CN103669570B - A kind of novel shake easily repairs steel hetermorphiscal column-prestressing force center support afterwards - Google Patents
A kind of novel shake easily repairs steel hetermorphiscal column-prestressing force center support afterwards Download PDFInfo
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Abstract
A kind of novel shake easily repairs steel hetermorphiscal column-prestressing force center support afterwards, it is characterized in that: described 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; Described to no-welding-seam full bolt joint Shi Hanzhang cable wire, form prestressing force Self-resetting node; Described Self-resetting suspension column prestressing force suspension column optimizes axis and the horizontal direction stress performance of column bottom by stiffener, 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 described 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; Prestressing force center support makes structure have better lateral resistant ability.
Description
Technical field
The present invention relates to a kind of easily reparation steel hetermorphiscal column-prestressing force center support, belong to antidetonation and shake mitigation technical field, easy reparation steel hetermorphiscal column-prestressing force center support after particularly relating to a kind of shake.
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 after proposing a kind of shake and easily repaired steel hetermorphiscal column-prestressing force center support, this bracing frame improves structural seismic performance, repairs difficulty and maintenance cost after decreasing shake; This bracing 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 easily repair steel hetermorphiscal column-prestressing force center support after a kind of shake, and this bracing frame 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, otic placode I, otic placode II, prestressed cable.
Beam involved in the present invention is the double flute girder steel be made up of shaped steel, and double flute girder steel is spliced at beam-ends web plate by channel-section steel.
Suspension column position is at hetermorphiscal column and ground connecting place.
It is that frame corner framework L shape hetermorphiscal column is connected with double flute girder steel that L shape node connects; 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 L shape hetermorphiscal column edge of a wing 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 hetermorphiscal column, after a channel-section steel connects, connect another root channel-section steel in the same way; 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, is respectively the connection of L shape node, T-section point connects, crisscross joint connects; T-shaped node type of attachment, cross node type of attachment are substantially identical with L-type 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 1; 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.
The prestressed arrangement of its node 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.
Shake of the present invention is easily repaired in steel hetermorphiscal column-prestressing force center support afterwards, and its suspension column form comprises three kinds of forms, L shape suspension column, T-shaped suspension column, cross suspension column; Described L-type suspension column Connection Step: 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 hetermorphiscal column edge of a wing by scene bolt; Double flute girder steel is divided into two channel-section steels, when suspension column connects, two channel-section steels one are reinstated bolt to be connected on web plate, is to 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 fixed connecting plate up and down at stiffening rib; By junction plate through reserving hole, and Shi Hanzhang, be anchored on angle steel with permanent ground tackle; Again anti-buckling 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 plate; Again shear plate bolt is connected with double flute girder steel.
The T-shaped suspension column of steel hetermorphiscal column-prestressing force center support is easily repaired in this shake afterwards, cross suspension column Connection Step is identical with L shape suspension column; Stiffening rib is arranged on the larger limb of moment of flexure suffered by hetermorphiscal column, and another limb does not need to arrange.
Its herringbone lateral resistant member is made up of prestressed cable, otic placode I and otic placode II; Otic placode I is connected on double flute girder steel by welding or bolt, and prestressed cable and otic placode I are bolted; Otic placode II is connected to bottom hetermorphiscal column by welding or bolt, and prestressed cable and otic placode II are bolted; Prestressed cable is by tightening Shi Hanzhang by subsidiary adapter sleeve on prestressed cable; Prestressed cable is high strength rod iron, or uses high strength steel strand, high strength type steel beam column, or uses high strength rod iron, high strength steel strand or the high strength type steel beam column of being with damper.
Its V-shaped lateral resistant member is made up of prestressed cable, otic placode I and otic placode II; Otic placode I is connected on double flute girder steel by welding or bolt, and prestressed cable and otic placode I are bolted; Otic placode II is connected to hetermorphiscal column top by welding or bolt, and prestressed cable and otic placode II are bolted; Prestressed cable is by tightening Shi Hanzhang by subsidiary adapter sleeve on prestressed cable; Described prestressed cable is high strength rod iron, or uses high strength steel strand, high strength type steel beam column, or uses high strength rod iron, high strength steel strand or the high strength type steel beam column of being with damper.
Its monocline rod-type lateral resistant member is made up of prestressed cable, otic placode II; Otic placode II is connected to bottom hetermorphiscal column by welding or bolt, and prestressed cable otic placode II is bolted; Another otic placode II is connected to hetermorphiscal column top by welding or bolt, and prestressed cable and otic placode II are bolted; Prestressed cable is by tightening Shi Hanzhang by subsidiary adapter sleeve on prestressed cable; Described prestressed cable is high strength rod iron, or uses high strength steel strand, high strength type steel beam column, or uses high strength rod iron, high strength steel strand or the high strength type steel beam column of being with damper.Easily steel hetermorphiscal column-prestressing force center support is repaired finally obtain this shake after assembling after.
