CN106049688A - Connecting unit capable of preventing structure progressive collapse after corner post failure and using method thereof - Google Patents

Connecting unit capable of preventing structure progressive collapse after corner post failure and using method thereof Download PDF

Info

Publication number
CN106049688A
CN106049688A CN201610571638.XA CN201610571638A CN106049688A CN 106049688 A CN106049688 A CN 106049688A CN 201610571638 A CN201610571638 A CN 201610571638A CN 106049688 A CN106049688 A CN 106049688A
Authority
CN
China
Prior art keywords
line
drag
corner post
unit
approaches
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Pending
Application number
CN201610571638.XA
Other languages
Chinese (zh)
Inventor
林峰
邱璐
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Tongji University
Original Assignee
Tongji University
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Tongji University filed Critical Tongji University
Priority to CN201610571638.XA priority Critical patent/CN106049688A/en
Publication of CN106049688A publication Critical patent/CN106049688A/en
Pending legal-status Critical Current

Links

Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/38—Connections for building structures in general
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00—Working measures on existing buildings
    • E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements

Abstract

The invention provides a connecting unit capable of preventing structure progressive collapse after a corner post failure. The connecting unit comprises two connecting lines and a connecting device; and the two connecting lines are fixedly connected with the connecting device from the two sides to form the connecting unit. The connecting device is a connecting box; a first anchoring device for anchoring one end of the first connecting line in the connecting box and a second anchoring device for anchoring one end of the second connecting line in the connecting box are arranged inside the connecting box. In addition, the invention also discloses a using method of the connecting unit. A plurality of connecting units are arranged in a slanting mode at a structure end span from a bottom layer to a top layer; one end of each connecting unit is tied to a beam column edge node of the structure end span and the other end is anchored in a second node of an upper beam column. According to the invention, a suspension pulling device is formed. And the connecting unit has advantages of high anti-progressive collapse efficiency and high economy and is suitable for cast-in-situ and prefabricated structures.

