CN100587164C - Girder bridge protection device using sacrifice members - Google Patents
Girder bridge protection device using sacrifice members Download PDFInfo
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- CN100587164C CN100587164C CN200580000042A CN200580000042A CN100587164C CN 100587164 C CN100587164 C CN 100587164C CN 200580000042 A CN200580000042 A CN 200580000042A CN 200580000042 A CN200580000042 A CN 200580000042A CN 100587164 C CN100587164 C CN 100587164C
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
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Abstract
An girder bridge protection device comprises sacrifice means including girders which are installed on an upper surface of a bridge seat of an abutment or pier to support a bridge floor, a symmetricalmain support member which connects two girders and has a pipe-shaped configuration, and an auxiliary support member which projects from one surface of a center portion of the main support member in adirection perpendicular to an axial direction of the main support member; and restraining means secured to the bridge seat of the abutment or pier and including an accommodating section which accommodates the auxiliary support member such that the auxiliary support member is separated from the accommodating section in a forward and rearward direction and in a leftward and rightward direction, thereby controlling the behavior of the auxiliary support member.
Description
Technical field
The present invention relates generally to a kind of device that is used to protect bridge; relate more specifically to a kind of girder bridge protection device that utilizes sacrifice mems (sacrifice means); this sacrifice mems supports the load that normally is applied on the bridge; the plastic behavior that when applying seismic (seismal, then the causes energy that dissipates, thereby all the other critical pieces of protection bridge by the main support member of sacrificing symmetrical structure.
Background technology
In this manual, sacrifice mems is a kind of parts of using the principle of passive energy dissipator.These parts have been used as the auxiliary tool of structure function when not having earthquake to take place.These parts play the passive effect that is dissipated in the energy that produces on the structural member when applying seismic (seismal, and then improve the bridge performance.
Disclose and passive energy dissipator or the relevant conventional art of girder bridge protection device at Korean Utility Model registration No.217048 " be used for prevent that main structure and continous way steel box-shaped bridge from separating device " (January 5 calendar year 2001) and Korean Utility Model No.335443 " bridge bracing or strutting arrangement " (on November 28th, 2003).
In the prior art, adopted various structures as passive energy dissipator, the exemplary device of Ti Chuing comprises so far: metal yield damper (Metallic yield dampers), frcition damper (Friction dampers), viscoelastic damper (Viscoelastic dampers), viscous fluid damper (Viscous fluid dampers), tuned mass damper (Tuned massdampers) and Tuned Liquid (Tuned liquid dampers) etc.(people such as Soong, 2002).
The energy that the metal yield damper utilizes the non-linear behavior characteristic of metal to dissipate and produced in structural member by seismic (seismal.The general normal device that uses uses the ADAS (energy dissipator of putting more energy into (addeddamping and stiffness)) that wherein adopts X-shaped or triangle steel plate for plastic strain is distributed to equably on the total.Other device has the structure honeycomb shape, that use shear plate that mainly adopts in Japan, and forms people such as (, 1992) Aiken by lead that is different from steel or marmem etc.).
In recent years, in the metal yield damper of another kind of type, used a kind of nothing to stick together support member (unbonded brace) (Compression and Expansion/compression yield support member).Nothing is sticked together support member and is comprised the steel part and the concrete pipe of resisting the buckling distortion that causes owing to compressive force that is used for by axial force dissipation energy.(Wada, 1999; Clark, 1999; People such as Kalyanaraman, 1998).
Frcition damper is as the device of the energy that utilizes the frictional force that produces between two objects to dissipate to be produced in structure by seismic (seismal.That is to say that this frcition damper utilizes by compressive force and tensile force and produce frictional force dissipation energy in this device.
The hysteresis loop of frcition damper (hysteresis loop) is owing to the characteristic of static friction becomes rectangle.Can utilize the state (people 1982 such as Pall of the structure that this lag model analysis causes owing to seismic (seismal; People such as Gringorian 1993; And people 1993 such as Pall).
Viscoelastic damper mainly is dissipated in the energy (people 1994 such as Chang who produces in the structure by the shear strain of copolymer or glass material etc.; People such as Shen 1995; People such as Lai 1995).
The viscous fluid damping unit can mainly be divided into viscous wall (viscous wall) and VF damper two parts.The viscous wall be wherein a plate be filled with move between the steel sheet of viscous fluid in the device of dissipation energy.The viscous wall has been used for military affairs and aviation field, then is applied to civil structure in recent years.
The VF damper comprises that one is limited with the piston in a hole, and this piston motion in the cylinder of the high viscosity substance that is filled with silicon for example or oil people such as (, 1993) Constantinou.The VF damper makes piston motion dissipate by the energy of seismic (seismal generation by the operating principle by described hole.The VF damper uses with isolation bridge base (grider base isolation) usually.
Tuned mass damper and Tuned Liquid use extra fine quality or liquid to be reduced in the response magnitude under the AD HOC.In these dampers, owing to the response magnitude that can increase under other pattern, therefore can be applicable to active mass damper, this damper is a kind of ACTIVE CONTROL system rather than passive control system.
