CN104806032A - Steel strand mesh device with adjustable external resistance for preventing structure from continuous collapsing - Google Patents
Steel strand mesh device with adjustable external resistance for preventing structure from continuous collapsing Download PDFInfo
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- CN104806032A CN104806032A CN201510091431.8A CN201510091431A CN104806032A CN 104806032 A CN104806032 A CN 104806032A CN 201510091431 A CN201510091431 A CN 201510091431A CN 104806032 A CN104806032 A CN 104806032A
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Abstract
The invention provides a steel strand mesh device with an adjustable external resistance for preventing a structure from continuous collapsing. The steel strand mesh device is formed by connecting several connecting units in the manner of criss-cross; each of the connecting units comprises two connecting wires and a connecting device; the two connecting wires are connected through the connecting device to form a connecting unit. The connecting wires are steel strands (4), and the connecting device is a connecting box (5); the inner part of the connecting box (5) is orderly provided with a first anchor tool (61), a second anchor tool (62), a high-intensity steel block (7), a first steel plate (8), a second steel plate (9), and a third steel plate (10). The steel strand mesh device is high in efficiency, good in economical efficiency and free from influence on building appearance.
Description
Technical field
The invention belongs to technical field of civil engineering, relate to and be a kind ofly positioned at that structure is outer, drag is adjustable, the device of anti-Approaches for Progressive Collapse of Structures.
Background technology
Some building constructions, because of its reason such as functional characteristics, geographical position, may suffer the effect of incidental load within its military service phase, as met with the violent earthquake, gas explosion, the terrorist bombings, Vehicular impact etc. of super design level far away.Incidental load can cause building structure local failure, caves in, engineering is referred to as Progressive Collapse if destroy to spread further and cause structure large area.Structural continuity collapses greatly life-threatening property safety, and can produce serious social influence.Historic example is that in the calendar year 2001 U.S. 911 event, World Trade Center collapses.Therefore, the anti-continuous collapse ability improving important feature is significant.In China " Code for design of concrete structures (GB50010-2010) ", anti-continuous collapse design principles is specified.
After certain vertical member of structure is destroyed by incidental load, horizontal member (beam and floor) produces downward vertical displacement at this vertical member place.The raising of anti-drag of collapsing, in the main anti-bending strength relying on horizontal member in early stage, at the Catenary action that the later stage mainly relies on the longitudinal reinforcement in beam and floor to be formed, as shown in Figure 1.If the vertical load of this vertical member upper floor is comparatively large, then the longitudinal reinforcement in horizontal member is finally pulled off, and anti-continuous collapse drag exhausts, structure generation continuous collapse.
At present, the anti-continuous collapse method for designing of structure is the Method for Checking based on traditional design method.First traditional design is carried out to structure, then consider to carry out anti-continuous collapse design respectively by the anti-continuous collapse calling hierarchy that structure is corresponding.For Important building, usually employing moves post method (or removing other vertical supporting members as shear wall) and checks the anti-continuous collapse ability of structure.If after removing certain root post, structure continuous collapse does not occur, then calculate and pass through, maintain former design.Otherwise, add arrangement of reinforcement or the cross section of crossbeam or post, improve structural limits supporting capacity, pass through until calculate.
Increase associated components arrangement of reinforcement or cross section is adopted to have the following disadvantages with the method improving anti-continuous collapse performance: (1) efficiency is not high.Because the ultimate strength of building iron is not high, thus increase reinforcing bar to improve the limited use of Catenary action.(2) uneconomical.Component overreinforced may be caused after reinforcing bar increases, thus expandable member cross section of having to, increase cost.(3) unsightly.Easily formed after increasing section " the fertile post of wide beam ", impact building is attractive in appearance.
Summary of the invention
For overcoming now methodical defect, the object of this invention is to provide a kind of external drag adjustable steel twisted wire net arrangement utilizing the anti-Approaches for Progressive Collapse of Structures of steel plate shearing resistance, efficiently and economically can improve the anti-continuous collapse performance of structure, be applicable to reinforced concrete structure.