Description

Can be used for connection unit and the using method of corner post inefficacy rear defence Approaches for Progressive Collapse of Structures
Technical field
The invention belongs to technical field of civil engineering, relate to one be positioned at that structure is outer, oblique suspention, corner post inefficacy rear defence The device of Approaches for Progressive Collapse of Structures.
Background technology
Some building constructions, because of its reason such as functional requirement, geographical position, can suffer from super design water within its military service phase The effect of flat accidental load, such as gas explosion, the terrorist bombings, Vehicular impact etc..Accidental load can cause building structure local Destroy, spread further if destroyed and cause structure large area to cave in, engineering is referred to as Progressive Collapse.Structural continuity Collapse greatly life-threatening property safety, and serious social influence can be produced.Historic example is the calendar year 2001 U.S. In 911 events, World Trade Center collapses.Therefore, the anti-continuous collapse ability improving important feature is significant.China Anti-continuous collapse design principle is specified by " Code for design of concrete structures (GB50010-2010) "." building structure Design to resist progressive collapse specification (CECS392-2014) " give concrete regulation to the design of anti-continuous collapse further.
At present, structure anti-continuous collapse method for designing is Method for Checking based on conventional design method.In flow process, the most right Structure carries out conventional design, then considers the anti-continuous collapse calling hierarchy that structure is corresponding, carries out corresponding anti-continuous collapse and set Meter.On concrete grammar, for Important building, usually use and move post method (or removing other vertical supporting member such as shear walls) inspection Structure anti-continuous collapse ability, i.e. by removing the pillar of various location, investigates whether remaining structure occurs continuous collapse.? Conventional design removes certain root post after completing, continuous collapse does not occur such as fruit structure, then calculates and pass through, remain original design.Otherwise, logical Cross various measure amendment conventional design.When removing corner structure generation continuous collapse, revise the common of conventional design Measure includes arrangement of reinforcement and cross section, the shortening end span length's degree increasing end bridge, until continuous collapse does not occurs, calculating is passed through.
The position removing post includes center pillar, side column and corner post.Distinguish, in dismounting from the continuous collapse drag of structure is originated The method of post and side column can be attributed to a class, and remove corner post and be attributed to another kind of.For previous class, prevent collapsing drag in early stage Rely primarily on bending resistance and the shear behavior of the horizontal member that two ends support, rely primarily on the longitudinal reinforcement in beam and floor in the later stage The Catenary action formed.And for removing corner post, remaining structure prevents collapsing drag mainly by the approximation cantilever work of end bridge With providing bending resistance and shearing resistance, Catenary action does not exists.If the approximation cantilever action of bridge is not provided that enough drag balances Upper load, then structure generation continuous collapse.
When removing corner post, use arrangement of reinforcement and the cross section increasing end bridge, and shorten end span length's degree to improve The method of anti-continuous collapse performance has the disadvantage that (1) is inefficient.On the premise of construction level height substantially determines, increase Depth of beam and arrangement of reinforcement, to improve the drag that approximation cantilever action produces, effect is limited, inefficient.(2) amount of doing over again is big.If Use and shorten end span length's degree measure, then building scheme and organization plan all change relatively big, and modification amount is big, and the duration may prolong Long.(3) uneconomical.The increase in arrangement of reinforcement and cross section causes increasing cost.(4) impact use and unsightly.Increase the height of end bridge To affect daylighting effect and building attractive in appearance.
Summary of the invention
For overcoming the aforementioned drawback of prior art, it is an object of the invention to provide one and can be used for corner post inefficacy rear defence structure The connection unit of continuous collapse and using method, with the Progressive Collapse after preventing reinforced concrete structure corner post to lose efficacy.
For reaching above-mentioned purpose, the technical solution used in the present invention is as follows:
The invention provides a kind of connection unit that can be used for corner post inefficacy rear defence Approaches for Progressive Collapse of Structures and using method, make By the suspention cable arrangement of middle formation a kind of corner post inefficacy rear defence Approaches for Progressive Collapse of Structures, it is to be connected unit at structure end by several Across diagonally disposed and form to top layer from bottom, connect unit one end drawknot structure end across beam-column joints, the other end anchors In the beam column secondary nodal point of upper strata.Structure end across beam-column joints and upper strata beam column secondary nodal point in equal preformed holes, described The end connecting unit through preformed hole and uses anchorage to anchor.
Concrete, a kind of connection unit that can be used for corner post inefficacy rear defence Approaches for Progressive Collapse of Structures, including two sections of connecting lines and One attachment means, described two sections of connecting lines are fixedly connected to form with described attachment means from both sides and described are connected unit.