Except the VF damper that uses together with the bridge isolated base, the above-mentioned device that is used to improve the bridge performance can be used for bridge construction in the part, thereby mainly they is developed to be used for building structure (people such as Zahrai, 1999).
Simultaneously, carried out the work of research sacrifice mems in recent years, this sacrifice mems is finished predetermined structure function as accessory when earthquake not taking place, and it is dissipated in the energy that produces in the structure passively when applying seismic (seismal, thereby improves the bridge performance.
For example, shear key (Shear key) and the ductility that is installed in the bridge end principle that supports (bracing) sacrifice mems by introducing seismic (seismal forms.
Shear key is as bearing along the device perpendicular to the horizontal force of bridge axes (bridge bearing of trend) direction.When earthquake takes place when, this shear key that shear key makes seismic (seismal concentrate on to be installed on abutment, thus can prevent that abutment and bridge pier are damaged.Study in shear key seismic response and analysis and designing technique (people such as Megally, 2001) by SSRP (structural system research engineering).
Shear key is divided into the internal shear key that is installed in abutment inside below superstructure according to its shape and is installed in the outside shear key at place, superstructure side.
For the internal shear key, though having, it can resist along bridge axes and along advantage perpendicular to the earthquake behavior of the direction of bridge axes, its shortcoming is that this shear key is not accessible after installation.
For outside shear key, though should the outside shear key have more accessible advantage, shortcoming is to resist the earthquake behavior along the bridge axes direction.
The device that improves the bridge performance of bridge supports as sacrifice mems by the ductility that use is installed on the bridge end, and this device is by applying sacrifice mems EBF (eccentric sway frame), SPS (shear plate system) or being configured to for the TADAS of a kind of ADAS (set square energy dissipator) in the vertical ends support of steel plate bridge.The energy that these devices dissipate and produce owing to along the seismic (seismal on the minor structure that is applied to bridge perpendicular to the bridge axes direction.
The ductility supported design becomes to carry out plastic strain before the minor structure of bridge reaches yield point, thus the damage that the seismic (seismal that can prevent to take place in non-ductile material, bridge base and bridge chair part causes.
But, these devices are applicable to that hypothesis has suppressed to produce distortion or load along the bridge axes direction by ad hoc approach, therefore, its shortcoming be to dissipate because of seismic (seismal cause along the energy of bridge axes direction and prevent displacement (people 1999 such as Zahrai; People such as Bruneau 2002).
As a result, above-mentioned traditional girder bridge protection device has following shortcoming:
The first, the bridge that is difficult to traditional girder bridge protection device is applied to existing bridge and neotectonics must carry out traffic control in order to build traditional girder bridge protection device, and needs to use special expensive device, thereby has increased financial burden.
The second, if because not earthquake takes place, and traditional girder bridge protection device is not brought into play the specific function with respect to the bridge behavior usually in the whole operating period of bridge, therefore traditional girder bridge protection device is not brought into play any function, thereby causes economic loss.
The 3rd, for traditional girder bridge protection device, can not resist along comprising the bridge axes direction and perpendicular to the seismic (seismal of all directions of bridge axes direction.
The 4th, owing to can not predict the elasticity and the plastic behavior of sacrifice mems exactly, therefore be difficult to guarantee structural stability.
The 5th, be not easy to carry out M R for traditional girder bridge protection device.In addition, when sacrifice mems is impaired, be not easy with the new sacrifice mems of replacing damage.
In order to address these problems, the filial piety of the present inventor's metallographic disclose Korean Patent communique No.2004-0097591 (on November 18th, 2004) " girder bridge protection device and sacrifice part, sacrifice the part constraint component, with and the bridge reinforcing mechanisms ".
In the sacrifice spare described in the disclosed patent documentation, owing to having of being provided with that groove the forms central stress concentrated part that section area reduces can prevent to produce and impact other major part of transferring to bridge in that earthquake takes place.
In the sacrifice spare that publication provided, because structure is asymmetric, therefore can resist that when earthquake takes place, be lower than yield point and basic fully along vibration corresponding to the directive effect of bridge axes, yet, this sacrifice spare but can not resist completely along with the earthquake shock of bridge axes vertical direction.
Summary of the invention
Therefore, in order to solve the aforementioned problems in the prior, in order to protect bridge to avoid seismic (seismal and the various external force that normally applies and made the present invention.Particularly; the objective of the invention is to advantageously improve the subject content of Korea S publication No.2004-0097591; and provide a kind of girder bridge protection device that utilizes sacrifice mems; this sacrifice mems comprises a symmetric form master support member; this main support member works the function of the structure behavior that improves critical piece when earthquake not taking place, and the energy that when earthquake takes place, can dissipate effectively and cause by seismic (seismal.