For achieving the above object, the technical solution used in the present invention is as follows:
The invention provides a kind of external drag adjustable steel twisted wire net arrangement of anti-Approaches for Progressive Collapse of Structures, connect to form by several linkage units are crisscross, described linkage unit comprises two sections of connecting lines and linkage, and described two sections of connecting lines are connected to form linkage unit by described linkage.
Described connecting line is steel strand.
Described linkage is connecting box, and described connecting box inside is disposed with first piece of ground tackle, second piece of ground tackle, high strength bloom, the first block plate, the second block plate, the 3rd block plate.Utilize the first block plate, the second block plate, the 3rd block plate successively sheared destruction drag is provided.
The both sides of described connecting box are provided with circular hole.
The sidewall of described first piece of ground tackle next-door neighbour connecting box is arranged, and described second piece of ground tackle next-door neighbour high strength bloom is arranged.
One section of connecting line in described two sections of connecting lines stretches in a circular hole, the first piece of ground tackle arranged with the sidewall being close to connecting box in described connecting box is connected, described another section of connecting line stretches in another circular hole, successively through the preformed hole in the 3rd block plate, the second block plate, the first block plate, high strength bloom, be connected with second piece of ground tackle of next-door neighbour's high strength bloom.
The interval of described high strength bloom and the first block plate, the second block plate, the 3rd block plate is respectively D
1, D
2, D
3, wherein: D
1=0.3D
3, D
2=0.6D
3.
The material of described first block plate, the second block plate, the 3rd block plate is Q390 steel, ultimate shearing strength 190MPa.
The material of described high strength bloom is Q420 steel, ultimate shearing strength 195MPa.
For general civilian construction, the thickness of described first block plate, the second block plate, the 3rd block plate is 100 ~ 120mm, and width is 10 ~ 50mm.
The present invention compared with the existing technology, has the following advantages and beneficial effect:
Device provided by the invention can improve the anti-continuous collapse performance of structure expeditiously.The ultimate strength of steel strand is about 3 ~ 4 times of reinforcing bar ultimate strength, and compare the drag adopting and increase reinforcing bar and produce to improve Catenary action, efficiency is high.
Device good economy performance provided by the invention.Steel strand are arranged on horizontal member outside, do not affect the flexural property of component, only participate in stressed in the Catenary action stage; Thus, solve and increase the overreinforced of reinforcing bar generation and the problem of increasing section, avoid " the fertile post of wide beam ".
It is attractive in appearance that device provided by the invention does not affect building.Steel strand and connecting box are close to bottom beam, substantially do not take building height, also do not affect visual appearance if any furred ceiling.
Device strong adaptability provided by the invention.By changing drag and displacement, the structure of different spans, beam slab arrangement of reinforcement can be adapted to.
Accompanying drawing explanation
Fig. 1 is the schematic diagram of anti-Approaches for Progressive Collapse of Structures drag and vertical displacement relation.
Fig. 2 is the schematic diagram adopting device rear defence Approaches for Progressive Collapse of Structures performance provided by the invention to improve.
The structure upward view of the external drag adjustable steel twisted wire net arrangement that Fig. 3 is Approaches for Progressive Collapse of Structures anti-shown in embodiment.
The side schematic view of the external drag adjustable steel twisted wire net arrangement that Fig. 4 is Approaches for Progressive Collapse of Structures anti-shown in Fig. 3.
Fig. 5 is the structural representation of connecting box inside.
Fig. 6 is connecting box lateral view.
Wherein: 1 is horizontal member beam, 2 is horizontal member plate, and 3 is vertical member post, and 4 is steel strand, and 5 is connecting box, and 61 is first piece of ground tackle, and 62 is second piece of ground tackle, and 7 is high strength bloom, and 8 is the first block plate, and 9 is the second block plate, and 10 is the 3rd block plate.
Detailed description of the invention
Below in conjunction with accompanying drawing illustrated embodiment, the present invention is further detailed explanation.
