CN103669570A - Special-shaped steel column-prestress central supporting frame easy to restore after earthquake - Google Patents
Special-shaped steel column-prestress central supporting frame easy to restore after earthquake Download PDFInfo
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Abstract
一种新型震后易修复钢异形柱-预应力中心支撑架，其特征在于：所述双槽钢梁通过梁端封板，与异形柱连接，形成无焊缝全螺栓的连接形式；所述对无焊缝全螺栓节点施加预应力钢索，形成预应力自复位节点；所述自复位柱脚预应力柱脚通过加强板来优化柱底部的轴向与水平向的受力性能，防屈曲钢板主要用来耗散地震能量，剪切板是防止剪力过大造成柱底的局部屈服；所述预应力柱脚的关键构件是预应力拉杆，拉杆的作用是对柱提供预压力使柱与梁紧密连接，从而使柱脚在承受弯矩较小时近似刚性连接，并使其具有震后自复位能力；预应力中心支撑使结构具有更好的抗侧能力。
A new type of post-earthquake easy-to-repair steel special-shaped column-prestressed central support frame, characterized in that: the double-channel steel beam is connected to the special-shaped column through a beam end sealing plate to form a connection form with no welds and full bolts; Prestressed steel cables are applied to all bolted joints without welds to form prestressed self-resetting joints; the self-resetting column foot prestressed column foot optimizes the axial and horizontal mechanical performance of the column bottom through the reinforcement plate, preventing buckling The steel plate is mainly used to dissipate earthquake energy, and the shear plate is to prevent the local yield of the column bottom caused by excessive shear force; the key component of the prestressed column foot is the prestressed tie rod, and the function of the tie rod is to provide prestress to the column to make the column It is tightly connected with the beam, so that the column foot is almost rigidly connected when the bending moment is small, and it has self-resetting ability after an earthquake; the prestressed central support makes the structure have better lateral resistance.
Description
Technical field
The present invention relates to a kind of easy reparation steel hetermorphiscal column-prestressing force center support, belong to antidetonation shake mitigation technical field, relate in particular to a kind of novel shake and easily repair afterwards steel hetermorphiscal column-prestressing force center support.
Background technology
Collapsing of building in earthquake is to threaten people's life safety and the topmost reason that causes any property loss.Wenchuan and Yaan earthquake show that concrete structure anti-seismic performance is not good, China's steel work development at present rapidly, especially prestressed steel structure technology is in international most advanced level, Bidirectional String Structure in National Gymnasium and Beijing University of Technology Gymnasium suspended-dome structure are all created the maximum world record of homogeneous structure span at that time, have led the development of prestressed steel structure.Performance prestressing technique advantage, applies it on Column Joint, can improve anti-seismic performance and the self-resetting capability of node, and Column Joint designs to obtain the fine or not quality that directly has influence on steel work.If member does not destroy, node had lost efficacy, and did not just reach the original intention of seismic design of structures, more can not meet the design concept of " strong node, weak member ".
On January 17th, 1994, Los Angeles,U.S generation earthquake, the steel building of building more than 100 is in the fracture of bean column node position, and crackle originates from bean column node weld seam conventionally.After 1 year, there is earthquake in the slope god of Japan, and shake " Invest, Then Investigate " shows, causes the basic reason of most of fracture to be the design of node and the problem of construction aspect.This two secondary earthquake has impelled the design of scholar's research and knot modification.Before there is earthquake in Los Angeles in 1994, the joint forms that adopt as shown in Figure 1 more.At Los Angeles Earthquake before death, this node is cheap, easy construction, and generally believed at that time that this joint form can utilize Material ductility preferably, and impel beam-ends to occur plastic hinge, make node avoid destroying, realize the design philosophy of " strong node, weak member ".But in earthquake, this category node form does not show due ductility, and has occurred prematurely brittle fracture, crackle originates from bean column node weld seam conventionally.Draw by analysis and cause the basic reason of most of fracture to be the design of node and the problem of construction aspect.After the earthquake of Los Angeles 10 years, beam column switching performance and the impact of steel framed structure is become to one of primary study content of field of steel structure.
