CN101614042A - The control plastic hinge brings out existing anti-seismic construction measure at Vierendeel girder - Google Patents

The control plastic hinge brings out existing anti-seismic construction measure at Vierendeel girder Download PDF

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Publication number
CN101614042A
CN101614042A CN200910157320A CN200910157320A CN101614042A CN 101614042 A CN101614042 A CN 101614042A CN 200910157320 A CN200910157320 A CN 200910157320A CN 200910157320 A CN200910157320 A CN 200910157320A CN 101614042 A CN101614042 A CN 101614042A
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China
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bar
shake
concrete block
plate
shake bar
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CN200910157320A
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Chinese (zh)
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邱明兵
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邱明兵
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Priority to CN200910157320A priority Critical patent/CN101614042A/en
Publication of CN101614042A publication Critical patent/CN101614042A/en

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Abstract

The control plastic hinge brings out existing anti-seismic construction measure at Vierendeel girder, it is characterized in that in the side of end of frame girder certain-length scope a section shake bar being set, and end of frame girder and in-situ reinforced concrete slab are separated; Cut the shake bar and be formed by stacking the built-in anticracking finer wire of concrete block by prefabricated steel wire concrete block, benzene plate and steel sheet; Cut the shake bar and can become prefabricated units at produce in factory; During construction, should first colligation Vierendeel girder reinforcing bar behind the good beam-slab template; Fixing cutting shaken bar in the beam-ends side then; Colligation floor bar and finer wire is wound in reinforcing bar at the bottom of the plate subsequently; Last monobloc cast concrete forms and cuts the shake frame structure system.

Description

The control plastic hinge brings out existing anti-seismic construction measure at Vierendeel girder

Technical field

The present invention is that the control plastic hinge brings out existing anti-seismic construction measure at Vierendeel girder, is a kind of traditional, novel anti-seismic construction measure of breaking through, and is the antidetonation mitigation of frame structure building, the structure guarantee of taking precautions against natural calamities and providing basic.

Background technology

Before China has the earthquake of record can trace back to thousands of years, but have the history of digital record that only arranged decades to earthquake motion, because search time is shorter, the basic intensity earthquake on the statistical significance of China's current application also has very big uncertainty.Alleviate earthquake and consider the Economic Development present situation simultaneously, China engineering science and technology personnel have proposed three big countermeasures: " standard of setting up defences countermeasure, treat countermeasure and technology legislative countermeasure with a certain discrimination ".Derive the theoretical system of providing fortification against earthquakes of " four classification of setting up defences, three levels of setting up defences, two-stage design " thus.

The design of providing fortification against earthquakes of most developed countries, directly geological process that will be bigger is equivalent to whole building is strengthened in works; China acts on works with little shake, and by the local key position of strengthening of seismic measures (comprising internal force adjustment, anti-seismic construction measure etc.), its advantage is a better economy, and shortcoming is that coefficient is more, calculation of complex.

The current principle to the internal force adjustment of China's engineering circle is: strong column and weak beam, the weak rod member of strong node, strong shear capacity and weak bending capacity.In framework design, carry out structural analysis according to the leverage model.Suppose at first during structure design that plastic hinge produces at the framework beam-ends, strengthens styletable on this basis.Regrettably, all previous earthquake shows, the destructive characteristics of " the weak post of brutal " always appears in the frame construction by the design of " strong column and weak beam " principle, be that frame construction mainly produces destruction but not beam-ends at styletable, this and basic design principles grave fault cause antidetonation internal force to adjust principle and are difficult to justify oneself.

Floor is regarded as the vertical applied force member in the traditional design, and its effect is with vertical load transfer beams, post, wall.During engineering design, slab thickness usually determines that according to span-depth radio its basic meaning is: under conventional service load condition, this span-depth radio can make floor satisfy amount of deflection and crack requirement, thereby has avoided complicated calculating.On the one hand, we suppose that when structural entity is analyzed the shearing rigidity of floor is infinitely great, make that every some displacement all can be coordinated in the floor; On the other hand, in Seismic Analysis, when calculating the rigidity of the beam that closely links to each other with floor and bearing capacity, ignore the huge effect of floor again, this way is obviously contradictory.

Summary of the invention

Technical problem: for the control plastic hinge brings out existing at Vierendeel girder, the present invention proposes to cut in the setting of framework beam-ends the method for shake bar, it is minimum to make in-situ reinforced concrete slab reduce to the constraint of beam-ends, and has proposed the complete preparation method and the corresponding working procedure of section shake bar.Seimic disaster census is the result show, it is existing that this invention can make plastic hinge bring out at Vierendeel girder, is the construction measure of seismic design necessity.This method clear concept, technology is simple, has obvious social; Reparation has great economic benefit for earthquake.

