shaped lateral resistant member is made up of diagonal brace (17), cantilever lever I (18) and cantilever lever II (19); Cantilever lever I (18) is connected on double flute girder steel (1) by welding or bolt, and diagonal brace (17) is connected by cover plate bolt with cantilever lever I (18); Cantilever lever II (19) is by riser on beam with being welded to connect on double flute girder steel (1), and diagonal brace (17) is connected by cover plate bolt with cantilever lever II (19); Diagonal brace (17) section form is H profile steel, or uses i shaped steel, double flute steel compound section, dual-angle steel combined section; Diagonal brace (17) is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or passive damper brace;
Its monocline rod-type lateral resistant member is made up of diagonal brace (17) and cantilever lever I (18); Cantilever lever I (18) is connected on double flute girder steel (1) by welding or bolt, and diagonal brace (17) is connected by cover plate bolt with cantilever lever I (18); Diagonal brace (17) section form is H profile steel, or uses i shaped steel, double flute steel compound section, dual-angle steel combined section; Diagonal brace (17) is rolled products of ordinary high-strength steel plate strip, or uses buckling-restrained energy-dissipation or passive damper brace; Easily steel hetermorphiscal column-accentric support frame is repaired obtain this novel shake after assembly after.
2. easily repair steel shaped pile frame-accentric support frame after one shake according to claim 1, it is characterized in that: this shake easily repairs steel shaped pile frame-steel plate shear force wall afterwards, floor uses profiled steel sheet combination floor or reinforced concrete floor.
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| CN105421586B (en) * | 2015-10-14 | 2018-06-26 | 中铁五局集团路桥工程有限责任公司 | A kind of profile steel concrete column at urban rail transit elevated station and preparation method thereof |
| CN107938884B (en) * | 2017-11-23 | 2020-05-26 | 哈尔滨工业大学 | Self-resetting frame-shear wall structure for reinforcing seismic damage frame and construction method |
| CN109057014A (en) * | 2018-07-22 | 2018-12-21 | 北京工业大学 | Self-resetting can assemble multistage joist 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 |
| CN110359590B (en) * | 2019-07-05 | 2024-02-23 | 重庆大学 | Dual buckling-restrained connector for lateral connection of primary and secondary structures |
| CN111524443A (en) * | 2020-04-17 | 2020-08-11 | 上海交通大学 | Modular structure mechanics experiment platform wall device |
| CN111877604A (en) * | 2020-08-24 | 2020-11-03 | 北京和筑科技有限公司 | Steel plate shear wall |
| CN112324158A (en) * | 2020-11-12 | 2021-02-05 | 长安大学 | Assembling method for H-shaped steel combined special-shaped column portal rigid frame structure |
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