Embodiment 1
As shown in Figure 3 and Figure 4, the structure upward view of Fig. 3 external drag adjustable steel twisted wire net arrangement that is Approaches for Progressive Collapse of Structures anti-shown in embodiment; The side schematic view of the external drag adjustable steel twisted wire net arrangement that Fig. 4 is Approaches for Progressive Collapse of Structures anti-shown in Fig. 3.A kind of external drag adjustable steel twisted wire net arrangement of anti-Approaches for Progressive Collapse of Structures, connect to form by several linkage units are crisscross, described linkage unit comprises two sections of connecting lines and linkage, and described two sections of connecting lines are connected to form linkage unit by described linkage; Connecting line is steel strand 4.All steel strand are through in length and breadth in node area, thus below floor, form netted layout.Horizontal and vertical often across girder arranged beneath.
One end often across steel strand under beam is connected across device in beam with adjacent through node area, and the other end is connected with connecting box by ground tackle, and shape is as "-mouth-".End bay steel strand anchoring in vertical reinforcement concrete component top (below node area), and need ensure anchorage length, makes anchored force be not less than the Ultimate Tensile power of steel strand.Often being fixed on beam bottom every a segment distance by withholding across two sections of steel strand under beam and a connecting box, not dropping, thus substantially not taking building height.
Described linkage is connecting box 5, and described connecting box 5 inside is disposed with first piece of ground tackle, 61, second piece of ground tackle 62, high strength bloom 7, first block plate 8, second block plate 9, the 3rd block plate 10; The both sides of connecting box 5 are provided with circular hole.As shown in Figure 5 and Figure 6, Fig. 5 is the structural representation of connecting box inside; Fig. 6 is connecting box lateral view.Described connecting box has the input-output function of multistage input pulling force-output drag/displacement.For 3 grades, when namely outside inputs the load constantly increased, export additional resistive F
1, F
2, F
3and corresponding displacement D
1, D
2, D
3.Here, F
1<F
2<F
3and D
1<D
2<D
3.
For realizing described connecting box input pulling force-output displacement function, arrange the steel plate that three fritter spacing do not wait in connecting box 5, they are subject to a high strength bloom 7 and are cut effect successively.When the two ends steel strand be connected with connecting box 5 start tension extend time, high strength bloom 7 slides a segment distance D
1after, first contact the first block plate 8 and make it to be cut, when pulling force reaches F
1time the first block plate 8 cut off.Then, high strength bloom 7 adds up displacement D
2contact with the second block plate 9 and make it to be cut, pulling force reaches F
2time the second block plate 9 cut off.Similarly, accumulative displacement D
3shi Lali reaches F
3, the 3rd block plate 10 is cut off.Here, by rationally arranging the spacing of three little block plates, displacement D can be realized
1~ D
3.
The sidewall that described first piece of ground tackle 61 is close to connecting box 5 is arranged, and described second piece of ground tackle 62 is close to high strength bloom 7 and arranges.One section of connecting line in described two sections of connecting lines stretches in a circular hole, the first piece of ground tackle 61 arranged with the sidewall being close to connecting box 5 in described connecting box 5 is connected, described another section of connecting line stretches in another circular hole, successively through the preformed hole in the 3rd block plate 10, second block plate 9, first block plate 8, high strength bloom 7, be connected with second piece of ground tackle 62 of next-door neighbour's high strength bloom 7.
The material of described first block plate 8, second block plate 9, the 3rd block plate 10 is Q390 steel, ultimate shearing strength 190MPa.
The material of described high strength bloom 7 is Q420 steel, ultimate shearing strength 195MPa.
For general civilian construction, the thickness of described first block plate 8, second block plate 9, the 3rd block plate 10 is 100 ~ 120mm, and width is 10 ~ 50mm.