Technical scheme:

1, a kind of plastic hinge of controlling brings out existing anti-seismic construction measure at Vierendeel girder, it is characterized in that: place section shake bar that is formed by stacking by prefabricated steel wire concrete block, benzene plate and steel sheet in the end of frame girder side; Different with traditional damper that is arranged on the shock insulation pad at vertical member such as post, wall build-in position and is arranged on the diagonal brace, to cut the shake bar and at first be arranged on as between the beam of horizontal member and the plate, next cuts the shake bar can not reduce the geological process that structure is born; Cutting shake bar unique function is by separating at beam end side Jiang Liang, plate; make under the horizontal earthquake action; beam and plate work alone but not collaborative being bent separately at beam-ends (post limit), thereby make plastic hinge can appear at beam-ends but not styletable, reach the purpose of providing fortification against earthquakes of protection styletable.

2, according to 1 described anti-seismic construction measure, it is characterized in that: cut the long 400~1500mm of shake bar, wide 60~200mm, height 100~200mm.

3, according to 1 described anti-seismic construction measure, it is characterized in that: the strength grade of concrete of prefabricated steel wire concrete block is C15~C25, thick 20~30mm, and width is with cutting shake bar width, and length is with cutting shake bar length.

4, according to 1 described anti-seismic construction measure, it is characterized in that: the finer wire diameter of prefabricated steel wire concrete block is not more than 6mm, level interval 200~300mm, topping 8~10mm.Finer wire exposes 60~100mm, stretches into concrete block length with the concrete block width.

5, according to 1 described anti-seismic construction measure, it is characterized in that: EPS plate is tied on precast concrete block, and width is with cutting shake bar width, and length highly deducts pre-manufactured steel silk concrete block thickness for cutting shake bar height with cutting shake bar length.

6, according to 1 described anti-seismic construction measure, it is characterized in that: glued wide, the isometric steel sheet that is not more than 2mm in benzene plate upper end.

7, according to the working procedure of one of 1~6 described anti-seismic construction measure, it is characterized in that: during construction, should first colligation Vierendeel girder reinforcing bar behind the good beam-slab template; Fixing cutting shaken bar in the beam-ends side then; Colligation floor bar subsequently, and finer wire is wound in reinforcing bar at the bottom of the plate; Last integrated poured concrete forms and cuts the shake frame structure system.

Technique effect:

The validity of cutting the shake bar is set can be proved with actual seimic disaster census statistics.

Be provided with to cut the frame construction of shake bar, floor has very big constraint to beam end, and Typical Seismic Damage such as Fig. 1~2 are mainly column cap or suspension column and destroy, and the seimic disaster census statistics shows, is higher than 98% destruction and occurs in vertical member.Because post, beam, plate are as a whole, should cause chain destruction.As Figure 13~14, when post generation earthquake, then cause beam and destroy, continue to cause plate and destroy; As Figure 15, post does not destroy, and girder destroys and also causes floor destruction; As Figure 16, in inferior beam end, secondary beam destroys and causes floor destruction.

Place to cut a shake bar in the end of frame girder side, isolated the globality of beam, plate, make floor as just the member that transmits vertical load, and can not the rigidity contribution be arranged, so the Vierendeel girder under the earthquake is equal to the bilateral unbonded beam beam-ends.

Fig. 3 sets a roof beam in place for frame, is unilateral constraint, beam-ends generation shear failure under earthquake; Fig. 4~12 are that space truss structure Vierendeel girder, local no sheet frame are set a roof beam in place and the staircase Vierendeel girder; be the bilateral unbonded beam; beam-ends is the exemplary bent destructive characteristics under earthquake; corresponding therewith, styletable rarely has destruction, shows that plastic hinge occurs in beam-ends; post is protected; avoid chain destruction, thereby realized the target of providing fortification against earthquakes of " middle shake can be repaiied, big shake less than ".The seimic disaster census statistics also shows, the frame construction according to the bilateral unbonded beam of " strong column and weak beam " principle design except that corner post and staggered floor post, when earthquake occurring, mainly occurs in beam-ends.

Description of drawings

Fig. 1 is that Tangshan earthquake Kailuan Mining Affairs Bureau the 3rd hostel bottom partly-exposed basement frame construction column cap destroys situation.As seen from the figure, column cap presents typical shear failure feature, trace it to its cause, mainly be that superstructure is that 6 layers of brick mix, height is many up to 1m because bearing capacity needs for beam section, and increases in end cross-sectional, make bending rigidity sharply increase, the effective height of post own also reduces, and then makes beam column line rigidity differ bigger, causes column cap to destroy.