To achieve these goals, according to the present invention, provide a kind of girder bridge protection device that comprises sacrifice mems and constraint component, this sacrifice mems comprises: beam, and it is installed on the upper surface of bridge chair of abutment or bridge pier, to support bridge floor; The main support member of symmetry, it connects two beams and has tubular structure; And auxiliary supports, stretch out on a surface of its core along the direction vertical with the axis direction of described main support member from this main support member; This constraint component is fixed on the bridge chair of abutment or bridge pier, and comprise that one holds the holding portion of described auxiliary supports, thereby this auxiliary supports is separated from the described accommodation section branch along the front, rear, left and right direction, thereby control the behavior of described auxiliary supports.
Description of drawings
From detailed description below in conjunction with accompanying drawing, will more be expressly understood above-mentioned and other purpose of the present invention, feature and advantage, in the accompanying drawings:
Fig. 1 a is that expression is used according to girder bridge protection device of the present invention and adopted the front elevation drawing of the bridge of I shape plate-girder;
Fig. 1 b is the local amplifier section sectional view that the bridge of I shape plate-girder has been used in expression;
Fig. 1 c is the partial sectional view that the bridge of box-girder is used in expression;
Fig. 2 a to Fig. 2 c is stereogram and the vertical view that is illustrated in the sacrifice mems shown in Fig. 1 b in detail.
Fig. 2 d is the variation sectional view that has adopted Fig. 2 a of leaf spring;
Fig. 3 a is the stereogram that is illustrated in the sacrifice mems shown in Fig. 1 c in detail;
Fig. 3 b to Fig. 3 e is the difform girder bridge protection device stereogram of expression; And
Fig. 4 a to Fig. 4 c is stereogram and the vertical view that expression has the sacrifice mems of shaft-like auxiliary supports.
The specific embodiment
To be described in detail the preferred embodiment of the present invention below, its example is shown in the drawings.Whenever possible, in institute's drawings attached, use identical Reference numeral to represent components identical, and be described with reference to same or analogous element.
In each accompanying drawing, identical Reference numeral, the Reference numeral that especially has identical first numeral and second numeral or the identical first and second digital and identical reference letters represents to have the element of identical function.Therefore, unless be illustrated especially, otherwise follow this regulation by the element that each Reference numeral is represented.
Before explanation is according to girder bridge protection device of the present invention, with reference to figure 1a and Fig. 1 b according to following process setting direction.Connection is positioned at the longitudinal direction of superstructure of bridge pier at the two ends place of bridge B, promptly the bridge axes direction setting is a front and rear direction.In addition; the longitudinal direction of main support member 11 (it constitutes according to the sacrifice mems 10 of girder bridge protection device D of the present invention and connects I-shaped plate-girder 31 or the box-girder 131 (with reference to figure 1c) that is used to support bridge floor 37) is set at left and right direction, and with gravity direction be set at upper and lower to.
With reference to Fig. 1 a and Fig. 1 b, comprise according to the sacrifice mems 10 of girder bridge protection device D of the present invention: beam 31, it is installed on the upper surface of bridge chair 33 of abutment (not shown) or bridge pier 35, is used for supporting bridge floor 37; The main support member 11 of symmetry, it connects two beams 31 and has tubular structure; Auxiliary supports 13, stretch out on a surface of its middle body along the direction vertical with the axis direction of described main support member 11 from this main support member 11.
Although the section area of auxiliary supports 13 can be 30 to 95% of the section area of main support member 11, but in order to be easy to predict the function of energy dissipation degree and sacrifice mems, the section area of the as far as possible approaching main support member 11 of the section area of preferred auxiliary supports 13.
With disclosed in Korean Patent communique No.2004-0097591, comprise that the sacrifice mems of pair of L-shaped steelwork compares, sacrifice mems according to the present invention is convenient to make and therefore can be installed on the beam simply because this sacrifice mems can easily be bonded on suitable position.
In the disclosed sacrifice mems of Korean Patent communique No.2004-97591, because this acts on independently of one another to steelwork, so the structural analysis complexity.Yet, in the present invention, because just enough as long as single main support member is carried out structural analysis, therefore comparatively convenient.
In addition, sacrifice mems according to the present invention can both be realized required function when earthquake taking place and earthquake does not take place, and need not to be provided at the stress concentrated part of disclosed groove form among the open communique No.2004-97591 of Korean Patent.
In the present invention, thus the main support member 11 that sacrifice mems is installed is to limit the cross binding condition that a structure that connects the lower end of two adjacent beams satisfies structure.Usually, main support member 11 is as auxiliary tool, and the function of this auxiliary tool is to help bridge maintenance cross sectional shape and guarantee the intensity that it is enough, thereby guarantees transverse load is delivered to bridge chair reliably.
Application can comprise the plate-girder joist 31 shown in Fig. 1 a and 1b, the box-girder 131 shown in Fig. 1 c etc. according to the beam of the bridge of girder bridge protection device D of the present invention.
Preferably sacrifice mems 10 is made and had less than girder 31 and other reinforcement supporting member 39A or the intensity of end crossbeam 39B (with reference to figure 1b).
The main support member of described sacrifice mems can by have the quadrangular section shape especially the symmetrical pipe fitting of the square cross-sectional shaped shown in Fig. 1 b and 2a or the circular section shape shown in Fig. 1 c and 3a constitute.