Fig. 2 is the schematic diagram adopting device rear defence Approaches for Progressive Collapse of Structures performance provided by the invention to improve.When certain vertical member in structure is subject to incidental load effect and after destroying, vertical or horizontal in structure, adjacent two across horizontal member beam 1 (i.e. beam and floor) produce to bottom offset by the vertical uniform load q of upper floor.In stressed early stage, horizontal member beam 1 and horizontal member plate 2 are by producing anti-continuous collapse drag by curved effect.Now, external drag adjustable steel twisted wire net arrangement is inoperative.Enter the stressed later stage when reaching by curved ultimate bearing capacity (i.e. A point), horizontal member beam 1 and horizontal member plate 2 produce anti-continuous collapse drag mainly through Catenary action.Now apparatus of the present invention participation work, also produces Catenary action.After making two catenary line effect superpositions, have better effects, when the spaning middle section vertical displacement of horizontal member after removing vertical member need be made to reach maximum, vertical displacement of the present invention also reaches maximum, and it is the most remarkable that anti-like this continuous collapse drag improves degree.Key of the present invention is exactly realize this process.The maximum vertical displacement S of horizontal member spaning middle section after vertical member is determined to remove in advance according to the information such as structural span, arrangement of reinforcement
3.Then maximum horizontal displacement D is set
3, make D
3with maximum vertical displacement S
3occur simultaneously.The interval of described high strength bloom 7 and the first block plate 8, second block plate 9, the 3rd block plate 10 is respectively D
1, D
2, D
3, wherein: D
1=0.3D
3, D
2=0.6D
3, D
3depend on the maximum vertical displacement S at horizontal member span centre place
3(formula (1) is shown in calculating).After vertical member post 3 removes, horizontal member, by curved and produce downward vertical displacement at span centre, when reaching the bend-carrying capacity limit, produce span centre vertical displacement and being set to S
0.After this bearing capacity reduces, and the vertical displacement of horizontal member continues to increase, and this device starts to participate in work, former vertical member adjacent two across two sections of steel strand and the total length of connecting box thereupon elongated.If ignore the elongation that steel strand are small, then the displacement D of high-strength bloom in the connecting box of side
iwith vertical displacement S
ibetween have following relation (i=1,2,3):
D
2＝0.6D
3
D
1＝0.3D
3
L
1, L
2---the span of two beams of composition catenary mechanism;
S
0---when not applying this device, after removing vertical member post 3, the vertical displacement occurred when the spaning middle section of beam reaches the bend-carrying capacity limit;
S
i---when not applying this device, after removing vertical member post 3, the control point of the spaning middle section vertical displacement of the beam chosen; Wherein S
3for the maximum vertical amount of deflection of permitting in girder span, get 1/5 of the most short beam span in redistribution of internal force region.
When after steel strand tension, high strength bloom 7 will make the first block plate 8, second block plate 9, the 3rd block plate 10 is cut successively and destroys, and produce additional resistive F
i(i=1,2,3):
W
i---the surface of shear width of the i-th block plate;
T
i---the surface of shear height of steel plate;
F
v---steel plate ultimate shearing strength.
When the i-th block plate is cut up, the additional vertical uniform load q that device can be born
ifor:
β
c---suspension cable mechanism elastoplasticity draw knot force correction factor, get 1.34.
L
1,, L
2---the span of two beams of composition catenary mechanism;
S
0---when not applying this device, after removing vertical member post 3, the vertical displacement occurred when the spaning middle section of beam reaches the bend-carrying capacity limit;
S
i---when not applying this device, after removing vertical member post 3, the control point of the spaning middle section vertical displacement of the beam chosen; Wherein S
3for the maximum vertical amount of deflection of permitting in girder span, get 1/5 of the most short beam span in redistribution of internal force region;
W
i---the surface of shear width of the i-th block plate;
T
i---the surface of shear height of steel plate;
F
v---steel plate ultimate shearing strength.
Embodiment 2
Certain reinforced concrete frame structure bottom post destroys by incidental load effect.Its longitudinal direction adjacent two is across being 5m, configuration can produce the reinforcing bar 4C14 (C represents bar types HRB400, lower same) of Catenary action, and all wiring dead loads standard value acted on horizontal member is 5kN/m, the mobile load standard value that all connects up is 3kN/m, and reinforcing bar ultimate tensile strength is 540MPa.The vertical displacement S of span centre when reinforcing bar is broken
3for 1m, then the uniform line load design load of the maximum vertical can born is 9.93kN/m.
