CN104727568A - External steel strand net device preventing structure continuous collapse through tensile strength of steel rods - Google Patents
External steel strand net device preventing structure continuous collapse through tensile strength of steel rods Download PDFInfo
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- CN104727568A CN104727568A CN201510091836.1A CN201510091836A CN104727568A CN 104727568 A CN104727568 A CN 104727568A CN 201510091836 A CN201510091836 A CN 201510091836A CN 104727568 A CN104727568 A CN 104727568A
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Abstract
The invention provides an external resistance-adjustable steel strand net device preventing structure continuous collapse through tensile strength of steel rods. The steel strand net device is formed by connecting a plurality of connecting units in a criss-cross mode. Each connecting unit comprises two connecting wires and a connecting device, wherein the two connecting wires are connected through the connecting device to form the connecting unit. The connecting wires are steel strands (4), the connecting devices are connecting boxes (5), and a plurality of anchors, a high-strength steel block (7), two first-level steel rods, two second-level steel rods and two third-level steel rods are arranged in each connecting box (5). The steel strand net device has the advantages of being high in efficiency, good in economy and capable of not affecting attractiveness of buildings.
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 carries out traditional design to structure, then considers 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 the external steel wire mesh device that one utilizes the anti-Approaches for Progressive Collapse of Structures of steel rod (or shorter lengths of rebar) tension, 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 steel wire mesh device utilizing the anti-Approaches for Progressive Collapse of Structures of steel rod tension, 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 provided with multiple ground tackle, high strength bloom, two one-level steel rods, two secondary steel rods, two grade III steel rods.
One section of connecting line in described two sections of connecting lines, the 9th circular hole arranged by connecting box side stretches into the inside of connecting box, the first piece of ground tackle arranged with next-door neighbour's connecting box inside wall is connected, another section of connecting line stretches into the inside of connecting box by first circular hole that connecting box opposite side is arranged, and through second circular hole that high strength bloom is provided with, the second piece of ground tackle arranged with next-door neighbour's high strength bloom is connected.
Described two one-level steel rods are first one-level steel rod and second one-level steel rod, lay respectively at the both sides of connecting line; The tenth circular hole that one end of described first one-level steel rod is arranged by connecting box side stretches out connecting box, and be connected with the 3rd piece of ground tackle that next-door neighbour's connecting box lateral wall is arranged, three circular hole of the other end by high strength bloom is arranged of described first one-level steel rod, and extending a segment distance, its end is connected with the 4th piece of ground tackle; The 13 circular hole that one end of described second one-level steel rod is arranged by connecting box side stretches out connecting box, and be connected with the 5th piece of ground tackle that next-door neighbour's connecting box lateral wall is arranged, six circular hole of the other end by high strength bloom is arranged of described second one-level steel rod, and extending a segment distance, its end is connected with the 6th piece of ground tackle.
Described two secondary steel rods are first secondary steel rod and second secondary steel rod, and described first secondary steel rod is positioned at the outside of first one-level steel rod, and described second secondary steel rod is positioned at the outside of second one-level steel rod; The 11 circular hole that one end of described first secondary steel rod is arranged by connecting box side stretches out connecting box, and be connected with the 7th piece of ground tackle that next-door neighbour's connecting box lateral wall is arranged, four circular hole of the other end by high strength bloom is arranged of described first secondary steel rod, and extending a segment distance, its end is connected with the 8th piece of ground tackle; The 14 circular hole that one end of described second secondary steel rod is arranged by connecting box side stretches out connecting box, and be connected with the 9th piece of ground tackle that next-door neighbour's connecting box lateral wall is arranged, seven circular hole of the other end by high strength bloom is arranged of described second secondary steel rod, and extending a segment distance, its end is connected with the tenth piece of ground tackle.