Although the cross sectional shape of main support member can have different shape, in order to ensure being easy to auxiliary supports is attached to main support member, preferably this main support member has the quadrangular section shape.
Referring to Fig. 1 b; in the sacrifice mems 10 of girder bridge protection device D on being installed to I shape plate-girder 31; the section area at the two ends of main support member 11 is greater than the section area of the other parts of this main support member 11, and main support member 11 is connected on the I shape plate-girder 31 by these two ends.When being connected to main support member 11 on the beam 31, independent plate 11b and 11c being arranged on the soffit of the side of main support member 11 and each end, and subsequently it being welded together.
Girder bridge protection device D shown in the end from Fig. 2 a to this accompanying drawing is mainly used in the bridge B that adopts box-girder 131, shown in Fig. 1 c.In this bridge with box-girder,, therefore can reduce the bridge construction cost and be easy to carry out construction work because the size of end crossbeam 39B reduces than traditional bridge of same kind because of arranging girder bridge protection device D according to the present invention.
In Fig. 2 a, the two ends of main support member 11 are formed with flange 11a, thereby can easily main support member 11 be bonded on the box-girder by welding, riveted joint and bolt connection etc.Equally, all be formed with flange at the two ends of each main support member of the various sacrifice mems shown in the end from Fig. 2 a to this accompanying drawing, thereby guarantee that main support engages is on beam.In these accompanying drawings, flange-shape becomes bolt and is connected on the beam.
For as the linkage of tie-beam and sacrifice mems 10, especially with the flange 11a of the support member linkage of deciding, preferably, the design seismic (seismal of considering the geographic area of bridge to be installed is determined the connection type of flange, so that can make the load beam minimum that supports by beam, thereby prevent damage to beam.
That is to say, in the seismic region of middle rank or light level, because therefore the distortion of the main support member of sacrifice mems and little can arrange various reinforcing elements on the side of beam individually.
Yet, in the serious zone of earthquake,, therefore vertical reinforcing element can be arranged on the side of beam, and can be simultaneously the two ends of main support member be bonded on the lower flange of vertical reinforcement and beam because the distortion of sacrifice mems is very big.
By said structure, when earthquake takes place, only be lower than the sacrifice mems generation plastic strain that the material of beam is made, and beam only stands elastic deformation by intensity.
With reference to figure 1a, 1b and 2a, the aforementioned constraint parts 20 that constitute according to girder bridge protection device D of the present invention are fixed on the bridge chair 33 of abutment or bridge pier.Sacrifice mems 20 comprises holding portion 21, and this part is held the auxiliary supports 13 of sacrificing device 10 and 110, thereby makes this auxiliary supports 21 with a preset distance from holding portion 21 separately, so that the effect of control auxiliary supports 13.
Auxiliary supports 13 is along stretching out perpendicular to the axis direction of described main support member 11 and 111 (particularly, forwards to).Described auxiliary supports 13 combines with described main support member 11 and 111 with closed-loop fashion.
Auxiliary supports 13 has the basic cross sectional shape of U-shaped that is.This support member 13 comprises: a pair of coupling part 13b, and it is connected on main support member 11 and 111; Holding portion 13a, it connects described to coupling part 13b and be positioned at being received in the part 21 of constraint component 20.
The holding portion 21 of constraint component 20 has the identical or different cross sectional shape of cross sectional shape with the auxiliary supports 13 of sacrifice mems 10 and 110.
Yet in order to retrain the behavior of sacrifice mems 10 and 110 reliably by constraint component 20 when earthquake takes place, the holding portion 21 of preferred constraint component 20 has the cross section identical with auxiliary supports 13.In the accompanying drawings, the holding portion 21 of auxiliary supports 13 and constraint component 20 has the quadrangular section shape.
At this moment, distance between the auxiliary supports 13 of holding portion 21 and sacrifice mems 10 and 110 is determined after the following factor having considered, that is, owing to the variations in temperature of bridge superstructure, sagging, creep of concrete, dryly shrink and cause sacrifice mems 10 that the elastic deformation etc. of element causes and 110 expection displacement because of prestressing force.
In other words; in when, earthquake not taking place; because sacrifice mems 10 and 110 must be as auxiliary reinforcement; therefore consider the protection bridge; following situation is not preferred; that is, when applying normal load, the constraint of parts 20 produces plastic strain thereby the auxiliary supports of sacrifice mems 10 and 110 or main support member suffer restraints.Therefore, to keep predetermined distance between the auxiliary supports of the holding portion of restraint device and sacrifice mems be effective to constraint component.
Yet, if this distance of separation is too big, when earthquake has taken place, even sacrifice mems 10 and 110 may be also without undergoing plastic strain under the effect of restraint device 20.Therefore, preferably described distance of separation is defined as being not more than the displacement of sacrifice mems 10 under less than the normal load effect of seismic (seismal.