Further, it is preferable that described attachment means is for connecting box, and described connection box is internally provided with for by first paragraph even One end of wiring is anchored at the first piece of anchorage connected in box, in one end of second segment connecting line is anchored at connection box the Two pieces of anchorages.
Preferably, the both sides of described connection box be provided with circular hole respectively for first paragraph connecting line, the one of second segment connecting line End stretches in connection box.
Preferably, described two sections of connecting lines are first drag-line and second drag-line.
Preferably, the material that described two sections of connecting lines use is for eliminating stress wire or steel strand wires.
Preferably, described connection box uses steel Q235 or Q345 to make.
The described using method connecting unit that can be used for corner post inefficacy rear defence Approaches for Progressive Collapse of Structures, described in several Connect unit at structure end across diagonally disposed and form to top layer from bottom, each connection unit one end drawknot structure end across beam Post mid-side node, the other end is anchored in the beam column secondary nodal point of upper strata.
Preferably, structure end across beam-column joints is internal and the internal all preformed holes of upper strata beam column secondary nodal point, described The end connecting unit through preformed hole and uses dragline anchorage to anchor.
Preferably, anchor-hold is in bean column node, and the upper end of first drag-line uses and is arranged on the first backing plate First anchorage is fixed, and the first backing plate is arranged on the first pedestal, and First seat supports is on the first bracket.First set jacket casing Protect drag-line not by surrounding concrete abrasion and to reduce the weakening that node causes because boxing out as far as possible first drag-line upper end； The upper end of second drag-line is connected with the lower end being connected box, and the bottom of second drag-line is connected to first drag-line diagonal section In the bean column node of position, using the second anchorage being arranged on the second backing plate to be fixed, the second backing plate is arranged at the second pedestal On, the second stage supports is on the second bracket；Second sleeve is enclosed within the bottom of second drag-line.
Owing to using technique scheme, the present invention has the following advantages and beneficial effect:
The device that the present invention provides can improve corner post expeditiously and remove rear structure anti-continuous collapse performance.Eliminate stress The ultimate strength of steel wire or steel strand wires is higher, is a kind of material being adapted to provide for bigger pulling force.After corner post removes, connect unit and exist The end of end bridge provides bigger additional pulling force, improves the stress of end bridge, significantly promotes the anti-fall of end bridge Collapse ability.
The device reasonable stress that the present invention provides.From elevation of building, structure end steps up the beam and column side of being formed of lower floor Shape region, device is tilting on the diagonal in every layer of this region, can be stretched within the specific limits and not produce pulling force.In structure In the normal stress stage, stratified deformation is little.Though now device is elongated on a small quantity, but drag-line does not works still in relaxation state, device, So that the work in structure normal stress stage is unaffected.Cause holding bridge end to produce downwards big change when corner post is removed During shape, device is tightened up and produces pulling force, stops beam-ends to bottom offset, resisting structure continuous collapse.
The device that the present invention provides can reduce the design amount of doing over again.Remove after corner post such as fruit structure generation continuous collapse, if adopting With depth of beam and the measure such as arrangement of reinforcement, shortening end span length's degree of increase end bridge, these measures are inefficient, it is often necessary to repeatedly test Calculate until passing through.And the anti-continuous collapse efficiency setting up this device is greatly improved, therefore general once checking computations can be passed through, the amount of doing over again Little.
The device good economy performance that the present invention provides.Compare arrangement of reinforcement and the measure in cross section increasing end bridge, drag-line is installed Expense is relatively low.
The device strong adaptability that the present invention provides.By changing connecting line length scale, it is suitable for structure end across having not With span and the structure of deformation requirements.
Accompanying drawing explanation
Fig. 1 is that corner post removes rear structure generation continuous collapse schematic diagram.
Structural facades under normal stress deformation schematic diagram after the device that Fig. 2 provides for using the present invention.
The device that Fig. 3 provides for using present invention structural facades deformation schematic diagram after corner post removes.
Fig. 4 is two sections of connecting lines of the present invention and the structural representation connecting box embodiment.
Fig. 5 is the anchoring schematic diagram of connecting line embodiment of the present invention.
Fig. 6 is the side view of apparatus of the present invention.
Wherein: the bottom corner post that 1 removes, 2 certain layer of end bridge, 31 first drag-lines, 32 second drag-lines, 4 connect box, 51 first pieces of anchorages, 52 second pieces of anchorages, 61 first anchorages, 62 first backing plates, 63 Firsts Seat, 64 first brackets, 65 first sleeves.
Detailed description of the invention
The present invention is further detailed explanation for illustrated embodiment below in conjunction with the accompanying drawings.