Described two grade III steel rods are first grade III steel rod and second grade III steel rod, and described first grade III steel rod is positioned at the outside of first secondary steel rod, and described second grade III steel rod is positioned at the outside of second secondary steel rod; The 12 circular hole that one end of described first grade III steel rod is arranged by connecting box side stretches out connecting box, and be connected with the 11 piece of ground tackle that next-door neighbour's connecting box lateral wall is arranged, five circular hole of the other end by high strength bloom is arranged of described first grade III steel rod, and extending a segment distance, its end is connected with the 12 piece of ground tackle; The 15 circular hole that one end of described second grade III steel rod is arranged by connecting box side stretches out connecting box, and be connected with the tridecyne ground tackle that next-door neighbour's connecting box lateral wall is arranged, eight circular hole of the other end by high strength bloom is arranged of described second grade III steel rod, and extending a segment distance, its end is connected with the 14 piece of ground tackle.
The length of described two one-level steel rods is equal, and the length of described two secondary steel rods is equal, and the length of described two grade III steel rods is equal; Further, the length of length < two grade III steel rods of length < two secondary steel rods of two one-level steel rods; Preferably, described high strength bloom and two one-level steel rods, two secondary steel rods, two grade III steel rods are respectively D in the distance of the end anchorage of connecting box inside
1, D
2, D
3, wherein: D
1=0.3D
3, D
2=0.6D
3.
The material of described two one-level steel rods, two secondary steel rods, two grade III steel rods is HRB500 reinforcing bar, and ultimate tensile strength standard value is 630MPa; The material of described high strength bloom is Q420 steel.
The shape of cross section of described two one-level steel rods, two secondary steel rods, two grade III steel rods is circular, and preferably, circular radius is 10 ~ 20mm.
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, and 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, and 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, can adapt to the structure of different spans, beam slab arrangement of reinforcement.
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.
Fig. 3 is for utilizing the structure upward view of the external steel wire mesh device of the anti-Approaches for Progressive Collapse of Structures of steel rod tension shown in embodiment.
Fig. 4 is for utilizing the side schematic view of the external steel wire mesh device of the anti-Approaches for Progressive Collapse of Structures of steel rod tension shown in Fig. 3.
Fig. 5 is the top view of connecting box internal construction.
Fig. 6 is the lateral view of the side of connecting box.
Fig. 7 is the lateral view of the opposite side of connecting box.
Wherein: 1 is horizontal member beam, 2 is horizontal member plate, 3 is vertical member post, 4 is steel strand, 5 is connecting box, 601 is first piece of ground tackle, 602 is second piece of ground tackle, 603 is the 3rd piece of ground tackle, 604 is the 4th piece of ground tackle, 605 is the 5th piece of ground tackle, 606 is the 6th piece of ground tackle, 607 is the 7th piece of ground tackle, 608 is the 8th piece of ground tackle, 609 is the 9th piece of ground tackle, 610 is the tenth piece of ground tackle, 611 is the 11 piece of ground tackle, 612 is the 12 piece of ground tackle, 613 is tridecyne ground tackle, 614 is the 14 piece of ground tackle, 7 is high strength bloom, 81 is first one-level steel rod, 82 is second one-level steel rod, 91 is first secondary steel rod, 92 is second secondary steel rod, 101 is first grade III steel rod, 102 is second grade III steel rod, 201 is first circular hole, 202 is second circular hole, 203 is the 3rd circular hole, 204 is the 4th circular hole, 205 is the 5th circular hole, 206 is the 6th circular hole, 207 is the 7th circular hole, 208 is the 8th circular hole, 209 is the 9th circular hole, 210 the tenth circular holes, 211 is the 11 circular hole, 212 is the 12 circular hole, 213 is the 13 circular hole, 214 is the 14 circular hole, 215 is the 15 circular hole.