By the relative displacement of the auxiliary supports 13 of the sacrifice mems 110 that is received part 21 constraint of constraint component 20 corresponding to the inwall of holding portion 21 and be received between the outer wall of part 13a apart from d1, auxiliary supports 13 can move along forward and backward by this distance.
Although can and be received the structure and the section area and of part according to holding portion in the holding portion change in location apart from d1,, in order to ensure predictability, preferred distance d1 remains unchanged in any position.
Auxiliary supports has left and right relative displacement, this displacement corresponding between the coupling part 13b of the left end of the holding portion 21 of constraint component 20 or right-hand member and auxiliary supports 13 apart from d2.
Determine by structural analysis apart from d1 and d2, and can have various values.
In the above description, do not consider the auxiliary supports of sacrifice mems and the upper and lower spacing between the constraint component.Its reason is the beam design characteristics according to bridge, compares with the influence of forward and backward vibration and the influence of side-to-side vibrations, and the influence of upper and lower vibration can be ignored.Yet, if desired, also can take measures necessary at up-down vibration.
Simultaneously,, be inserted with elastomeric element, be inserted with leaf spring S particularly holding portion 21A and being received between the part 13a of auxiliary supports 13 of constraint component 20A with reference to Fig. 2 d.Leaf spring S prevents the impact failure auxiliary supports 13 or the constraint component 20A that produce because of the vibration that applies suddenly along front and rear direction, and then has prevented that girder bridge protection device according to the present invention from losing its function.Leaf spring S can be applicable to the sacrifice mems of other type.
Described elastomeric element can have different shape.
In Fig. 2 a, in order to ensure being easy to install constraint component 20, preferred constraint component 20 comprises the upper body 20A that is formed with the holding portion 21 that is used to hold auxiliary supports 13 and is fixed on lower body 20B on the bridge chair 33 that upper body 20A and lower body 20B are assembled with each other.
Because the auxiliary supports 113 of sacrifice mems 110 is positioned in the holding portion 21 of constraint component 20, therefore retrained the left and right and forward and backward behavior of this sacrifice mems.
Therefore, when the relative displacement of main structure that makes bridge by the external force that applies the size that is equivalent to seismic (seismal and minor structure increases, sacrifice mems 110 is under the effect of constraint component 20 and bear flecition, and this expression sacrifice mems 110 exceeds elastic range and carries out plastic strain.Therefore, by carrying out this hysteresis behavior repeatedly, can dissipate is applied to energy on the bridge because of seismic (seismal.
In girder bridge protection device according to the present invention, the structure that has adopted the lower end of adjacent beams wherein to be connected with each other as the sacrifice mems 110 of support member.Therefore, girder bridge protection device according to the present invention can be applicable to the bridge of any kind, as long as these bridges are constructed by the mode that beam links to each other with minor structure with the main structure of each bridge.That is, the present invention can be applied to I shape plate girder bridge and box-girder bridge.Simultaneously, as long as having structure the present invention of beam bridge (girder bridge), bridge just can be applicable to all single-beam bridges, continuous bridge, steel bridge and concrete-bridge.
In the present invention, sacrifice mems is not only carried out the function by the sacrifice mems of hysteresis behavior dissipation seismic (seismal, and also as the auxiliary reinforcement that under normal load, uses.Although the sacrifice device need have the intensity greater than predetermined strength, have excessive intensity if sacrifice device, then may damage the beam that is connected to these sacrifice mems two ends.Therefore, preferably sacrificing device is made less than the material of beam and/or other reinforcement supporting member by intensity.
In bridge protective device D according to the present invention, the material of sacrifice mems or the design of cross sectional shape must be considered the feature of the geographic area of bridge installing zone.
For example, in middle rank or light level earthquake zone, sacrifice mems is installed so preferably, thereby is made sacrifice mems mainly as auxiliary reinforcing element such as Korea S; Under for example Japanese situation in meizoseismal area, the preferred installation like this sacrificed device, thereby the original function of sacrifice mems is shown especially.
According to sacrifice mems of the present invention, more specifically, the auxiliary supports that stretches out along the axis direction perpendicular to main support member can have various structures.
For example, can find out easily that sacrifice mems is divided into wherein main support member and auxiliary supports and is engaged with each other with the first kind that limits closed loop and wherein sacrifices second type that device comprises rod shaped structure from Fig. 2 a and Fig. 3 a to 3e.
In these corresponding accompanying drawings, though auxiliary supports is shown having the quadrangular section shape, understandable is that auxiliary supports can have different cross sectional shapes.Simultaneously, it should be noted that the section area of auxiliary supports can change according to specific circumstances, section area can equal or exceed the section area of main support member.
Because the holding portion of constraint component has and corresponding cross section, the cross section of auxiliary supports, therefore can retrain the behavior of sacrifice mems reliably by constraint component.
Like this, constraint component not only can retrain sacrifice mems and make the middle body ductile fracture of concentrating the main support member at position as stress along the behavior of bridge axes direction (front and rear direction), also can retrain the behavior of sacrifice mems simultaneously, thereby carry out the function of constrainer (restrainer) along the direction (left and right directions) vertical with bridge axes.
