CN206128672U - Linkage unit that corner post inefficacy rear defence structure is collapsed in succession and suspend cable device in midair - Google Patents
Linkage unit that corner post inefficacy rear defence structure is collapsed in succession and suspend cable device in midair Download PDFInfo
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- CN206128672U CN206128672U CN201620764140.0U CN201620764140U CN206128672U CN 206128672 U CN206128672 U CN 206128672U CN 201620764140 U CN201620764140 U CN 201620764140U CN 206128672 U CN206128672 U CN 206128672U
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Abstract
The utility model provides a linkage unit that corner post inefficacy rear defence structure is collapsed in succession and suspend cable device in midair, includes two sections connecting wires and a connecting device, two sections connecting wires from both sides with connecting device fixed connection forms the linkage unit. Connecting device is the connecting box, the connecting box is inside to be provided with and to be used for first piece ground tackle in the connecting box of the one end anchor of first section connecting wire, to be used for the one end anchor second piece ground tackle in the connecting box with second section connecting wire. The utility model also discloses a what can be used to that corner post inefficacy rear defence structure collapses in succession suspends the cable device in midair, by a plurality of the linkage unit arranges and forms to the top layer slant from the bottom at the structure end span, the beam column margin knot point of every linkage unit one end drawknot structure end span, other end anchor in upper beam column second intranodal. The utility model provides a linkage unit and suspend the cable device in midair to have the anti high efficiency of collapsing in succession, economy good, applicable in advantage cast -in -place and prefabricated construction.
Description
Technical field
The utility model belongs to technical field of civil engineering, is related to one kind and is located at external structure, oblique suspention, corner post failure
The device of rear defence Approaches for Progressive Collapse of Structures.
Background technology
Some building constructions can suffer from super design water because of reasons such as its functional requirement, geographical position in its service phase
The effect of flat accidental load, such as gas explosion, the terrorist bombings, Vehicular impact.Accidental load can cause building structure local
Destruction, if destruction further spreads and causes structure large area to cave in, is referred to as Progressive Collapse in engineering.Structural continuity
Collapse greatly life-threatening property safety, and serious social influence can be produced.Historic example is the calendar year 2001 U.S.
World Trade Center collapses in 911 events.Therefore, the anti-continuous collapse ability for improving important feature is significant.China
Anti- continuous collapse design principle is specified in " Code for design of concrete structures (GB50010-2010) "." building structure
Design to resist progressive collapse specification (CECS392-2014) " further gives concrete regulation to the design of anti-continuous collapse.
At present, the anti-continuous collapse method for designing of structure is based on the Method for Checking of conventional design method.It is right first in flow process
Structure carries out conventional design, then considers the corresponding anti-continuous collapse calling hierarchy of structure, carries out corresponding anti-continuous collapse and sets
Meter.On concrete grammar, for Important building, usually using shifting post method (or removing other vertical supporting member such as shear walls) inspection
The anti-continuous collapse ability of structure, i.e., by removing the pillar of various location, investigate whether remaining structure occurs continuous collapse.
Certain root post is removed after the completion of conventional design, such as fruit structure does not occur continuous collapse, then calculate and pass through, maintain former design.Otherwise, lead to
Cross various measure modification conventional designs.When corner structure generation continuous collapse is removed, the common of conventional design is changed
Measure includes the arrangement of reinforcement of increase end bridge and section, shortens end span length's degree, until continuous collapse does not occur, calculating passes through.
Removing the position of post includes center pillar, side column and corner post.Distinguish from the continuous collapse drag source of structure, in dismounting
The method of post and side column can be attributed to a class, and remove corner post be attributed to it is another kind of.For previous class, anti-collapse drag is in early stage
Bending resistance and the shear behavior of the horizontal member of two ends support are relied primarily on, the longitudinal reinforcement in beam and floor is relied primarily in the later stage
The Catenary action of formation.And for corner post is removed, the anti-collapse drag of remaining structure is mainly made by the approximate cantilever of end bridge
With bending resistance and shearing resistance is provided, Catenary action is not present.If the approximate cantilever action of bridge can not provide enough drag balances
Upper load, then structure occur continuous collapse.