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, Fig. 3 is for utilizing the structure upward view of the external steel wire mesh device of the anti-Approaches for Progressive Collapse of Structures of steel rod tension shown in embodiment.Fig. 4 is for utilizing the side schematic view of the external steel wire mesh device of the anti-Approaches for Progressive Collapse of Structures of steel rod tension 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 provided with multiple ground tackle, high strength bloom 7, two one-level steel rods, two secondary steel rods, two grade III steel rods.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.As shown in Fig. 5 ~ 7, Fig. 5 is the top view of connecting box internal construction; Fig. 6 is the lateral view of the side of connecting box; Fig. 7 is the lateral view of the opposite side of connecting box.
For realizing described connecting box input pulling force-output displacement function, arrange the steel rod that three level lengths do not wait in connecting box 5, they are subject to a high strength bloom 7 tension 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 termination ground tackle (the 4th piece of ground tackle 604 and the 6th piece of ground tackle 606) of first one-level steel rod 81 and second one-level steel rod 82, and make steel rod tension, when pulling force reaches F
1time first one-level steel rod 81 and second one-level steel rod 82 be pulled off.Then, high strength bloom 7 adds up displacement D
2contact with first secondary steel rod 91 with the termination ground tackle (the 8th piece of ground tackle 608 and the tenth piece of ground tackle 610) of second secondary steel rod 92 and make steel rod tension, pulling force reaches F
2time, first secondary steel rod 91 and second secondary steel rod 92 are pulled off.Similarly, accumulative displacement D
3shi Lali reaches F
3, first grade III steel rod 101 and second grade III steel rod 102 are pulled off.Here, by rationally arranging the length of grade III steel rod, displacement D can be realized
1~ D
3.
One section of connecting line in described two sections of connecting lines, the 9th circular hole 209 arranged by connecting box 5 side stretches into the inside of connecting box 5, the first piece of ground tackle 601 arranged with next-door neighbour's connecting box 5 inside wall is connected, another section of connecting line stretches into the inside of connecting box 5 by first circular hole 201 that connecting box 5 opposite side is arranged, and through second circular hole 202 that high strength bloom 7 is provided with, the second piece of ground tackle 602 arranged with next-door neighbour's high strength bloom 7 is connected.
Described two one-level steel rods are first one-level steel rod 81 and second one-level steel rod 82, lay respectively at the both sides of connecting line; The tenth circular hole 210 that one end of described first one-level steel rod 81 is arranged by connecting box 5 side stretches out connecting box 5, and be connected with the 3rd piece of ground tackle 603 that next-door neighbour's connecting box 5 lateral wall is arranged, three circular hole 203 of the other end by high strength bloom 7 is arranged of described first one-level steel rod 81, and extending a segment distance, its end is connected with the 4th piece of ground tackle 604; The 13 circular hole 213 that one end of described second one-level steel rod 82 is arranged by connecting box 5 side stretches out connecting box 5, and be connected with the 5th piece of ground tackle 605 that next-door neighbour's connecting box 5 lateral wall is arranged, six circular hole 206 of the other end by high strength bloom 7 is arranged of described second one-level steel rod 82, and extending a segment distance, its end is connected with the 6th piece of ground tackle 606.
Described two secondary steel rods are first secondary steel rod 91 and second secondary steel rod 92, and described first secondary steel rod 91 is positioned at the outside of first one-level steel rod 81, and described second secondary steel rod 92 is positioned at the outside of second one-level steel rod 82; The 11 circular hole 211 that one end of described first secondary steel rod 91 is arranged by connecting box 5 side stretches out connecting box 5, and be connected with the 7th piece of ground tackle 607 that next-door neighbour's connecting box 5 lateral wall is arranged, four circular hole 204 of the other end by high strength bloom 7 is arranged of described first secondary steel rod 91, and extending a segment distance, its end is connected with the 8th piece of ground tackle 608; The 14 circular hole 214 that one end of described second secondary steel rod 92 is arranged by connecting box 5 side stretches out connecting box 5, and be connected with the 9th piece of ground tackle 609 that next-door neighbour's connecting box 5 lateral wall is arranged, seven circular hole 207 of the other end by high strength bloom 7 is arranged of described second secondary steel rod 92, and extending a segment distance, its end is connected with the tenth piece of ground tackle 610.