Auxiliary supports and main support member can be connected etc. by welding, riveted joint and bolt and be connected to each other.In the accompanying drawings, the flange 13c of auxiliary supports (a) is combined on the main support member by bolt referring to Fig. 2.Between flange 13c and coupling part 13b, be formed with a plurality of ribs 13d.
As mentioned above, at auxiliary supports 13 shown in Fig. 1 a, 1b and the 2a, that have the structure that limits closed loop along direction perpendicular to the axis of main support member, particularly along forwards to stretching out, and have and be the cross sectional shape of U-shaped substantially.
In the auxiliary supports that limits closed loop, being received position 13a can be discontinuous, but position interlock therebetween.Certainly, under the situation below, this supplemental support element does not limit closed loop.
In the sacrifice mems 110A shown in aforesaid Fig. 1 c and the 3a, main support member 111A and the flange 111b that is formed on place, main support member 111A two ends have circular cross sectional shape.Along perpendicular to the axis direction of main support member 111A, particularly along forwards comprising coupling part 113b and be received part 113a to the auxiliary supports 113 that stretches out.
Sacrifice mems 210 shown in Fig. 3 b comprises two main support member 211A and 211B, and main support member 211A and 211B are installed on the same bridge chair, and connects two pairs of beams that are separated from each other respectively.
Particularly, between described apparent surface, be provided with auxiliary supports 213 to main support member.This auxiliary supports 213 comprises a pair of coupling part 213b and be received part 213a, and each coupling part all makes main support member be connected with each other, and the described part 213a that is received is connected with each other the mid portion of coupling part 213.In this sacrifice mems, the shared auxiliary supports of described two main support members.
Since the shape that is received part 213a of auxiliary supports 213 with shown in Fig. 2 a to be received part 13a identical, so in this sacrifice mems, can use identical constraint component 20.
Fig. 3 c is the variation of Fig. 3 b, and the support member that wherein is used for two sacrifice mems is contained in a constraint component.
In illustrated sacrifice mems 110, on the apparent surface who connects the main support member 211A be separated from each other and 211B respectively, be formed with auxiliary supports 13A and 13B.Be formed with holding portion 121A and 121B in the constraint component 120, to receive two auxiliary supports 13A and 13B respectively.
According among of the present invention, the girder bridge protection device D shown in Fig. 3 d, sacrifice mems 10 has the constraint component 220 of the side of the bridge chair 33 that is installed in abutment or bridge pier.When the girder bridge protection device of the present invention of basis being installed or when the bridge chair area is not enough, can use this constraint component 220 in order to repair the bridge of having built.
In sacrifice mems 310 shown in Fig. 3 e, auxiliary supports 313 comprises from the coupling part that main support member 311 stretches out downwards and is received part.
Below, as shaft-like auxiliary supports, the auxiliary supports 413 of the sacrifice mems 410 shown in Fig. 4 a comprises: the shaft-like part 413a that is received, it is along perpendicular to main support member 411 axis directions, particularly along forwards to stretching out, with anti-tripping part 413b, it is particularly along being received the engaged at end of part 413a perpendicular to the axis direction that is received part and this.
The behavior that comes sacrifice mems 410 shown in the constraints graph 4a by the anti-tripping part 413b and the constraint component 320 of auxiliary supports.
As above described with reference to Fig. 2 a to Fig. 2 c, in Fig. 4 a, in order to prevent the bridge plastic strain, the holding portion of preferred auxiliary supports 413 and constraint component 320 321 separates with preset distance.
Therefore, shown in Fig. 4 b, by the auxiliary supports 413 of the sacrifice mems 410 of holding portion 321 constraint of constraint component 320 and the relative displacement between the constraint component 320 corresponding to the inwall of holding portion 321 and be received between the outer wall of position 413a apart from d3, auxiliary supports 13 can move along left and right direction by this distance.
Change at diverse location although can and be received shape and section area partly according to aforementioned holding portion apart from d3,, in order to ensure predictability, preferred distance d3 remains unchanged in holding portion and any position that is received on the part.
Simultaneously, with reference to Fig. 4 c, auxiliary supports 413 has the forward and backward relative position corresponding to distance d4, and this is the distance between the antetheca (or flange of auxiliary supports 413) of the anti-tripping part 413b of holding portion 231 front ends of constraint component 320 or rear end and auxiliary supports 413 or main support member 411 apart from d4.
Determine by structural analysis apart from d3 and d4, and can have various values.
When installing according to girder bridge protection device of the present invention, consider the bridge installation place the geographic area characteristic and determine intensity, the shape and size of sacrifice mems by structural analysis.Also want simultaneously budget because of the variations in temperature of bridge main structure, sagging, creep of concrete, dryly shrink, the displacement of sacrifice mems that element elastic deformation and seismic (seismal that prestressing force causes are caused.
In addition, determine spacing distance between the auxiliary supports of the holding portion of constraint component and sacrifice mems according to the displacement of sacrifice mems.Constraint component (particularly, the lower body) appropriate position that the bridge chair of beam is installed fixed thereon makes the auxiliary supports of constraint component and sacrifice part be engaged with each other then.