Fig. 2 is east wind department store, a HAICHENG EARTHQUAKE Dashiqiao inner frame column cap crushing photo, is the very typical failure mode of column cap in the earthquake over the years.

Fig. 3 is that example is destroyed in the side bar end in certain earthquake of Japan, and this destruction presents the shear failure feature, in this external should destruction, has also occurred the rare bending cracks of prolonging from the bottom simultaneously.Possible reason is, this beam outside the building encloses, and the arrangement of reinforcement that needs under the representative value of gravity load load is less, and mainly according to the geological process configuration, this relatively conforms to actual geological process vertical muscle; This outside plate is to half that central panel retrains that be constrained to of beam, and the beam column center-aligned, and the rigidity of post can be given full play to, and under suitable geological process, damages at beam-ends.

Fig. 4 is the vertical precast frame beam of the steep river of Tangshan earthquake power plant steam turbine building, post junction cracking.As seen from the figure, this framework non-structure floor, back do not have floor constraint, therefore under geological process fully the anti-side rigidity by framework self play a role, this and leverage model fully always, failure mode with design consistent.

Fig. 5~6 are subjected to curved destruction for Tangshan earthquake factory building Liang Bianjiemianchu.As seen from the figure, this Vierendeel girder side does not have the plate constraint, therefore destroys at beam-ends, and is consistent with design.The beam-ends rigidity and the bearing capacity that it is pointed out that non-uniform beam increase, and cause destruction to be shifted to the span centre direction.

Fig. 7 is that certain building beam-ends destroys in the Wenchuan earthquake.As seen from the figure, this building is a precast floor slab, and floor breaks away from (back is thrown off under the plate) with Vierendeel girder under the geological process.Floor reduces greatly to the constraint of Vierendeel girder like this, makes that the performance of the anti-side performance of framework is more consistent with design, so produce the plastic hinge of anticipation.

Fig. 8~10 are that Wenchuan earthquake framework beam-ends destroys.As seen from the figure, these Vierendeel girder both sides all do not have plate constraint, therefore destroy at beam-ends, obtain and design consistent desired result, have protected frame column.

Figure 11~12 are that Wenchuan earthquake staircase place framework beam-ends destroys.As seen from the figure, the one-sided or both sides of this Vierendeel girder do not have the plate constraint, destroy at beam-ends, have protected frame column, obtain the desired result consistent with design object.

Figure 13~14 are that earthquake beam slab in Tangshan destroys example.As seen from Figure 14, destroy, cause beam-ends and destroy, cause floor again and destroy from styletable.

Example is destroyed for the Wenchuan earthquake beam slab in Figure 15~16.As seen from the figure, the destruction of bilateral constraint beam must cause that floor destroys, and has shown the certainty of beam slab collaborative work.

Figure 17 is for cutting shake bar sectional detail drawing, and b is for cutting shake bar width among the figure, and l is the gauze wire cloth extension, and t is a precast concrete block thickness, and h is for cutting shake bar height; Numbering 1 is the benzene plate, and numbering 2 is a steel sheet, and numbering 3 is prefabricated steel wire concrete block, and numbering 4 is a finer wire.

Figure 18 is for cutting the beam slab working procedure schematic diagram of shake frame construction; 1. sequence number is the beam slab formwork among the figure; 2. sequence number is the colligation beam steel; 3. sequence number is the fixing shake bar that cuts; Sequence number is 4. for the colligation floor bar, and the finer wire that will cut the shake bar is wound in reinforcing bar at the bottom of the plate.

Figure 19 is for cutting the sectional detail drawing after the framework beam-ends construction of shaking frame construction is finished.

Figure 20 is for cutting the layout plan of shake bar in the beam side, and numbering 1 referent is and cuts the shake bar among the figure.

The specific embodiment

With embodiment enforcement engineering of the present invention is described below.

1. carry out the structural modeling analysis by current specifications, rules etc., wherein the central sill of Vierendeel girder and boundary beam rigidity should not multiply by the coefficient greater than 1, and by the result of calculation arrangement of reinforcement.

2. when floor thickness of slab 120mm, vertical load-bearing arrangement of reinforcement, because the bight constraint is released to free end, so arrangement of reinforcement should be calculated by outrigger base in the part.

3. cutting the shake bar makes: cutting shake bar length is 800mm, wide 100mm, and height is identical with structure floor, gets 120mm.Prefabricated steel wire concrete block, strength grade of concrete is got C20; Wide 100mm, thick 20mm, length is 800mm.Visible than large fracture for preventing that structure floor from occurring in the bottom, placing diameter in concrete is the finer wire of 3mm, spacing 300mm, and steel wire cover is got 8mm.Steel wire stretches into concrete block length with the concrete block width, exposes 80mm.EPS plate is tied on precast concrete block.The wide 100mm of benzene plate highly is 100mm, and length is 800mm.For making things convenient for the floor cushion construction, strengthen the benzene panel stiffness, at the steel sheet of the glued thickness 1mm in benzene plate upper end, the wide 100mm of steel sheet, long 800mm.