For improving anti-continuous collapse drag, below beam section, configure two sections of 10A
s15.2 (ultimate tensile intensity is 1860MPa) steel strand and connecting boxes.First block plate 8, second block plate 9 in connecting box, the 3rd block plate 10 is thick is 100mm, be widely respectively 10,20,30mm.Output displacement D
3corresponding vertical displacement S
3, can the vertical uniform line load of extra reception be 22.69kN/m.The vertical uniform line load design load then altogether can born is 9.93+22.69=32.62kN/m.Concrete computational process is as follows:
The reinforcing bar ultimate tension of the produced Catenary action of original structure configuration is:
F
T1＝f
uA＝540×4×(14÷2)
2×π×10
-3＝332.51kN
The uniform line load design load of the maximum vertical that can bear is:
Wherein, 2.0 is dynamic magnification factor.
Visible, the reinforcing bar of the produced Catenary action of original structure configuration is not enough to bear the vertical uniform line load after considering dynamic effect, and structure continuous collapse will occur.
After adopting this device, the uniform line load design load of maximum vertical that this device can be born is:
Wherein, S
0l is got according to regulation in " GB50010-2010 "
0/ 200, much smaller than S
3, therefore omit in the calculation.
Required steel strand lowest pull is:
Institute joins the available practical limit pulling force of steel strand and is:
F
Ts＝f
usA＝10×(15.2÷2)
2×π×1860×10
-3＝3375.13kN>F
Tmin
Namely steel strand available practical limit pulling force is greater than required pulling force, and structure continuous collapse does not occur.
The vertical uniform line load design load can born after arranging this device is total up to 9.93+22.69=32.62kN/m>13kN/m, visible, and the present invention can significantly improve the anti-continuous collapse performance of structure.
Embodiment 3
Certain reinforced concrete frame structure bottom post destroys by incidental load effect.Its longitudinal direction adjacent two is across equal 9m, and configuration can produce the reinforcing bar 6C25 of Catenary action, and all wiring dead loads standard value acted on horizontal member is 7.5kN/m, and the mobile load standard value that all connects up is 4.5kN/m.Reinforcing bar ultimate strength is 540MPa.The vertical displacement S at post place is removed when reinforcing bar is broken
3for 1.8m, the uniform line load design load of the maximum vertical that can bear is 26.37kN/m.
For improving anti-continuous collapse drag, configure two sections of 10A
s17.8 (ultimate tensile intensity is 1960MPa) steel strand connecting box.First block plate 8, second block plate 9 in connecting box, the 3rd block plate 10 is thick is 120mm, be widely respectively 30,40,50mm.Output displacement D
3corresponding vertical displacement S
3, can the vertical uniform line load design load of extra reception be 25.21kN/m.The vertical uniform line load design load then altogether can born is 26.37+25.21=51.58kN/m.
Concrete computational process is as follows:
The reinforcing bar ultimate tension of the produced Catenary action of original structure configuration is:
F
T1＝f
uA＝540×6×(25÷2)
2×π×10
-3＝1590.43kN
The uniform line load design load of the maximum vertical that can bear is:
Visible, the reinforcing bar of the produced Catenary action that original structure is arranged can bear the vertical uniform line load after considering dynamic effect.
Arrange that this device can the anti-continuous collapse ability of lift structure further.The uniform line load design load of maximum vertical that this device is born is:
Required steel strand lowest pull is:
Institute joins the available practical limit pulling force of steel strand and is:
F
Ts＝f
usA＝10×(17.8÷2)
2×π×1960×10
-3＝4877.37kN>F
Tmin
Namely steel strand available practical limit pulling force is greater than required pulling force.
Therefore, the reinforcing bar of the produced Catenary action of original structure configuration can bear the uniform line load of maximum vertical of structure, significantly can also increase the drag of structure, can reach about 2 times of original structure after arranging this device.
Visible, the present invention, by changing relevant parameter, can adapt to the situations such as different structural spans and arrangement of reinforcement preferably, improves the anti-continuous collapse performance of structure.
Above-mentioned is can understand and apply the invention for ease of those skilled in the art to the description of embodiment.Person skilled in the art obviously easily can make various amendment to these embodiments, and General Principle described herein is applied in other embodiments and need not through performing creative labour.Therefore, the invention is not restricted to embodiment here, those skilled in the art, according to announcement of the present invention, do not depart from improvement that scope makes and amendment all should within protection scope of the present invention.