Can only be installed in bridge chair according to girder bridge protection device D of the present invention, also can install on all bridge chairs, and no matter whether they have movable end or anchor portion with movable end.In addition, form so that after it had movable end, girder bridge protection device D according to the present invention can be installed on all bridge chairs at bridge chair.
Specifically, girder bridge protection device D according to the present invention can be installed on the bridge chair with movable end, and in all bridge chairs, in the time of on described girder bridge protection device being installed in existing bridge, this is only selection.
In addition; girder bridge protection device D according to the present invention can be installed on all bridge chairs with movable end or anchor portion; and when the excessive inertia force owing to the bridge main structure made the bridge chair generation shear failure with anchor portion, this selection was only.
If the generation earthquake, the girder bridge protection device that then is installed on the bridge chair with movable end is at first surrendered because of the range difference of bridge main structure and minor structure.Along with load increases, be installed in the girder bridge protection device surrender on the bridge chair with anchor portion then.Therefore, owing to the brittle fracture that can prevent bridge according to girder bridge protection device of the present invention by the plastic strain of sacrifice mems, the result can prevent to cause that because of the unexpected fracture of the bridge chair with anchor portion bridge caves in.
At last, the bridge seat of bridge is formed have movable end, girder bridge protection device according to the present invention can be installed on all bridge chairs then.
From as can be known above-mentioned, the advantage that girder bridge protection device according to the present invention provides is, the main structure of bridge is separated with seismic (seismal and carries out energy dissipation by this girder bridge protection device.
In being constructed with the bridge of movable end, main structure may cause problem along the displacement of the axis direction of bridge.Yet, in the present invention,, therefore can prevent the collision of the adjacent vibrational system of main structure because the sacrifice mems that constitutes according to girder bridge protection device of the present invention can limit the displacement of main structure along the bridge axes direction to a certain extent.
In traditional bridge, because the inertia force along with the bridge axes vertical direction that produces because of seismic (seismal concentrates on along on the bound specific abutment of direction vertical with bridge axes, this specific abutment may damage or rupture.Yet; in the present invention and since only by girder bridge protection device control bridge along behavior perpendicular to the bridge axes direction, and need not along perpendicular to the specific abutment of bridge axes direction constrain; therefore can prevent that bridge from damaging, this can cause bridge to damage in conventional art.
Though described the preferred embodiments of the present invention for illustrative purpose, one skilled in the art will understand that under the situation that does not break away from the disclosed scope and spirit of the present invention of claims, can carry out various modifications, augment and replace.
Claims (10)
1. one kind girder bridge protection device comprises:
Sacrifice mems comprises: beam, and it is installed on the upper surface of bridge chair of abutment or bridge pier, to support bridge floor; The main support member of symmetry, it connects two beams and has tubular structure; And auxiliary supports, stretch out along the direction vertical with the axis direction of this main support member on its surface from the middle body of this main support member;
Constraint component, it is fixed on the bridge chair of described abutment or bridge pier, and comprise the holding portion that holds described auxiliary supports, thereby this auxiliary supports is separated from the described accommodation section branch along front and rear direction and along left and right direction, control the behavior of this auxiliary supports thus.
2. girder bridge protection device according to claim 1 is characterized in that being, the auxiliary supports of described sacrifice mems and described main support engages are to limit a closed loop.
3. girder bridge protection device according to claim 2 is characterized in that, described auxiliary supports comprises: a pair of coupling part, and this coupling part links to each other with described main support member; Be received part, it makes this be connected with each other to the coupling part, and this be received the part be positioned in the holding portion of described constraint component.
4. girder bridge protection device according to claim 3 is characterized in that, described constraint component comprises the holding portion that holds two auxiliary supports that two forward and backward main support members on the bridge chair are installed.
5. girder bridge protection device according to claim 4 is characterized in that, two shared auxiliary supports of main support member.
6. girder bridge protection device according to claim 1 is characterized in that, the auxiliary supports of the sacrifice mems that engages with main support component has rod shaped structure.
7. girder bridge protection device according to claim 6 is characterized in that, described auxiliary supports comprises: the shaft-like part that is received, and it is positioned in the holding portion of described constraint component; With anti-tripping part, it is formed on this place, end that is received part, comes off from described constraint component to prevent described auxiliary supports.
8. according to each described girder bridge protection device in the claim 1 to 7, it is characterized in that the main support member of described sacrifice mems has foursquare cross sectional shape.
9. according to each described girder bridge protection device in the claim 1 to 7, it is characterized in that, between the holding portion of the auxiliary supports of described sacrifice mems and described constraint component, be inserted with elastomeric element.
10. girder bridge protection device according to claim 9 is characterized in that described elastomeric element comprises leaf spring.