4. working procedure is, after the construction of floor vertical member is finished:

1. beam slab formwork;

2. colligation beam steel;

3. at the fixing shake bar that cuts of framework beam-ends;

4. colligation floor bar, and the finer wire that will cut the shake bar is wound in reinforcing bar at the bottom of the plate;

5. concreting forms and cuts the shake frame structure system.

Claims (7)

1, a kind of plastic hinge of controlling brings out existing anti-seismic construction measure at Vierendeel girder, it is characterized in that: place section shake bar that is formed by stacking by prefabricated steel wire concrete block, benzene plate and steel sheet in the end of frame girder side; Different with traditional damper that is arranged on the shock insulation pad at vertical member such as post, wall build-in position and is arranged on the diagonal brace, to cut the shake bar and at first be arranged on as between the beam of horizontal member and the plate, next cuts the shake bar can not reduce the geological process that structure is born; Cutting shake bar unique function is by separating at beam end side Jiang Liang, plate; make under the horizontal earthquake action; beam and plate work alone but not collaborative being bent separately at beam-ends (post limit), thereby make plastic hinge can appear at beam-ends but not styletable, reach the purpose of providing fortification against earthquakes of protection styletable.
2, anti-seismic construction measure according to claim 1 is characterized in that: cut the long 400~1500mm of shake bar, wide 60~200mm, height 100~200mm.
3, anti-seismic construction measure according to claim 1 is characterized in that: the strength grade of concrete of prefabricated steel wire concrete block is C15~C25, thick 20~30mm, and width is with cutting shake bar width, and length is with cutting shake bar length.
4, anti-seismic construction measure according to claim 1 is characterized in that: the finer wire diameter of prefabricated steel wire concrete block is not more than 6mm, level interval 200~300mm, topping 8~10mm.Finer wire exposes 60~100mm, stretches into concrete block length with the concrete block width.
5, anti-seismic construction measure according to claim 1 is characterized in that: EPS plate is tied on precast concrete block, and width is with cutting shake bar width, and length highly deducts pre-manufactured steel silk concrete block thickness for cutting shake bar height with cutting shake bar length.
6, anti-seismic construction measure according to claim 1 is characterized in that: glued wide, the isometric steel sheet that is not more than 2mm in benzene plate upper end.
7, according to the working procedure of the described anti-seismic construction measure of one of claim 1~6, it is characterized in that: during construction, should first colligation Vierendeel girder reinforcing bar behind the good beam-slab template; Fixing cutting shaken bar in the beam-ends side then; Colligation floor bar subsequently, and finer wire is wound in reinforcing bar at the bottom of the plate; Last integrated poured concrete forms and cuts the shake frame structure system.
CN200910157320A 2009-07-27 2009-07-27 The control plastic hinge brings out existing anti-seismic construction measure at Vierendeel girder CN101614042A (en)

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Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101831958A (en) * 2010-04-30 2010-09-15 河北理工大学 Reinforced concrete frame node
CN102433932A (en) * 2011-09-28 2012-05-02 尹钢 Dog-bone type concrete frame beam
CN103046669A (en) * 2012-12-10 2013-04-17 北京工业大学 Prefabricated high strength reinforced concrete shear wall with low strength energy dissipation strip and fabrication method
CN105714968A (en) * 2016-02-24 2016-06-29 郭猛 Concrete floor optimized design method capable of relieving earthquake damages on strong beams and weak columns

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101831958A (en) * 2010-04-30 2010-09-15 河北理工大学 Reinforced concrete frame node
CN102433932A (en) * 2011-09-28 2012-05-02 尹钢 Dog-bone type concrete frame beam
CN103046669A (en) * 2012-12-10 2013-04-17 北京工业大学 Prefabricated high strength reinforced concrete shear wall with low strength energy dissipation strip and fabrication method
CN103046669B (en) * 2012-12-10 2015-04-29 北京工业大学 Prefabricated high strength reinforced concrete shear wall with low strength energy dissipation strip and fabrication method
CN105714968A (en) * 2016-02-24 2016-06-29 郭猛 Concrete floor optimized design method capable of relieving earthquake damages on strong beams and weak columns
CN105714968B (en) * 2016-02-24 2019-02-19 郭猛 Mitigate the concrete floor optimum design method of the weak column earthquake of brutal

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