When corner post is removed, the arrangement of reinforcement and section using increase end bridge, and shorten end span length's degree to improve
The method of anti-continuous collapse performance has the following disadvantages：(1) it is inefficient.On the premise of the high substantially determination of construction level, increase
Depth of beam and arrangement of reinforcement, to improve the drag that approximate cantilever action is produced, effect is limited, inefficient.(2) amount of doing over again is big.If
Using end span length's degree measure is shortened, then building scheme and organization plan change larger, and modification amount is big, and the duration may prolong
It is long.(3) it is uneconomical.The increase in arrangement of reinforcement and section causes to increase cost.(4) affect use and unsightly.The height of increase end bridge
Degree will affect daylighting effect and building attractive in appearance.
Utility model content
To overcome the aforementioned drawback of prior art, the purpose of this utility model to be to provide one kind and can be used for corner post failure rear defence
The connection unit and suspention cable arrangement of Approaches for Progressive Collapse of Structures, is fallen with the continuity after preventing reinforced concrete structure corner post from failing
Collapse.
To reach above-mentioned purpose, the technical solution adopted in the utility model is as follows：
The utility model provide it is a kind of can be used for corner post fail rear defence Approaches for Progressive Collapse of Structures connection unit, and if by
Dry connection unit is at structure end across diagonally disposed from bottom to top layer and constitute suspention cable arrangement, connection unit one end drawknot
Structure end across beam-column joints, the other end is anchored in the beam column Section Point of upper strata.Structure end across beam-column joints and
Equal preformed hole in the beam column Section Point of upper strata, the end of the connection unit is anchored through preformed hole and using anchorage.
Specifically, a kind of corner post that can be used for fails the connection unit of rear defence Approaches for Progressive Collapse of Structures, including two sections of connecting lines and
One attachment means, two sections of connecting lines are fixedly connected to form the connection unit from both sides with the attachment means.
Further, it is preferable that the attachment means are connection box, the connection box is internally provided with for first paragraph to be connected
First piece of anchorage that one end of wiring is anchored in connection box, for one end of second segment connecting line to be anchored at the in connection box
Two pieces of anchorages.
Preferably, it is described connection box both sides be provided with circular hole respectively for first paragraph connecting line, the one of second segment connecting line
Stretch in connection box at end.
Preferably, two sections of connecting lines are first drag-line and second drag-line.
Preferably, the material that two sections of connecting lines are adopted is elimination stress wire or steel strand wires.
Preferably, the connection box is made using steel Q235 or Q345.
The suspention cable arrangement of the described connection unit that can be used for corner post failure rear defence Approaches for Progressive Collapse of Structures, by several
The connection unit at structure end across diagonally disposed from bottom to top layer and constitute, each connection unit one end drawknot structure end across
Beam-column joints, the other end is anchored in the beam column Section Point of upper strata.
Preferably, structure end across beam-column joints inside and upper strata beam column Section Point inside equal preformed hole, it is described
The end of connection unit is anchored through preformed hole and using dragline anchorage.
Preferably, in bean column node, the upper end of first drag-line adopts and is arranged on the first backing plate anchor-hold
First anchorage is fixed, and the first backing plate is arranged on the first pedestal, and the first stage supports are on the first bracket.First set jacket casing
Drag-line is protected not worn and torn by surrounding concrete and reduce node as far as possible because of caused weakening of boxing out first drag-line upper end；
The upper end of second drag-line is connected with the lower end for 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, fixed using the second anchorage being arranged on the second backing plate, the second backing plate is arranged at the second pedestal
On, the second stage supports are on the second bracket；Second sleeve is enclosed within the bottom of second drag-line.
There is advantages below and beneficial effect due to adopting above-mentioned technical proposal, the utility model：
The device that the utility model is provided can expeditiously improve corner post and remove the anti-continuous collapse performance of rear structure.Eliminate
The ultimate strength of stress wire or steel strand wires is higher, is a kind of material for being adapted to provide for larger pulling force.After corner post is removed, connection is single
Unit provides larger additional pulling force in the end of end bridge, improves the stress of end bridge, significantly lifts end bridge
Collapse resistant capacity.