Embodiment 1
After removing bottom corner post 1, corner post 1 superstructure has tenesmus trend.Now, every layer of end carriage 2 has the affixed support in two ends Beam becomes the affixed one section of sliding support beam in one end, resists continuous collapse.If the Lack of support of certain end bridge 2 described, then tie The corner of structure will occur moderate finite deformation, as it is shown in figure 1, and continuous collapse may occur further.The employing of this example arranges suspention and draws Rope device strengthens structure progressive collapse-resisting ability.
After the device that Fig. 2 provides for using the present invention shown in embodiment, the structural facades deformation under normal stress is shown It is intended to.End in some direction in length and breadth is across interior, and this device is by the connection unit group diagonally disposed in top layer every layer from bottom Become.After bottom corner post removes, structural corner produces moderate finite deformation, as shown in Figure 3.
Described connection unit includes 31, second drag-line 32 of two first drag-lines connected and a connection box 4, institute State one end of first drag-line 31 by connect the hole of the side on box 4 stretch into connect box 4 internal and be connected box inhaul First piece of anchorage 51 anchors so that can not deviate from the inserting end of first drag-line 31 stays connection box 4；Same, described One end of second drag-line 32 by connect the hole of opposite side on box 4 stretch into connect box 4 internal and be connected box inhaul the Two pieces of anchorages 52 anchor so that can not deviate from the inserting end of second drag-line 32 stays connection box 4, be thus connected formation even Order unit, as shown in Figure 4 and Figure 6.
Anchor-hold is in bean column node, and structure is as shown in Figure 5.The upper end of first drag-line 31 uses and is arranged at first The first anchorage 61 on backing plate 62 is fixed, and the first backing plate 62 is arranged on the first pedestal 63, and the first pedestal 63 is supported on On one bracket 64.First sleeve 65 is enclosed within first drag-line 31 upper end, and on the one hand protection drag-line is not worn and torn by surrounding concrete, Reduce the weakening that node causes because boxing out the most as far as possible.The anchorage point of second drag-line 32 as shown in Figure 2 or Figure 3, Anchoring process and first drag-line 31 are identical, i.e. the upper end of second drag-line 32 is connected with the lower end being connected box 4, and second is drawn The bottom of rope 32 is connected in the bean column node at position, diagonal angle of first drag-line 31, uses the be arranged on the second backing plate Two anchorages are fixed, and the second backing plate is arranged on the second pedestal, and the second stage supports is on the second bracket, and the second sleeve is enclosed within The bottom (for the consideration of simplified form, do not increase numeral labelling in figure) of second drag-line 32.
Anchor force is not less than the Ultimate Tensile power of drag-line so that drag-line will not occur fastening invalidation.Connecting unit can be little Amount extends and does not produce pulling force.Under normal stress, according to " seismic design provision in building code (GB 50011-2010) ", " height Layer concrete structure technology code (JGJ 3-2010) " regulation, storey sidesway angle (storey sidesway Δ0Ratio with story height H) should Less than its limit value [θe]:
Δ 0 H ≤ [ θ e ] = 1 550 - - - ( 1 )
Although connecting unit after there is storey sidesway to be elongated, but Yin Lasuo having length in reserve, does not has tight, does not produces Pulling force, the former stress of structure is not changed in.
When corner post is removed, structural corner produces bigger to bottom offset (as shown in Figure 3).Described first drag-line 31 and The end anchorage 51 and 52 of two drag-lines 32 trends towards being close to connecting box 4 sidewall, connect unit constantly extend so that be tightened up and Produce pulling force.Now, end bridge 2 and the common stress of apparatus of the present invention, resist continuous collapse.End bridge 2 is subject to by curved by original Power becomes press-bending composite force, and it constantly increases with displacement increase near the section moment of flexure of end beam column secondary nodal point, can Plastic hinge can be formed.Apparatus of the present invention are then by axial tension.If end bridge 2 and invention device do not destroy, then continuous collapse Will not occur.
Embodiment 2
Certain reinforced concrete frame structure bottom corner post is destroyed by accidental load effect.Building is six layers of somewhere, Shanghai Office building, horizontal 6m × 3 across, longitudinal 6m × 5 across, floor height 3.6m.Seismic behavior is three grades, and fortification intensity is 7 degree (0.1g), field Ground great soil group is not IV class, and classification of design earthquake is one group, and Class C is built, and design life is 50 years, and surface roughness is B Class, fundamental wind pressure ω0=0.55N/mm2.Floor thickness is 110mm, girder section b × h=250mm × 600mm, cross-section of frame column 500mm×500mm.Concrete C35, longitudinal reinforcement HRB400, stirrup HRB335.Flooring dead load standard value 3.0kN/m2, live Carry standard value 2.0kN/m2, dead load 9.9kN/m (filling wall and deadweight on beam), roofing dead load standard value 5.0kN/m on beam2, mobile load Standard value 2.0kN/m2, snow reference pressure 0.2kN/m2.After being computed arrangement of reinforcement, can obtain and cut at bottom nearly second bearing of longitudinal direction end bridge The limit hogging moment M in faceu=381kN m.