Claims (10)
1. the external drag adjustable steel twisted wire net arrangement of an anti-Approaches for Progressive Collapse of Structures, it is characterized in that: be connect to form by several linkage units are crisscross, described linkage unit comprises two sections of connecting lines and linkage, and described two sections of connecting lines are connected to form linkage unit by described linkage.
2. the external drag adjustable steel twisted wire net arrangement of anti-Approaches for Progressive Collapse of Structures according to claim 1, is characterized in that: described connecting line is steel strand (4).
3. the external drag adjustable steel twisted wire net arrangement of anti-Approaches for Progressive Collapse of Structures according to claim 1, it is characterized in that: described linkage is connecting box (5), described connecting box (5) inside is disposed with first piece of ground tackle (61), second piece of ground tackle (62), high strength bloom (7), the first block plate (8), the second block plate (9), the 3rd block plate (10).
4. the external drag adjustable steel twisted wire net arrangement of anti-Approaches for Progressive Collapse of Structures according to claim 3, is characterized in that: the both sides of described connecting box (5) are provided with circular hole.
5. the external drag adjustable steel twisted wire net arrangement of anti-Approaches for Progressive Collapse of Structures according to claim 3, it is characterized in that: the sidewall of described first piece of ground tackle (61) next-door neighbour's connecting box (5) is arranged, described second piece of ground tackle (62) next-door neighbour's high strength bloom (7) is arranged.
6. the external drag adjustable steel twisted wire net arrangement of anti-Approaches for Progressive Collapse of Structures according to claim 5, it is characterized in that: one section of connecting line in described two sections of connecting lines stretches in a circular hole, the first piece of ground tackle (61) arranged with the sidewall being close to connecting box (5) in described connecting box (5) is connected, described another section of connecting line stretches in another circular hole, successively through the 3rd block plate (10), second block plate (9), first block plate (8), preformed hole in high strength bloom (7), be connected with second piece of ground tackle (62) of next-door neighbour's high strength bloom (7).
7. the external drag adjustable steel twisted wire net arrangement of anti-Approaches for Progressive Collapse of Structures according to claim 3, is characterized in that: the interval of described high strength bloom (7) and the first block plate (8), the second block plate (9), the 3rd block plate (10) is respectively D
1, D
2, D
3, wherein: D
1=0.3D
3, D
2=0.6D
3.
8. the external drag adjustable steel twisted wire net arrangement of anti-Approaches for Progressive Collapse of Structures according to claim 3, it is characterized in that: the material of described first block plate (8), the second block plate (9), the 3rd block plate (10) is Q390 steel, ultimate shearing strength 190MPa.
9. the external drag adjustable steel twisted wire net arrangement of anti-Approaches for Progressive Collapse of Structures according to claim 3, is characterized in that: the material of described high strength bloom (7) is Q420 steel, ultimate shearing strength 195MPa.
10. the external drag adjustable steel twisted wire net arrangement of anti-Approaches for Progressive Collapse of Structures according to claim 3, it is characterized in that: the thickness of described first block plate (8), the second block plate (9), the 3rd block plate (10) is 100 ~ 120mm, and width is 10 ~ 50mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510091431.8A CN104806032B (en) | 2015-02-28 | 2015-02-28 | Steel strand mesh device with adjustable external resistance for preventing reinforced concrete structure from continuous collapsing |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510091431.8A CN104806032B (en) | 2015-02-28 | 2015-02-28 | Steel strand mesh device with adjustable external resistance for preventing reinforced concrete structure from continuous collapsing |
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| Publication Number | Publication Date |
|---|---|
| CN104806032A true CN104806032A (en) | 2015-07-29 |
| CN104806032B CN104806032B (en) | 2017-02-22 |
Family
ID=53691194
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|---|---|---|---|
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| CN106320163B (en) * | 2016-08-31 | 2017-12-05 | 中国路桥工程有限责任公司 | A kind of elastoplasticity damping rope for Longspan Bridge horizontal shock-absorbing |
| CN109057391A (en) * | 2018-08-24 | 2018-12-21 | 西安建筑科技大学 | It is a kind of for preventing the local stiffening structure of steel-frame structure continuous collapse |
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