The device reasonable stress that the utility model is provided.From from elevation of building, the beam and column shape of lower floor is stepped up at structure end
Squarely region, device is tilting on the diagonal in per layer of region, can within the specific limits be stretched and not produce pulling force.
In the structure normal stress stage, stratified deformation is little.Though now device is elongated on a small quantity, still in relaxation state, device is or not drag-line
Work, so that the work in structure normal stress stage is unaffected.Cause to hold bridge end to produce downwards when corner post is removed
During raw large deformation, device is tightened up and produces pulling force, prevents beam-ends to bottom offset, resisting structure continuous collapse.
The device that the utility model is provided can reduce the design amount of doing over again.Remove as fruit structure occurs continuous collapse after corner post,
According to increasing the depth of beam and arrangement of reinforcement of end bridge, shortening the measures such as end span length's degree, these measures are less efficient, it is often necessary to many
Secondary checking computations are until pass through.And the anti-continuous collapse efficiency for setting up this device is greatly improved, therefore general once checking computations can pass through, and return
Work amount is little.
The device good economy performance that the utility model is provided.The arrangement of reinforcement of increase end bridge and the measure in section are compared, is installed and is drawn
The expense of rope is relatively low.
The device strong adaptability that the utility model is provided.By changing connecting line length scale, structure end is suitable for across tool
There is the structure of different spans and deformation requirements.
Description of the drawings
Fig. 1 removes rear structure and continuous collapse schematic diagram occurs for corner post.
Fig. 2 is the structural facades deformation schematic diagram after the device that provides using the utility model under normal stress.
The structural facades deformation schematic diagram that Fig. 3 is the device that provided using the utility model after corner post is removed.
Fig. 4 is the structural representation of two sections of connecting lines of the utility model and connection box embodiment.
Fig. 5 is the anchoring schematic diagram of the utility model connecting line embodiment.
Fig. 6 is the side view of the utility model device.
Wherein：1-bottom the corner post that removes, 2-certain layer end bridge, 31-the first drag-line, 32-the second drag-line,
4-connection box, 51-the first piece of anchorage, 52-the second piece of anchorage, the 61-the first anchorage, the 62-the first backing plate, 63-First
Seat, the 64-the first bracket, the 65-the first sleeve.
Specific embodiment
Below in conjunction with the accompanying drawings illustrated embodiment is described in further detail to the utility model.
Embodiment 1
After removing bottom corner post 1, the superstructure of corner post 1 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, ties
The corner of structure will occur moderate finite deformation, as shown in figure 1, and continuous collapse may further occur.This example is drawn using suspention is arranged
Rope device carrys out enhancing structure progressive collapse-resisting ability.
Fig. 2 is the structural facades change after the device that provides using the utility model embodiment Suo Shi under normal stress
Shape schematic diagram.Some direction in length and breadth end across interior, the device is from from bottom to connection list diagonally disposed in per layer of top layer
Unit's composition.After bottom corner post is removed, structural corner produces moderate finite deformation, as shown in Figure 3.
The connection unit includes first drag-line, 31, second drag-line 32 of two connections 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 the inside of connection box 4 and be connected box inhaul
First piece of anchorage 51 is anchored so that the inserting end of first drag-line 31 is stayed in connection box 4 and can not deviate from；Likewise, described
One end of second drag-line 32 by connect the hole of opposite side on box 4 stretch into connection box 4 inside and be connected the of box inhaul
Two pieces of anchorages 52 are anchored so that the inserting end of second drag-line 32 is stayed in connection box 4 and can not deviate from, and is thus connected the company of being formed
Order unit, as shown in Figure 4 and Figure 6.