Carry out bottom corner post and remove the checking computations of rear progressive collapse-resisting.Assuming that each layer resists continuous collapse independently of one another, and The most each work alone to Y-direction at x.By the x of two layers as a example by end bridge, after moving post, end bridge can approximate and be simplified to one end Hold-down support, the single beam of one end sliding support carry out force analysis, corresponding clamped end moment M0=622kN m.Due to M0> Mu, then structure can occur Progressive Collapse after corner post lost efficacy.
For promoting anti-continuous collapse ability, at second layer end 9, diagonally disposed suspention steel strand wires device in unit 7As15.2, every steel strand wires area Ags=140mm2, 9 steel strand wires areas add up to 1260mm2, steel strand wires elastic modulus Egs= 1.95×105MPa, now whether checking computations structure there is continuous collapse.
The end bridge that pairing approximation simplifies is analyzed further.After corner post lost efficacy, by three kinds of load actions on beam: filling out on beam Fill the uniform line load q that the deadweight of wall and beam causes1；By two-way floor uniform area load q2Pass to the load on beam；Bottom angle After post lost efficacy, two layers of corner post Gravitative Loads of surface are in load q of beam-ends3.The action breaks of suspention steel strand wires is water Divide power F equallyxWith vertical force component FyEffect, wherein FxCause axle power in beam, FyCause beam-ends sagging moment.Concrete calculating process is such as Under:
The ultimate bending moment that original structure beam-ends can undertake is:
Mu=fyAs(h0-a ')=360 × 1964 × (570-30) × 10-6=381kN m
The load that the corner post inefficacy back rest is undertaken is respectively as follows:
q1=0.25 × 0.6 × 26+10 × (3.6-0.6) × 0.2=9.9kN/m
q2=3.5 × 1.2+2 × 1.4=7kN/m2
q3=26 × 0.5 × 0.5 × (3.6-0.6)=19.5kN
Corner post lost efficacy and should be dynamic action for beam, it is considered to load is multiplied by dynamic magnification factor βc=2.0, corresponding load It is respectively as follows:
q′1=βcq1=19.8kN/m
q′2=βcq2=14kN/m2
q′3=βcq3=39kN
Then the actual moment of flexure of bearing of the clamped end of beam is:
M0=q '1m1+q′2m2+q′3m3=19.8 × 12+14 × 19.125+39 × 3 ≈ 622kN
Wherein, m1For the moment of beam clamped end during unit vertical uniform load effect
m2For the moment of beam clamped end during unit flooring Uniform Load
m3For the vertical Concentrated load of unit moment of the clamped end of beam when sliding end
Because M0>Mu, therefore structure can occur Progressive Collapse after corner post lost efficacy.
The initial length connecting unit is 6.997m.Connect the storey sidesway Δ that unit allows in structure generation specification0Time Do not play a role.Thus can determine that the greatest length connecting the most tight stress of unit is 7.003m.After bottom corner post removes, end The sliding support end tenesmus of bridge, connects unit and is gradually elongated.From geometrical relationship, when under the sliding support end of end bridge When pendant displacement reaches 11mm, connect unit and reach to loosen the greatest length puted up.Afterwards, if under the sliding support end of end bridge Pendant displacement continues to increase, then connecting unit will be tightened up and produce pulling force.
If connecting unit to be tightened up and produce pulling force, pulling force can be analyzed to horizontal component FxWith vertical force component Fy.Then beam is solid The moment M of Zhi Duan with axle power N is:
M=M0-βcFy·m3≈(622-6Fy)kN·m
N = F x = L H · F y = 5 3 F y
The rigidity of beam uses short-term
Wherein As,EsRepresent the area of reinforcement and elastic modelling quantity respectively；h0Represent beam section effective depth；ψ represents vertical between crack Strain nonuniformity coefficient to tension reinforcement, this example is 0.57；ρ represents the ratio of reinforcement；βc=2.0 represent that power is put Big coefficient.The sliding end displacement components u that then other loads cause in addition to drag-line0For:
u 0 = l 0 2 B s ( M 1 s 1 + M 2 s 2 + M 3 s 3 ) = 36 92381 · ( 237.6 × 0.125 + 267.8 × 0.117 + 117 × 0.167 ) m ≈ 31.4 m m
Wherein Mi=qimiFor load qiBeam clamped end moment of flexure during effect；siFor load qiThe coefficient that form is corresponding, i=1,2, 3。
The displacement components u of sliding end is represented by the form in (2) formula:
u = s Ml 0 2 B s = u 0 - s 3 β c F y m 3 l 0 2 B s = ( 31.4 - 0.39 F y ) m m - - - ( 2 )
According toSubstitute into (2) formula and ask for EgsAgsExamination Calculate, until acquired results is positioned at inside the M-N correlation curve in beam left end cross section, now beam left end cross section stress safety.For this Example tentative calculation solves u=16.0mm, Fy=39.6kN, Fx=N=66.0kN.Now M=M0-βcFy·m3=384kN m, generation Entering the checking computations of beam section M-N correlation curve to understand, beam is not up to ultimate limit state, i.e. beam does not destroys.
In sum, at second layer end diagonally disposed 9 7A of suspention steel strand wires device in unitsWhen 15.2, above-mentioned meter Showing, structure will not occur continuous collapse.
If diagonally disposed suspention steel strand wires are increased to 19, Computing Principle ibid, the Live Loads on Floors in Buildings that can undertake from 2.0kN/m2Increase to 4.0kN/m2, the anti-continuous collapse ability of structure improves 4.0/2.0=2 times.
Visible, the present invention, by changing relevant parameter (such as changing the radical of steel strand wires), can resist continuously according to different Collapse requirement, improve the anti-continuous collapse performance of structure.
The above-mentioned description to embodiment is to be understood that for ease of those skilled in the art and apply this Bright.These embodiments obviously easily can be made various amendment by person skilled in the art, and described herein General Principle is applied in other embodiments without through performing creative labour.Therefore, the invention is not restricted to enforcement here Example, those skilled in the art are according to the announcement of the present invention, and the improvement made without departing from scope and amendment all should be Within protection scope of the present invention.