Summary of the invention
The object of the present invention is to provide to have proposed a kind of novel shake and easily repair afterwards steel hetermorphiscal column-prestressing force center support, this bracing frame has improved structural seismic performance, repairs difficulty and maintenance cost after having reduced shake; This bracing frame basic comprising comprises 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 hetermorphiscal column-prestressing force center support is easily repaired in a kind of novel shake afterwards, and this bracing frame 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, otic placode I, otic placode II, prestressed cable.
Beam involved in the present invention is the double flute girder steel consisting of shaped steel, and double flute girder steel is with web plate, to be spliced at beam-ends by channel-section steel.
Suspension column position is at hetermorphiscal column and ground connecting place.
It is that framework L shaped hetermorphiscal column in framework bight is connected with double flute girder steel that L shaped node connects; 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, and scene is fixed on the beam column junction plate welding together and web plate on the L shaped hetermorphiscal column edge of a wing with bolt; Double flute girder steel is comprised of two steel channel beams, when double flute girder steel is connected with hetermorphiscal column, the mode that adopts single channel-section steel to connect respectively, first a channel-section steel is connected with L shaped hetermorphiscal column with angle with equal legs, channel-section steel is vertical with the edge of a wing of hetermorphiscal column, after a channel-section steel connects, connect in the same way 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 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, T shape hetermorphiscal column, cross hetermorphiscal column; Its joint form comprises three kinds of specifications, is respectively L shaped node connection, the connection of T-section point, crisscross joint connection; T-shaped node type of attachment, cross node type of attachment and L-type node type of attachment are basic identical, and just hetermorphiscal column adopts respectively T shape hetermorphiscal column and cross hetermorphiscal column; 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 1; Wherein, L shaped suspension column is divided into A, B two sides, and T shape suspension column is divided into A, B, tri-faces of C, and cross suspension column is totally four faces, but four faces are all identical.
The prestressed arrangement of its node 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.
Novel 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 shaped suspension column, T shape suspension column, cross suspension column; Described L-type suspension column Connection Step: beam column junction plate and web plate weld in advance in factory, beam column junction plate is perpendicular to web plate, web plate is positioned at the middle part of beam column junction plate, it highly equals the shape steel web height of double flute girder steel, and scene is fixed on the beam column junction plate welding together and web plate on the hetermorphiscal column edge of a wing with bolt; Double flute girder steel is divided into two channel-section steels, when suspension column connects, two channel-section steels one are reinstated to bolt and be connected on web plate, the strength and stiffness being connected with hetermorphiscal column for strengthening suspension column place beam, is that channel-section steel inner ring applies three weld all arounds at double flute girder steel 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 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 plate of moisture invasion cover plate internal corrosion; Again shear plate is connected with double flute girder steel with bolt.
T shape suspension column, cross suspension column Connection Step that steel hetermorphiscal column-prestressing force center support is easily repaired in this novel shake are afterwards identical with L shaped suspension column; Stiffening rib is arranged on the limb that the suffered moment of flexure of hetermorphiscal column is larger, and another limb does not need to arrange.
Its herringbone lateral resistant member is comprised of 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 in hetermorphiscal column bottom by welding or bolt, and prestressed cable and otic placode II are bolted; Prestressed cable is by tightening and apply prestressing force attaching adapter sleeve on prestressed cable; Prestressed cable is high strength rod iron, or uses high strength steel strand, high strength shaped steel member, or uses high strength rod iron, high strength steel strand or the high strength shaped steel member with damper.
Its V font lateral resistant member is comprised 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 in hetermorphiscal column top by welding or bolt, and prestressed cable and otic placode II are bolted; Prestressed cable is by tightening and apply prestressing force attaching adapter sleeve on prestressed cable; Described prestressed cable is high strength rod iron, or uses high strength steel strand, high strength shaped steel member, or uses high strength rod iron, high strength steel strand or the high strength shaped steel member with damper.