Anchor-hold is in bean column node, and construction is as shown in Figure 5.The upper end of first drag-line 31 adopts 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 upper end of drag-line 31, on the one hand protects drag-line not worn and torn by surrounding concrete,
On the other hand node is reduced as far as possible because of caused weakening of boxing out.The anchorage point of second drag-line 32 as shown in Figure 2 or Figure 3,
Anchoring process is identical with first drag-line 31, i.e., the upper end of second drag-line 32 is connected with the lower end for being connected box 4, second drawing
The bottom of rope 32 is connected in the bean column node at the diagonal position of first drag-line 31, using the be arranged on the second backing plate
Two anchorages are fixed, and the second backing plate is arranged on the second pedestal, and on the second bracket, second sleeve is enclosed within the second stage supports
The bottom (for the consideration of simplified form, numeral mark not being increased in figure) of second drag-line 32.
Ultimate Tensile power of the anchor force not less than drag-line so that drag-line will not occur fastening invalidation.Connection unit can be with little
Amount extends and does not produce pulling force.Under normal stress, according to《Seismic design provision in building code (GB 50011-2010)》、《It is high
Layer concrete structure technology code (JGJ 3-2010)》Regulation, storey sidesway angle (storey sidesway Δ0With the ratio of story height H) should
Less than its limit value [θe]：
Although connection unit is elongated after generation storey sidesway, but Yin Lasuo has length in reserve, without tight, does not produce
Pulling force, the former stress of structure is not changed in.
When corner post is removed, structural corner produces larger to bottom offset (as shown in Figure 3).First drag-line 31 and
The end anchorage 51 and 52 of two drag-lines 32 is intended to be close to connect the side wall of box 4, connection unit constantly elongation so that be tightened up and
Produce pulling force.Now, bridge 2 and the common stress of the utility model device are held, resists continuous collapse.End bridge 2 is received by original
Curved stress becomes press-bending composite force, and its moment of flexure at the section of end beam column Section Point increases with displacement and constantly increases
Greatly, it is possible to create plastic hinge.The utility model device then receives axial tension.If end bridge 2 and utility model device do not break
Bad, then continuous collapse will not occur.
Embodiment 2
Certain reinforced concrete frame structure bottom corner post is acted on by accidental load and destroyed.Build as six layers of Shanghai somewhere
Office building, horizontal 6m × 3 are across longitudinal 6m × 5 are across floor height 3.6m.Seismic behavior is three-level, and fortification intensity is 7 degree (0.1g), field
Ground great soil group not be IV class, classification of design earthquake be one group, Class C building, design life be 50 years, surface roughness is B
Class, fundamental wind pressure ω0=0.55N/mm2.Floor thickness be 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, it is living
Carry standard value 2.0kN/m2, dead load 9.9kN/m (wall and deadweight are filled 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 cut at nearly second bearing of bottom longitudinal end bridge
The limit hogging moment M in faceu=381kNm.
Carry out bottom corner post and remove rear progressive collapse-resisting checking computations.It is assumed that each layer resists independently of one another continuous collapse, and
In x to also each working independently with Y-direction.By two layers of x to as a example by the bridge of end, after moving post, end bridge can approximately be simplified to one end
Hold-down support, the single beam of one end sliding support carry out force analysis, the clamped end moment M of correspondence0=622kNm.Due to M0>
Mu, then structure corner post failure after Progressive Collapse can occur.
To lift anti-continuous collapse ability, at second layer end in unit diagonally disposed 9, suspention steel strand wires device
7As15.2, every steel strand wires area Ags=140mm2, the total 1260mm of 9 steel strand wires areas2, steel strand wires elastic modulus Egs=
1.95×105MPa, now checks whether structure occurs continuous collapse.