Applications Claiming Priority (2)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
KR1020050055731A KR100635098B1 (en) | 2005-06-27 | 2005-06-27 | Girder bridge protection device using sacrifice means |
KR1020050055731 | 2005-06-27 |
Publications (2)
Publication Number | Publication Date |
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CN101124365A CN101124365A (en) | 2008-02-13 |
CN100587164C true CN100587164C (en) | 2010-02-03 |
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Application Number | Title | Priority Date | Filing Date |
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CN200580000042A Expired - Fee Related CN100587164C (en) | 2005-06-27 | 2005-07-01 | Girder bridge protection device using sacrifice members |
Country Status (4)
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JP (1) | JP4160599B2 (en) |
KR (1) | KR100635098B1 (en) |
CN (1) | CN100587164C (en) |
WO (1) | WO2007001103A1 (en) |
Families Citing this family (13)
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KR100932105B1 (en) | 2009-07-31 | 2009-12-16 | 주식회사 굿테크 | Steel roof frame gider and temporary bridge using the same and method constructing thereof |
CN102493330B (en) * | 2011-12-13 | 2015-05-27 | 中铁二院工程集团有限责任公司 | Bridge three-way limit device and bridge three-way limit vibration reduction structure |
JP6162457B2 (en) * | 2012-04-04 | 2017-07-12 | 株式会社Ihi | Displacement limiting device |
CN102864852B (en) * | 2012-09-28 | 2014-09-24 | 清华大学 | Metal damper with rolling shafts |
CN103993656A (en) * | 2014-04-11 | 2014-08-20 | 北京工业大学 | Industrialized assembled type multi-level and high-level steel structure frame single-plate self-resetting prestressed anti-buckling eccentric supporting system |
CN104988844B (en) * | 2015-05-19 | 2016-08-24 | 河南省交通规划设计研究院股份有限公司 | Two times tensioning prestressing force assembled Wavelike steel webplate combination beam |
CN104878686B (en) * | 2015-06-04 | 2016-08-17 | 北京市市政工程研究院 | Prevent the construction method of Curved Beam Bridge horizontal comparison device |
CN105507132A (en) * | 2015-12-02 | 2016-04-20 | 同济大学 | Torsional three-tube buckling restrained brace |
KR101887313B1 (en) * | 2017-10-31 | 2018-08-09 | 정찬욱 | Girder bridge protection device using sacrifice means |
CN107964868B (en) * | 2017-12-06 | 2024-03-29 | 南昌大学 | Self-resetting spring limiting buffering anti-seismic stop block anti-falling beam structure |
CN110258317B (en) * | 2019-06-28 | 2024-05-28 | 中铁大桥科学研究院有限公司 | Double-support damper amplifying device for bridge |
CN110485271B (en) * | 2019-09-16 | 2024-04-12 | 莆田学院 | Bridge anti-seismic device provided with rotary engagement type stop block |
CN113684752A (en) * | 2021-10-15 | 2021-11-23 | 刘炳书 | Assembled box girder bridge and earthquake-resistant structure thereof |
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EP0477144A1 (en) * | 1990-08-30 | 1992-03-25 | Marco Carcassi | Dissipative device for safeguarding a structure against a dynamic stress |
US5553342A (en) * | 1994-04-29 | 1996-09-10 | Colebrand Limited | Bridge structure including shock transmission units |
KR20010097528A (en) * | 2000-04-24 | 2001-11-08 | 김재관 | Mechanical Seismic Load Transmitting Unit For Multi-Span Continuous Bridges |
CN1614148A (en) * | 2004-11-23 | 2005-05-11 | 大连理工大学 | Oriented vertical adjustable tuning mass bumper |
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JPH0868198A (en) * | 1994-08-26 | 1996-03-12 | Yoneyama Kogyo Kk | Moving type suspended scaffold device |
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2005
- 2005-06-27 KR KR1020050055731A patent/KR100635098B1/en not_active IP Right Cessation
- 2005-07-01 JP JP2005518827A patent/JP4160599B2/en not_active Expired - Fee Related
- 2005-07-01 CN CN200580000042A patent/CN100587164C/en not_active Expired - Fee Related
- 2005-07-01 WO PCT/KR2005/002098 patent/WO2007001103A1/en active Application Filing
Patent Citations (4)
Publication number | Priority date | Publication date | Assignee | Title |
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EP0477144A1 (en) * | 1990-08-30 | 1992-03-25 | Marco Carcassi | Dissipative device for safeguarding a structure against a dynamic stress |
US5553342A (en) * | 1994-04-29 | 1996-09-10 | Colebrand Limited | Bridge structure including shock transmission units |
KR20010097528A (en) * | 2000-04-24 | 2001-11-08 | 김재관 | Mechanical Seismic Load Transmitting Unit For Multi-Span Continuous Bridges |
CN1614148A (en) * | 2004-11-23 | 2005-05-11 | 大连理工大学 | Oriented vertical adjustable tuning mass bumper |
Also Published As
Publication number | Publication date |
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JP2008511769A (en) | 2008-04-17 |
JP4160599B2 (en) | 2008-10-01 |
WO2007001103A1 (en) | 2007-01-04 |
KR100635098B1 (en) | 2006-10-17 |
CN101124365A (en) | 2008-02-13 |
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