Described two grade III steel rods are first grade III steel rod 101 and second grade III steel rod 102, and described first grade III steel rod 101 is positioned at the outside of first secondary steel rod 91, and described second grade III steel rod 102 is positioned at the outside of second secondary steel rod 92; The 12 circular hole 212 that one end of described first grade III steel rod 101 is arranged by connecting box 5 side stretches out connecting box 5, and be connected with the 11 piece of ground tackle 611 that next-door neighbour's connecting box 5 lateral wall is arranged, five circular hole 205 of the other end by high strength bloom 7 is arranged of described first grade III steel rod 101, and extending a segment distance, its end is connected with the 12 piece of ground tackle 612; The 15 circular hole 215 that one end of described second grade III steel rod 102 is arranged by connecting box 5 side stretches out connecting box 5, and be connected with the tridecyne ground tackle 613 that next-door neighbour's connecting box 5 lateral wall is arranged, eight circular hole 208 of the other end by high strength bloom 7 is arranged of described second grade III steel rod 102, and extending a segment distance, its end is connected with the 14 piece of ground tackle 614.
The length of described two one-level steel rods is equal, and the length of described two secondary steel rods is equal, and the length of described two grade III steel rods is equal; Further, the length of length < two grade III steel rods of length < two secondary steel rods of two one-level steel rods; Preferably, described high strength bloom 7 and two one-level steel rods, two secondary steel rods, two grade III steel rods are respectively D in the distance of the end anchorage of connecting box inside
1, D
2, D
3, wherein: D
1=0.3D
3, D
2=0.6D
3.That is, the distance of end anchorage the 4th piece of ground tackle 604 in connecting box inside of high strength bloom 7 and first one-level steel rod 81 and second one-level steel rod 82 and the 6th piece of ground tackle 606 is D
1, the distance of end anchorage the 8th piece of ground tackle 608 in connecting box inside of high strength bloom 7 and first secondary steel rod 91 and second secondary steel rod 92 and the tenth piece of ground tackle 610 is D
2, high strength bloom 7 and first grade III steel rod 101 and second grade III steel rod 102 are D at end anchorage the 12 piece of ground tackle 612 of connecting box inside and the distance of the 14 piece of ground tackle 614
3.
The material of described two one-level steel rods, two secondary steel rods, two grade III steel rods is HRB500 reinforcing bar, and ultimate tensile strength standard value is 630MPa; The material of described high strength bloom 7 is Q420 steel.
The shape of cross section of described two one-level steel rods, two secondary steel rods, two grade III steel rods is circular, and preferably, circular radius is 10 ~ 20mm.
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 and horizontal member plate 2 (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.Described high strength bloom 7 and two one-level steel rods, two secondary steel rods, two grade III steel rods are respectively D in the distance of the end anchorage of connecting box inside
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 two one-level steel rods, two secondary steel rods, two grade III steel rods tension and destroying successively, produce additional resistive F
i(i=1,2,3):
F
i＝2f
ptkA
si(2)
F
ptk---the ultimate tensile strength standard value of steel rod;
A
si---the cross-sectional area (single) of i-th grade of steel rod.
When i-th grade of steel rod is pulled off, 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;
F
ptk---the ultimate tensile strength standard value of steel rod.
A
si---the cross-sectional area (single) of i-th grade of steel rod.
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) of Catenary action, the all wiring dead loads standard value acted on horizontal member is 5kN/m, and 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.In connecting box, two one-level steel rods, two secondary steel rods, two grade III steel rod shape of cross sections are circular, and the radius of first one-level steel rod 81 and second one-level steel rod 82 is 10mm, the radius of first secondary steel rod 91 and second secondary steel rod 92 is 12.5mm, the radius of first grade III steel rod 101 and second grade III steel rod 102 is 14mm.Output displacement D
3corresponding vertical displacement S
3, can the vertical uniform line load of extra reception be 23.16kN/m.The vertical uniform line load design load then altogether can born is 9.93+23.16=33.09kN/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 it is suitable that steel strand are selected.