Its monocline rod-type lateral resistant member is comprised of prestressed cable, otic placode II; Otic placode II is connected in hetermorphiscal column bottom by welding or bolt, and prestressed cable otic placode II is bolted; Another otic placode II is connected in hetermorphiscal column top by welding or bolt, and prestressed cable and otic placode II are bolted; Prestressed cable is by tightening and apply prestressing force attaching adapter sleeve on prestressed cable; Described prestressed cable is high strength rod iron, or uses high strength steel strand, high strength shaped steel member, or uses high strength rod iron, high strength steel strand or the high strength shaped steel member with damper.After assembling, finally obtain easily repairing steel hetermorphiscal column-prestressing force center support after this novel shake.
Compared with prior art, the present invention has following beneficial effect.
1, in above-mentioned novel shake, easily repair afterwards in steel hetermorphiscal column-prestressing force center support, the beam adopting 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, steel hetermorphiscal column-prestressing force center support is easily repaired in described novel shake afterwards, adopt 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, steel hetermorphiscal column-prestressing force center support is easily repaired in described novel shake afterwards, 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, it is to the overturning of traditional steel building-prestressing force center support that steel hetermorphiscal column-prestressing force center support is easily repaired in the novel shake that the present invention proposes afterwards, has given full play to the advantage of steel work.Compare 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 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 of the present invention 2 decomposing schematic representations.
Figure 15 is T shape Self-resetting suspension column facade C decomposing schematic representation of the present invention.
Figure 16 is cross Self-resetting suspension column facade decomposing schematic representation of the present invention.
Figure 17 is herringbone lateral resisting prestressing force center support schematic diagram of the present invention.
Figure 18 is V font 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 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, angle steel, 16, prestressed draw-bar, 17, otic placode I, 18, otic placode II, 19, prestressed cable.
The specific embodiment
Below in conjunction with accompanying drawing, the present invention is described in detail.
As shown in Fig. 1～24, novel shake of the present invention is easily repaired afterwards steel hetermorphiscal column-prestressing force center support and is comprised 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, 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 consisting of shaped steel, and double flute girder steel 1 is with web plate 4, to be spliced at beam-ends 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 shaped node connection is that framework 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 L shaped hetermorphiscal column 7 edges of a wing with bolt; Double flute girder steel 1 is comprised of two steel channel beams, when double flute girder steel 1 is connected with 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 hetermorphiscal column 7, after a channel-section steel connects, connect in the same way 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, is respectively L shaped node connection, the connection of T-section point, crisscross joint connection; T-shaped node type of attachment, cross node type of attachment and L-type node type of attachment are basic identical, and just hetermorphiscal column adopts respectively T shape hetermorphiscal column 8 and cross hetermorphiscal column 9; L shaped node is that L shaped hetermorphiscal column 7 is connected with double flute girder steel 1; T-section point is that T shape hetermorphiscal column 8 is connected with double flute girder steel 1; Crisscross joint is that cross hetermorphiscal column 9 is connected with double flute girder steel 1; Wherein, L shaped suspension column is divided into A, B two sides, and T shape suspension column is divided into A, B, tri-faces of C, and cross suspension column is totally four faces, but four faces are all identical.