Claims (9)

1. the connection unit that can be used for corner post inefficacy rear defence Approaches for Progressive Collapse of Structures, it is characterised in that: include two sections of connecting lines With an attachment means, described two sections of connecting lines are fixedly connected to form with described attachment means from both sides and described are connected unit.
The connection unit that can be used for corner post inefficacy rear defence Approaches for Progressive Collapse of Structures the most according to claim 1, it is characterised in that: Described attachment means is for connecting box (4), and described connection box (4) is internally provided with for being anchored at one end of first paragraph connecting line Connect first piece of anchorage (51) in box (4), for one end of second segment connecting line being anchored at connection box (4) interior second piece of anchor Tool (52).
The connection unit that can be used for corner post inefficacy rear defence Approaches for Progressive Collapse of Structures the most according to claim 2, it is characterised in that: The both sides of described connection box (4) are provided with circular hole and stretch into connection box for first paragraph connecting line, one end of second segment connecting line respectively (4) in.
The connection unit that can be used for corner post inefficacy rear defence Approaches for Progressive Collapse of Structures the most according to claim 1, it is characterised in that: It is characterized in that: described two sections of connecting lines are first drag-line (31) and second drag-line (32).
The connection unit that can be used for corner post inefficacy rear defence Approaches for Progressive Collapse of Structures the most according to claim 1, it is characterised in that: The material that described two sections of connecting lines use is for eliminating stress wire or steel strand wires.
The connection unit that can be used for corner post inefficacy rear defence Approaches for Progressive Collapse of Structures the most according to claim 2, it is characterised in that: Described connection box (4) uses steel Q235 or Q345 to make.
7. arbitrary described use connecting unit that can be used for corner post inefficacy rear defence Approaches for Progressive Collapse of Structures in claim 1 to 6 Method, it is characterised in that: by several described connection unit at structure end across diagonally disposed and form to top layer from bottom, each Connect unit one end drawknot structure end across beam-column joints, the other end is anchored in the beam column secondary nodal point of upper strata.
The using method connecting unit that can be used for corner post inefficacy rear defence Approaches for Progressive Collapse of Structures the most according to claim 7, It is characterized in that: structure end across beam-column joints is internal and upper strata beam column secondary nodal point internal all preformed hole, described connection The end of unit is through preformed hole and uses dragline anchorage to anchor.
The using method connecting unit that can be used for corner post inefficacy rear defence Approaches for Progressive Collapse of Structures the most according to claim 7, It is characterized in that: anchor-hold is in bean column node, and the upper end of first drag-line (31) uses and is arranged at the first backing plate (62) On the first anchorage (61) fixed, the first backing plate (62) is arranged on the first pedestal (63), and the first pedestal (63) is supported on On first bracket (64)；First sleeve (65) is enclosed within first drag-line (31) upper end protection drag-line and is not worn and torn by surrounding concrete And reduce the weakening that node causes because boxing out as far as possible；The upper end of second drag-line (32) is connected with the lower end being connected box (4), The bottom of second drag-line (32) is connected in the bean column node at first drag-line (31) position, diagonal angle, uses and is arranged at second The second anchorage on backing plate is fixed, and the second backing plate is arranged on the second pedestal, and the second stage supports is on the second bracket；The Two sleeves are enclosed within the bottom of second drag-line (32).
CN201610571638.XA 2016-07-19 2016-07-19 Connecting unit capable of preventing structure progressive collapse after corner post failure and using method thereof Pending CN106049688A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201610571638.XA CN106049688A (en) 2016-07-19 2016-07-19 Connecting unit capable of preventing structure progressive collapse after corner post failure and using method thereof