The vertical uniform line load design load can born after arranging this device is total up to 9.93+23.16=33.09kN/m>13kN/m, and structure continuous collapse does not occur.Visible, 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.In connecting box, two one-level steel rods, two secondary steel rods, two grade III steel rod shape of cross sections are circular, and the radius of first one-level steel rod 81 and second one-level steel rod 82 is 16mm, the radius of first secondary steel rod 91 and second secondary steel rod 92 is 18mm, the radius of first grade III steel rod 101 and second grade III steel rod 102 is 20mm.Output displacement D
3corresponding vertical displacement S
3, can the vertical uniform line load design load of extra reception be 26.26kN/m.The vertical uniform line load design load then altogether can born is 52.63kN/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, and it is suitable that steel strand are selected.
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 after arranging this device, (26.36+26.26)/26.37 ≈ 2, can reach about 2 times of original structure.
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. one kind utilizes the external steel wire mesh device of the anti-Approaches for Progressive Collapse of Structures of steel rod tension, 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 steel wire mesh device utilizing the anti-Approaches for Progressive Collapse of Structures of steel rod tension according to claim 1, is characterized in that: described connecting line is steel strand (4).
3. the external steel wire mesh device utilizing the anti-Approaches for Progressive Collapse of Structures of steel rod tension according to claim 1, it is characterized in that: described linkage is connecting box (5), described connecting box (5) inside is provided with multiple ground tackle, high strength bloom (7), two one-level steel rods, two secondary steel rods, two grade III steel rods.
4. the external steel wire mesh device utilizing the anti-Approaches for Progressive Collapse of Structures of steel rod tension according to claim 1, it is characterized in that: one section of connecting line in described two sections of connecting lines, the 9th circular hole (209) arranged by connecting box (5) side stretches into the inside of connecting box (5), the first piece of ground tackle (601) arranged with next-door neighbour's connecting box (5) inside wall is connected, another section of connecting line stretches into the inside of connecting box (5) by first circular hole (201) that connecting box (5) opposite side is arranged, and through second circular hole (202) that high strength bloom (7) is provided with, the second piece of ground tackle (602) arranged with next-door neighbour's high strength bloom (7) is connected.
5. the external steel wire mesh device utilizing the anti-Approaches for Progressive Collapse of Structures of steel rod tension according to claim 3, it is characterized in that: described two one-level steel rods are first one-level steel rod (81) and second one-level steel rod (82), lay respectively at the both sides of connecting line; The tenth circular hole (210) that one end of described first one-level steel rod (81) is arranged by connecting box (5) side stretches out connecting box (5), and be connected with the 3rd piece of ground tackle (603) that next-door neighbour's connecting box (5) lateral wall is arranged, the other end of described first one-level steel rod (81) is by upper the 3rd circular hole (203) arranged of high strength bloom (7), and extending a segment distance, its end is connected with the 4th piece of ground tackle (604); The 13 circular hole (213) that one end of described second one-level steel rod (82) is arranged by connecting box (5) side stretches out connecting box (5), and be connected with the 5th piece of ground tackle (605) that next-door neighbour's connecting box (5) lateral wall is arranged, the other end of described second one-level steel rod (82) is by upper the 6th circular hole (206) arranged of high strength bloom (7), and extending a segment distance, its end is connected with the 6th piece of ground tackle (606).