The prestressed arrangement of its node 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, novel 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 shaped suspension column, T shape suspension column, cross suspension column; Described L-type suspension column Connection Step: beam column junction plate 3 welds in factory in advance with web plate 4, beam column junction plate 3 is perpendicular to web plate 4, web plate 4 is positioned at the middle part of beam column junction plate 3, it highly equals the shape steel web height of double flute girder steel 1, and scene is fixed on the beam column junction plate welding together 3 and web plate 4 on hetermorphiscal column 7 edges of a wing with bolt; Double flute girder steel 1 is divided into two channel-section steels, when suspension column connects, two channel-section steels one are reinstated to bolt and be connected on web plate 4, the strength and stiffness being connected with hetermorphiscal column for strengthening suspension column place beam, is that channel-section steel inner ring applies three weld all arounds at double flute girder steel 1 with beam column junction plate 3 contact positions; Another limb is identical with this limb; In the larger manomelia interior welds transverse stiffener 14(of L-type hetermorphiscal column moment of flexure welding, can complete in factory process) at stiffening rib 14, weld up and down angle steel 15 in order to fixing prestressed draw-bar 16; Prestressed draw-bar 16 is passed to reserving hole, and apply prestressing force, with permanent ground tackle, be anchored on angle steel 15; Again anti-buckling 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 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, T shape suspension column, cross suspension column Connection Step that steel hetermorphiscal column-prestressing force center support is easily repaired in this novel shake are afterwards identical with L shaped suspension column; Stiffening rib 14 is arranged on the limb that the suffered moment of flexure of hetermorphiscal column is larger, and another limb does not need to arrange.
As shown in figure 17, its herringbone lateral resistant member is comprised of 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 in hetermorphiscal column bottom by welding or bolt, and prestressed cable 19 and otic placode II18 are bolted; Prestressed cable 19 is by tightening and apply prestressing force attaching adapter sleeve on prestressed cable 19; Prestressed cable 19 is high strength rod iron, or uses high strength steel strand, high strength shaped steel member, or uses high strength rod iron, high strength steel strand or the high strength shaped steel member with damper.
As shown in figure 18, its V font lateral resistant member is comprised 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 in hetermorphiscal column top by welding or bolt, and prestressed cable 19 and otic placode II18 are bolted; Prestressed cable 19 is by tightening and apply prestressing force attaching adapter sleeve on prestressed cable 19; Described prestressed cable 19 is high strength rod iron, or uses high strength steel strand, high strength shaped steel member, or uses high strength rod iron, high strength steel strand or the high strength shaped steel member with damper.
As shown in figure 19, its monocline rod-type lateral resistant member is comprised of prestressed cable 19, otic placode II18; Otic placode II18 is connected in hetermorphiscal column bottom by welding or bolt, and prestressed cable 19 otic placode II18 are bolted; Another otic placode II18 is connected in hetermorphiscal column top by welding or bolt, and prestressed cable 19 and otic placode II18 are bolted; Prestressed cable 19 is by tightening and apply prestressing force attaching adapter sleeve on prestressed cable 19; Described prestressed cable is high strength rod iron, or uses high strength steel strand, high strength shaped steel member, or uses high strength rod iron, high strength steel strand or the high strength shaped steel member 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, after assembling, finally obtain easily repairing steel hetermorphiscal column-prestressing force center support after this novel shake.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105201095A (en) * | 2015-10-16 | 2015-12-30 | 中建四局第一建筑工程有限公司 | Restrained brace anti-seismic structure for super high-rise building and manufacturing method |