Compared with prior art, the present invention has following beneficial effect.
1, easily repair in steel hetermorphiscal column-prestressing force center support afterwards in above-mentioned shake, the beam adopted 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, described shake easily repairs steel hetermorphiscal column-prestressing force center support afterwards, bolt is adopted 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, described shake easily repairs steel hetermorphiscal column-prestressing force center support afterwards, 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, it is overturning traditional steel building-prestressing force center support that the shake that the present invention proposes easily repairs steel hetermorphiscal column-prestressing force center support afterwards, has given full play to the advantage of steel work.Compared with traditional steel building framework-prestressing force center support, it has that security performance is high, environment pollution is little, security incident is few and the plurality of advantages such as construction costs 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 2 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 herringbone lateral resisting prestressing force center support schematic diagram of the present invention.
Figure 18 is V-shaped lateral resisting prestressing force center support schematic diagram of the present invention.
Figure 19 is single bevel lateral resisting prestressing force center support schematic diagram of the present invention.
Figure 20 is otic placode I floor map of the present invention.
Figure 21 is otic placode II floor map of the present invention.
Figure 22 is otic placode I schematic perspective view of the present invention.
Figure 23 is otic placode II schematic perspective view of the present invention.
Figure 24 is that steel shaped pile frame prestressing force center support schematic diagram is easily repaired in shake of the present invention 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, angle steel, 16, junction plate, 17, otic placode I, 18, otic placode II, 19, prestressed cable.
Detailed description of the invention
Below in conjunction with accompanying drawing, the present invention is described in detail.
As shown in Fig. 1 ~ 24, shake of the present invention is easily repaired steel hetermorphiscal column-prestressing force center support afterwards and is comprised 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, otic placode I17, otic placode II18, prestressed cable 19.
As shown in Figure 1, beam involved in the present invention 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 channel-section steel.
As shown in Figure 2, suspension column position is at hetermorphiscal column and ground connecting place.
As shown in Figure 3, L shape node connects is that frame corner framework 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 L shape hetermorphiscal column 7 edge of a wing 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 hetermorphiscal column 7, after a channel-section steel connects, connect another root channel-section steel in the same way; 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, is respectively the connection of L shape node, T-section point connects, crisscross joint connects; T-shaped node type of attachment, cross node type of attachment are substantially identical with L-type 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; 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.
The prestressed arrangement of its node 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, shake of the present invention is easily repaired in steel hetermorphiscal column-prestressing force center support afterwards, and its suspension column form comprises three kinds of forms: L shape suspension column, T-shaped suspension column, cross suspension column; Described L-type suspension column Connection Step: 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 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 suspension column connects, two channel-section steels one are reinstated bolt to be connected on web plate 4, for strengthening the strength and stiffness that suspension column place beam is connected with hetermorphiscal column, applies 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 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 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 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, the T-shaped suspension column of steel hetermorphiscal column-prestressing force center support is easily repaired in this shake afterwards, cross suspension column Connection Step is identical with L shape suspension column; 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.
As shown in figure 17, its herringbone lateral resistant member is made up of prestressed cable 19, otic placode I17 and otic placode II18; Otic placode I17 is connected on double flute girder steel 1 by welding or bolt, and prestressed cable 19 and otic placode I17 are bolted; Otic placode II18 is connected to bottom hetermorphiscal column by welding or bolt, and prestressed cable 19 and otic placode II18 are bolted; Prestressed cable 19 is by tightening Shi Hanzhang by subsidiary adapter sleeve on prestressed cable 19; Prestressed cable 19 is high strength rod iron, or uses high strength steel strand, high strength type steel beam column, or uses high strength rod iron, high strength steel strand or the high strength type steel beam column of being with damper.
As shown in figure 18, its V-shaped lateral resistant member is made up of prestressed cable 19, otic placode I17 and otic placode II18; Otic placode I17 is connected on double flute girder steel 1 by welding or bolt, and prestressed cable 19 and otic placode I17 are bolted; Otic placode II18 is connected to hetermorphiscal column top by welding or bolt, and prestressed cable 19 and otic placode II18 are bolted; Prestressed cable 19 is by tightening Shi Hanzhang by subsidiary adapter sleeve on prestressed cable 19; Described prestressed cable 19 is high strength rod iron, or uses high strength steel strand, high strength type steel beam column, or uses high strength rod iron, high strength steel strand or the high strength type steel beam column of being with damper.