6. the external steel wire mesh device utilizing the anti-Approaches for Progressive Collapse of Structures of steel rod tension according to claim 3, it is characterized in that: described two secondary steel rods are first secondary steel rod (91) and second secondary steel rod (92), described first secondary steel rod (91) is positioned at the outside of first one-level steel rod (81), and described second secondary steel rod (92) is positioned at the outside of second one-level steel rod (82); The 11 circular hole (211) that one end of described first secondary steel rod (91) is arranged by connecting box (5) side stretches out connecting box (5), and be connected with the 7th piece of ground tackle (607) that next-door neighbour's connecting box (5) lateral wall is arranged, the other end of described first secondary steel rod (91) is by upper the 4th circular hole (204) arranged of high strength bloom (7), and extending a segment distance, its end is connected with the 8th piece of ground tackle (608); The 14 circular hole (214) that one end of described second secondary steel rod (92) is arranged by connecting box (5) side stretches out connecting box (5), and be connected with the 9th piece of ground tackle (609) that next-door neighbour's connecting box (5) lateral wall is arranged, the other end of described second secondary steel rod (92) is by upper the 7th circular hole (207) arranged of high strength bloom (7), and extending a segment distance, its end is connected with the tenth piece of ground tackle (610).
7. the external steel wire mesh device utilizing the anti-Approaches for Progressive Collapse of Structures of steel rod tension according to claim 3, it is characterized in that: described two grade III steel rods are first grade III steel rod (101) and second grade III steel rod (102), described first grade III steel rod (101) is positioned at the outside of first secondary steel rod (91), and described second grade III steel rod (102) is positioned at the outside of second secondary steel rod (92); The 12 circular hole (212) that one end of described first grade III steel rod (101) is arranged by connecting box (5) side stretches out connecting box (5), and be connected with the 11 piece of ground tackle (611) that next-door neighbour's connecting box (5) lateral wall is arranged, the other end of described first grade III steel rod (101) is by upper the 5th circular hole (205) arranged of high strength bloom (7), and extending a segment distance, its end is connected with the 12 piece of ground tackle (612); The 15 circular hole (215) that one end of described second grade III steel rod (102) is arranged by connecting box (5) side stretches out connecting box (5), and be connected with the tridecyne ground tackle (613) that next-door neighbour's connecting box (5) lateral wall is arranged, the other end of described second grade III steel rod (102) is by upper the 8th circular hole (208) arranged of high strength bloom (7), and extending a segment distance, its end is connected with the 14 piece of ground tackle (614).
8. the external steel wire mesh device utilizing the anti-Approaches for Progressive Collapse of Structures of steel rod tension according to claim 3, it is characterized in that: the length of described two one-level steel rods is equal, the length of described two secondary steel rods is equal, and the length of described two grade III steel rods is equal; Further, the length of length < two grade III steel rods of length < two secondary steel rods of two one-level steel rods; Preferably, described high strength bloom (7) and two one-level steel rods, two secondary steel rods, two grade III steel rods are respectively D in the distance of the end anchorage of connecting box inside
1, D
2, D
3, wherein: D
1=0.3D
3, D
2=0.6D
3.
9. the external steel wire mesh device utilizing the anti-Approaches for Progressive Collapse of Structures of steel rod tension according to claim 3, it is characterized in that: the material of described two one-level steel rods, two secondary steel rods, two grade III steel rods is HRB500 reinforcing bar, and ultimate tensile strength standard value is 630MPa; The material of described high strength bloom (7) is Q420 steel.
10. the external steel wire mesh device utilizing the anti-Approaches for Progressive Collapse of Structures of steel rod tension according to claim 3, it is characterized in that: the shape of cross section of described two one-level steel rods, two secondary steel rods, two grade III steel rods is for circular, preferably, circular radius is 10 ~ 20mm.
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| CN201510091836.1A CN104727568B (en) | 2015-02-28 | 2015-02-28 | External steel strand net device preventing structure continuous collapse through tensile strength of steel rods |
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| CN201510091836.1A CN104727568B (en) | 2015-02-28 | 2015-02-28 | External steel strand net device preventing structure continuous collapse through tensile strength of steel rods |
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