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| CN108824918A (en) * | 2018-07-22 | 2018-11-16 | 北京工业大学 | Self-resetting can assemble the girder pre-stressed accentric support steel frame of multistage after shake |
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| CN109057012A (en) * | 2018-07-22 | 2018-12-21 | 北京工业大学 | Self-resetting can assemble multistage beam center pre-loaded support struts steel frame after shake |
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| CN109853733A (en) * | 2019-01-25 | 2019-06-07 | 北京工业大学 | A kind of assembled self reset curvature-prevention inverted L shape web cutting member frame system of recoverable function |
| CN109853734A (en) * | 2019-01-25 | 2019-06-07 | 北京工业大学 | A kind of assembled Self-resetting frame system of recoverable function |
| CN109853753A (en) * | 2019-01-25 | 2019-06-07 | 北京工业大学 | A kind of anti-buckling inverted L shape web cutting member combined joint attachment device of recoverable function assembled |
| CN110230357A (en) * | 2019-07-15 | 2019-09-13 | 南京林业大学 | A kind of assembled steel-semi-rigid energy dissipating node frame of bamboo combination |
| CN110905077A (en) * | 2019-11-11 | 2020-03-24 | 华侨大学 | Replaceable steel beam with buckling-restrained cover plate |
| CN112144566A (en) * | 2020-09-27 | 2020-12-29 | 重庆大学 | Assembled conical special-shaped steel pipe column base with restorable function and assembling method |
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| CN105201095A (en) * | 2015-10-16 | 2015-12-30 | 中建四局第一建筑工程有限公司 | Restrained brace anti-seismic structure for super high-rise building and manufacturing method |
| CN105201095B (en) * | 2015-10-16 | 2017-10-27 | 中建四局第一建筑工程有限公司 | A kind of high-rise building constraint support anti-seismic structure and preparation method |
| CN107119800A (en) * | 2017-04-09 | 2017-09-01 | 北京工业大学 | A kind of many high-rise assembled modularization Self-resetting steel construction square tube post frame systems |
| CN107165274A (en) * | 2017-04-09 | 2017-09-15 | 北京工业大学 | A kind of many high-rise assembled modularization Self-resetting steel construction H profile steel post frame systems |
| CN107119800B (en) * | 2017-04-09 | 2019-04-05 | 北京工业大学 | A kind of more high-rise assembled modularization Self-resetting steel construction square tube column frame systems |
| CN107165274B (en) * | 2017-04-09 | 2019-04-05 | 北京工业大学 | A kind of more high-rise assembled modularization Self-resetting steel construction H profile steel column frame systems |
| CN108560706A (en) * | 2018-06-20 | 2018-09-21 | 中国矿业大学 | A kind of friction energy-dissipating Self-resetting fully assembled joint |
| CN108824918A (en) * | 2018-07-22 | 2018-11-16 | 北京工业大学 | Self-resetting can assemble the girder pre-stressed accentric support steel frame of multistage after shake |
| CN109024880A (en) * | 2018-07-22 | 2018-12-18 | 北京工业大学 | Self-resetting can assemble multistage joist steel frame joint after shake |
| CN109057012A (en) * | 2018-07-22 | 2018-12-21 | 北京工业大学 | Self-resetting can assemble multistage beam center pre-loaded support struts steel frame after shake |
| CN109629670A (en) * | 2019-01-25 | 2019-04-16 | 北京工业大学 | A kind of assembled Self-resetting double flute steel girder frame system of recoverable function |
| CN109853733A (en) * | 2019-01-25 | 2019-06-07 | 北京工业大学 | A kind of assembled self reset curvature-prevention inverted L shape web cutting member frame system of recoverable function |
| CN109853734A (en) * | 2019-01-25 | 2019-06-07 | 北京工业大学 | A kind of assembled Self-resetting frame system of recoverable function |
| CN109853753A (en) * | 2019-01-25 | 2019-06-07 | 北京工业大学 | A kind of anti-buckling inverted L shape web cutting member combined joint attachment device of recoverable function assembled |
| CN110230357A (en) * | 2019-07-15 | 2019-09-13 | 南京林业大学 | A kind of assembled steel-semi-rigid energy dissipating node frame of bamboo combination |
| CN110905077A (en) * | 2019-11-11 | 2020-03-24 | 华侨大学 | Replaceable steel beam with buckling-restrained cover plate |
| CN110905077B (en) * | 2019-11-11 | 2024-07-02 | 华侨大学 | Take removable girder steel of buckling restrained apron |
| CN112144566A (en) * | 2020-09-27 | 2020-12-29 | 重庆大学 | Assembled conical special-shaped steel pipe column base with restorable function and assembling method |
| CN112144566B (en) * | 2020-09-27 | 2024-04-16 | 重庆大学 | Assembled conical special-shaped steel pipe column base with restorable function and assembling method |
| CN113216413A (en) * | 2021-04-29 | 2021-08-06 | 同济大学建筑设计研究院(集团)有限公司 | Articulated column base cable node of large-span cable-stayed structure |
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