As shown in figure 19, its monocline rod-type lateral resistant member is made up of prestressed cable 19, otic placode II18; Otic placode II18 is connected to bottom hetermorphiscal column by welding or bolt, and prestressed cable 19 otic placode II18 is bolted; Another otic placode II18 is connected to hetermorphiscal column top by welding or bolt, and prestressed cable 19 and otic placode II18 are bolted; Prestressed cable 19 is by tightening Shi Hanzhang by subsidiary adapter sleeve on prestressed cable 19; Described prestressed cable is high strength rod iron, or uses high strength steel strand, high strength type steel beam column, or uses high strength rod iron, high strength steel strand or the high strength type steel beam column of being with damper.
As shown in accompanying drawing 20-23, be respectively exploded detail and the otic placode detail drawing at otic placode and cable body connected node place.
As shown in Figure 24, easily steel hetermorphiscal column-prestressing force center support is repaired after finally obtaining this shake after assembling.
Claims (1)
1. a novel shake easily repairs steel hetermorphiscal column-prestressing force center support afterwards, 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), otic placode I (17), otic placode II (18), prestressed cable (19),
Beam in 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 channel-section steel;
Suspension column position is at hetermorphiscal column and ground connecting place;
It is that frame corner framework L shape hetermorphiscal column (7) is connected with double flute girder steel (1) that L shape node connects; 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 L shape hetermorphiscal column (7) edge of a wing by scene bolt; Double flute girder steel (1) is made up of two single channel-section steel (5) 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 hetermorphiscal column (7), after a channel-section steel connects, connect another root channel-section steel in the same way; 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, is respectively the connection of L shape node, T-section point connects, crisscross joint connects; T-shaped node type of attachment, cross node type of attachment are identical with L-type 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); 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;
The prestressed arrangement of its node connects each multi-form node in the manner described above, and framework is formed; 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;
Its suspension column form comprises three kinds of forms: L shape suspension column, T-shaped suspension column, cross suspension column; Described L-type suspension column Connection Step: 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 hetermorphiscal column (7) edge of a wing by scene bolt; Double flute girder steel (1) is divided into two channel-section steels, when suspension column connects, two channel-section steels one being reinstated bolt is connected 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 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);
The T-shaped suspension column of steel hetermorphiscal column-prestressing force center support is easily repaired in this novel shake afterwards, cross suspension column Connection Step is identical with L shape suspension column; 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;
Its herringbone lateral resistant member is made up of prestressed cable (19), otic placode I (17) and otic placode II (18); Otic placode I (17) is connected on double flute girder steel (1) by welding or bolt, and prestressed cable (19) and otic placode I (17) are bolted; Otic placode II (18) is connected to bottom hetermorphiscal column by welding or bolt, and prestressed cable (19) and otic placode II (18) are bolted; Prestressed cable (19) is by tightening Shi Hanzhang by the adapter sleeve attached on prestressed cable (19); Prestressed cable (19) is high strength rod iron, or uses high strength steel strand, high strength type steel beam column, or uses high strength rod iron, high strength steel strand or the high strength type steel beam column of being with damper;
Its V-shaped lateral resistant member is made up of prestressed cable (19), otic placode I (17) and otic placode II (18); Otic placode I (17) is connected on double flute girder steel (1) by welding or bolt, and prestressed cable (19) and otic placode I (17) are bolted; Otic placode II (18) is connected to hetermorphiscal column top by welding or bolt, and prestressed cable (19) and otic placode II (18) are bolted; Prestressed cable (19) is by tightening Shi Hanzhang by the adapter sleeve attached on prestressed cable (19); Described prestressed cable (19) is high strength rod iron, or uses high strength steel strand, high strength type steel beam column, or uses high strength rod iron, high strength steel strand or the high strength type steel beam column of being with damper;
Its monocline rod-type lateral resistant member is made up of prestressed cable (19), otic placode II (18); Otic placode II (18) is connected to bottom hetermorphiscal column by welding or bolt, and prestressed cable (19) otic placode II (18) is bolted; Another otic placode II (18) is connected to hetermorphiscal column top by welding or bolt, and prestressed cable (19) and otic placode II (18) are bolted; Prestressed cable (19) is by tightening Shi Hanzhang by the adapter sleeve attached on prestressed cable (19); Described prestressed cable is high strength rod iron, or uses high strength steel strand, high strength type steel beam column, or uses high strength rod iron, high strength steel strand or the high strength type steel beam column of being with damper; Easily steel hetermorphiscal column-prestressing force center support is repaired finally obtain this novel shake after assembling after.
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