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201610571638.XA CN106049688A (en) 2016-07-19 2016-07-19 Connecting unit capable of preventing structure progressive collapse after corner post failure and using method thereof

Publications (1)

Publication Number Publication Date
CN106049688A true CN106049688A (en) 2016-10-26

Family

ID=57188622

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201610571638.XA Pending CN106049688A (en) 2016-07-19 2016-07-19 Connecting unit capable of preventing structure progressive collapse after corner post failure and using method thereof

Country Status (1)

Country Link
CN (1) CN106049688A (en)

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106706433A (en) * 2016-12-30 2017-05-24 西安建筑科技大学 Static test device for studying anti-collapse performance of multi-layer composite floor beam-column substructure
CN108910713A (en) * 2018-08-28 2018-11-30 盐田国际集装箱码头有限公司 A kind of drag-line protective net for preventing container from sliding
CN112482554A (en) * 2020-11-02 2021-03-12 浙大城市学院 Large-space slab column-seismic wall structure supported by V-shaped tree-shaped wall column and application

Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN85204830U (en) * 1985-11-13 1987-09-02 贺光梁 Flexible cable-stayed bridge pier
JPH11125026A (en) * 1997-10-23 1999-05-11 Senkichi Nakatsu Earthquake resisting device
CN101550725A (en) * 2009-04-28 2009-10-07 华南理工大学 Frame structure system
CN102943570A (en) * 2012-12-03 2013-02-27 东南大学 Intercolumnar reinforced structure for preventing historic building from continuously collapsing
CN203230191U (en) * 2013-04-12 2013-10-09 清华大学 Reinforced structure for resisting progressive collapse of existing concrete structure
CN204456939U (en) * 2015-01-31 2015-07-08 长安大学 A kind of building progressive collapse-resisting hardened system
CN104806032A (en) * 2015-02-28 2015-07-29 同济大学 Steel strand mesh device with adjustable external resistance for preventing structure from continuous collapsing

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN85204830U (en) * 1985-11-13 1987-09-02 贺光梁 Flexible cable-stayed bridge pier
JPH11125026A (en) * 1997-10-23 1999-05-11 Senkichi Nakatsu Earthquake resisting device
CN101550725A (en) * 2009-04-28 2009-10-07 华南理工大学 Frame structure system
CN102943570A (en) * 2012-12-03 2013-02-27 东南大学 Intercolumnar reinforced structure for preventing historic building from continuously collapsing
CN203230191U (en) * 2013-04-12 2013-10-09 清华大学 Reinforced structure for resisting progressive collapse of existing concrete structure
CN204456939U (en) * 2015-01-31 2015-07-08 长安大学 A kind of building progressive collapse-resisting hardened system
CN104806032A (en) * 2015-02-28 2015-07-29 同济大学 Steel strand mesh device with adjustable external resistance for preventing structure from continuous collapsing