The end bridge that pairing approximation simplifies further is analyzed.After corner post failure, three kinds of load actions are received on beam：Filling out on beam
Fill the uniform line load q that the deadweight of wall and beam causes1；By the uniform area load q of two-way floor2The load passed on beam；Bottom angle
After post failure, load q of two layers of corner post Gravitative Loads of surface in beam-ends3.The action breaks of suspention steel strand wires are 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=381kNm
The load that the corner post failure back rest is undertaken is respectively：
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 failure should be dynamic action for beam, it is considered to which load is multiplied by into dynamic magnification factor βc=2.0, correspondence load
Respectively：
q1'=βcq1=19.8kN/m
q2'=βcq2=14kN/m2
q3'=βcq3=39kN
Then the actual moment of flexure of bearing in the clamped end of beam is：
M0=q1′m1+q′2m2+q3′m3=19.8 × 12+14 × 19.125+39 × 3 ≈ 622kN
Wherein, m1The moment at beam clamped end when acting on for unit vertical uniform load
m2For unit flooring Uniform Load when the clamped end of beam moment
m3For the moment at the vertical Concentrated load of unit clamped end of beam in sliding end
Because M0>Mu, therefore structure can occur Progressive Collapse after corner post failure.
The initial length of connection unit is 6.997m.There is the storey sidesway Δ that specification is allowed in structure in connection unit0When
Do not play a role.Thus the maximum length that can determine that the not tight stress of connection unit is 7.003m.After bottom corner post is removed, end
The sliding support end tenesmus of bridge, connection unit is gradually elongated.From geometrical relationship, when under the sliding support end of end bridge
When pendant displacement reaches 11mm, connection unit reaches and loosens the maximum length puted up.Afterwards, if under the sliding support end of end bridge
Pendant displacement continues to increase, then connection unit will be tightened up and produce pulling force.
If connection unit is tightened up and produces pulling force, pulling force can be analyzed to horizontal component FxWith vertical force component Fy.Then beam is consolidated
The moment M of Zhi Duan is with axle power N：
M=M0-βcFy·m3≈(622-6Fy)kN·m
The rigidity of beam adopts short-term
Wherein As,EsThe area of reinforcement and elastic modelling quantity are represented respectively；h0Represent beam section effective depth；ψ represented and indulged between crack
Nonuniformity coefficient is strained to tension reinforcement, is 0.57 in this example；ρ represents the ratio of reinforcement；βc=2.0 expression power are put
Big coefficient.The sliding end displacement components u that then other loads cause in addition to drag-line0For：
Wherein Mi=qimiFor load qiBeam clamped end moment of flexure during effect；siFor load qiThe corresponding coefficient of form, i=1,2,
3。
The displacement components u of sliding end is represented by the form in (2) formula：
According to(2) formula is substituted into and is asked for EgsAgsExamination
Calculate, until acquired results are located inside the M-N correlation curves in beam left end section, now beam left end section stress safety.For this
Example tentative calculation solves u=16.0mm, Fy=39.6kN, Fx=N=66.0kN.Now M=M0-βcFy·m3=384kNm, generation
Enter the checking computations of beam section M-N correlation curves and understand that beam is not up to ultimate limit state, i.e. beam and does not destroy.
In sum, at second layer end in unit diagonally disposed suspention steel strand wires 9 7A of devicesWhen 15.2, above-mentioned meter
Show, structure will not occur continuous collapse.
If by it is diagonally disposed suspention steel strand wires increase to 19, Computing Principle ibid, the Live Loads on Floors in Buildings that can be undertaken from
2.0kN/m2Increase to 4.0kN/m2, the anti-continuous collapse ability of structure improves 4.0/2.0=2 times.
It can be seen that, the utility model can be resisted by changing relevant parameter (such as changing the radical of steel strand wires) according to different
Continuous collapse requirement, improves the anti-continuous collapse performance of structure.
The above-mentioned description to embodiment is understood that for ease of those skilled in the art and using this reality
With new.Person skilled in the art obviously easily can make various modifications to these embodiments, and here is said
Bright General Principle is applied in other embodiment without through performing creative labour.Therefore, the utility model is not limited to this
In embodiment, those skilled in the art according to announcement of the present utility model, without departing from changing that the utility model category is made
Entering and change all should be within protection domain of the present utility model.
Claims (6)
1. a kind of corner post fails the connection unit of rear defence Approaches for Progressive Collapse of Structures, it is characterised in that：Including two sections of connecting lines and one
Attachment means, two sections of connecting lines are fixedly connected to form the connection unit from both sides with the attachment means；
The attachment means are connection box (4), and connection box (4) is internally provided with for by one end anchor of first paragraph connecting line
Gu connecting first piece of anchorage (51) in box (4), connecting second in box (4) for one end of second segment connecting line to be anchored at
Block anchorage (52)；
The both sides of connection box (4) are provided with circular hole and stretch into company for one end of first paragraph connecting line, second segment connecting line respectively
In connecing box (4)；
Two sections of connecting lines are first drag-line (31) and second drag-line (32).
2. corner post according to claim 1 fails the connection unit of rear defence Approaches for Progressive Collapse of Structures, it is characterised in that：Described two
The material that section connecting line is adopted is for elimination stress wire or steel strand wires.
3. corner post according to claim 1 fails the connection unit of rear defence Approaches for Progressive Collapse of Structures, it is characterised in that：The company
Connect box (4) to make using steel Q235 or Q345.
4. a kind of corner post fails the suspention cable arrangement of rear defence Approaches for Progressive Collapse of Structures, it is characterised in that：By several claims 1
Into 3 arbitrary described connection unit at structure end across diagonally disposed from bottom to top layer and constitute, each connection unit one end
Drawknot structure end across beam-column joints, the other end is anchored in the beam column Section Point of upper strata.
5. corner post according to claim 4 fails the suspention cable arrangement of rear defence Approaches for Progressive Collapse of Structures, it is characterised in that：
Structure end across beam-column joints inside and upper strata beam column Section Point inside preformed hole, the end of the connection unit passes through
Preformed hole is simultaneously anchored using dragline anchorage.
6. corner post according to claim 4 fails the suspention cable arrangement of rear defence Approaches for Progressive Collapse of Structures, it is characterised in that：Draw
Rope is anchored in bean column node, and the upper end of first drag-line (31) is using the first anchorage being arranged on the first backing plate (62)
(61) fixed, the first backing plate (62) is arranged on the first pedestal (63), the first pedestal (63) is supported on the first bracket (64)
On；First sleeve (65) is enclosed within first drag-line (31) upper end and protects drag-line not worn and torn by surrounding concrete and reduced as far as possible
Node is because of caused weakening of boxing out；The upper end of second drag-line (32) is connected with the lower end for being connected box (4), second drag-line
(32) bottom is connected in the bean column node at the diagonal position of first drag-line (31), using 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 are on the second bracket；Second sleeve is enclosed within
The bottom of second drag-line (32).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620764140.0U CN206128672U (en) | 2016-07-19 | 2016-07-19 | Linkage unit that corner post inefficacy rear defence structure is collapsed in succession and suspend cable device in midair |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620764140.0U CN206128672U (en) | 2016-07-19 | 2016-07-19 | Linkage unit that corner post inefficacy rear defence structure is collapsed in succession and suspend cable device in midair |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN206128672U true CN206128672U (en) | 2017-04-26 |
Family
ID=58562558
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201620764140.0U Expired - Fee Related CN206128672U (en) | 2016-07-19 | 2016-07-19 | Linkage unit that corner post inefficacy rear defence structure is collapsed in succession and suspend cable device in midair |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN206128672U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112900614A (en) * | 2021-01-20 | 2021-06-04 | 同济大学 | Anti-continuous collapse method suitable for steel-concrete combined structure |
| CN113136992A (en) * | 2021-04-30 | 2021-07-20 | 上海二十冶建设有限公司 | Method for accurately forming high-altitude large-inclination-angle flexible formwork tied concrete wall |
-
2016
- 2016-07-19 CN CN201620764140.0U patent/CN206128672U/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112900614A (en) * | 2021-01-20 | 2021-06-04 | 同济大学 | Anti-continuous collapse method suitable for steel-concrete combined structure |
| CN113136992A (en) * | 2021-04-30 | 2021-07-20 | 上海二十冶建设有限公司 | Method for accurately forming high-altitude large-inclination-angle flexible formwork tied concrete wall |
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