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
李志萍: "基于替代路径法的结构抗连续倒塌能力研究", 《中国博士学位论文全文数据库工程科技Ⅱ辑》 *

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106706433A (en) * 2016-12-30 2017-05-24 西安建筑科技大学 Static test device for studying anti-collapse performance of multi-layer composite floor beam-column substructure
CN106706433B (en) * 2016-12-30 2023-03-24 西安建筑科技大学 Static test device for anti-collapse performance research of multi-layer combined floor beam column structure
CN108910713A (en) * 2018-08-28 2018-11-30 盐田国际集装箱码头有限公司 A kind of drag-line protective net for preventing container from sliding
CN112482554A (en) * 2020-11-02 2021-03-12 浙大城市学院 Large-space slab column-seismic wall structure supported by V-shaped tree-shaped wall column and application
CN112482554B (en) * 2020-11-02 2021-11-30 浙大城市学院 Large-space slab column-seismic wall structure supported by V-shaped tree-shaped wall column and application

Similar Documents

Publication Publication Date Title
Frosch et al. Retrofit of non-ductile moment-resisting frames using precast infill wall panels
Silva et al. Seismic structural assessment of the Christchurch catholic basilica, New Zealand
CN101570961B (en) Fastening method for fractured girder of bridge
CN106401069A (en) Damage repairing assembly type combined column with self-reset function
CN103696429B (en) A kind of concrete of special-shaped foundation ditch supports the combined support system and the construction method that add fish belly sill
CN102418381B (en) Building structure system combined with steel beam and pre-tensioned prestressing superposed beam and construction method for building structure system
Braconi et al. Seismic behaviour of beam-to-column partial-strength joints for steel–concrete composite frames
De Matteis et al. An innovative methodology for seismic retrofitting of existing RC buildings by metal shear panels
CN106988552A (en) Existing reinforced concrete structure reinforcing construction and its reinforcement means based on BRB
CN108978471A (en) A kind of support device and its installation method increasing cable-stayed bridge abnormity Sarasota rigidity
CN106049688A (en) Connecting unit capable of preventing structure progressive collapse after corner post failure and using method thereof
CN104652813A (en) Tower crane construction technology used for super high-rise building steel structure
CN105672481A (en) Delay connection installation method for outrigger of super high-rise building in steel frame-core tube structure
Braconi et al. Seismic performance of a 3D full‐scale high‐ductility steel–concrete composite moment‐resisting structure—Part I: Design and testing procedure
CN109057014A (en) Self-resetting can assemble multistage joist steel frame after shake
CN108999088A (en) A kind of construction method of cable-stayed bridge
CN104652242B (en) Derrick connecting structure used for reinforcing PSC (Pre-stressed Concrete) continuous box girder bridge and construction method
CN104652244B (en) A kind of Suspension bridge structure for reinforcing PSC Continuous Box Girder Bridge and construction method
CN206128672U (en) Linkage unit that corner post inefficacy rear defence structure is collapsed in succession and suspend cable device in midair
CN103290777B (en) Prestressed concrete variable-section box girder bridge with internal slant leg rigid frame, and construction method thereof
CN211666206U (en) Overhanging and landing dual-purpose scaffold
CN106545115A (en) Assembled steel Combined concrete superstructure and its construction method
CN104806032B (en) Steel strand mesh device with adjustable external resistance for preventing reinforced concrete structure from continuous collapsing
JP2744955B2 (en) Reinforcement structure and reinforcement method of hinge part of gel bar bridge
CN107119568A (en) A kind of high-level bridge construction method

Legal Events

Date Code Title Description
C06 Publication
PB01 Publication
C10 Entry into substantive examination
SE01 Entry into force of request for substantive examination
RJ01 Rejection of invention patent application after publication
RJ01 Rejection of invention patent application after publication

Application publication date: 20161026