CN107435294A - A kind of rail beam bearing system - Google Patents

A kind of rail beam bearing system Download PDF

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Publication number
CN107435294A
CN107435294A CN201710507220.7A CN201710507220A CN107435294A CN 107435294 A CN107435294 A CN 107435294A CN 201710507220 A CN201710507220 A CN 201710507220A CN 107435294 A CN107435294 A CN 107435294A
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China
Prior art keywords
bearing
track girder
flexible cable
bent cap
track
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CN201710507220.7A
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CN107435294B (en
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朱尔玉
盛琪
朱力
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Beijing Jiaotong University
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Beijing Jiaotong University
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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
    • E01D19/00—Structural or constructional details of bridges
    • E01D19/04—Bearings; Hinges
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00—Structural or constructional details of bridges
    • E01D19/04—Bearings; Hinges
    • E01D19/042—Mechanical bearings
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E01D2101/30—Metal

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Mechanical Engineering (AREA)
  • Bridges Or Land Bridges (AREA)
  • Railway Tracks (AREA)

Abstract

The invention provides a kind of rail beam bearing system, track girder and bent cap are undertaken with flexible cable or the pulling force between track girder and concrete foundation is undertaken with flexible cable, track girder and bent cap are transmitted with bearing or transmits the pressure and shearing between track girder and concrete foundation with bearing, and flexible cable and bearing are collectively forming the force balance system that a resistance track girder topples.The present invention efficiently solves the problem of current cross-saddle single-track traffic field bearing dowel dosage is big, and dowel destroys with Concrete Bond Strength, and short life bearing determines the life-span of long-life track girder, improves antidumping and the anti-seismic performance of rail beam bearing.

Description

A kind of rail beam bearing system
Technical field
It is specifically a kind of to be undertaken with flexible cable the present invention relates to a kind of straddle-seat type single traffic rail beam bearing technology Pulling force between track girder and bent cap or track girder and concrete foundation, transmit track girder and bent cap or track girder with bearing and mix The rail beam bearing system of pressure and shearing between solidifying earth foundation.
Background technology
Straddle-seat type single traffic rail beam narrower width, in normal use, the inclined tension state of track girder.Therefore, Straddle-seat type single traffic rail beam bearing uses tension compression bearing.The tension compression bearing is cast in concrete rail when track girder makes In road beam, pressure is undertaken together with track girder.Its advantage be it is simple in construction, it is easy for construction.At present, both at home and abroad using this Tension compression bearing together with being poured with track girder.
Utility model patent《Straddle type track traffic PC track beam support》(the patent No.：CN00203477.8) and invention is special Profit《A kind of bearing for straddle-seat type single traffic rail beam》(the patent No.：CN102995556A a kind of straddle-type) is both provided Monorail transit tension compression bearing, put on the bearing and be cast in when track girder makes in concrete track beam, bearing and track girder it Between pulling force transmitted by the cohesive force between pre-buried dowel and concrete, when the relatively larger transverse power of toppling F being present0When, such as Fig. 3 It is shown, using track girder as force analysis object, τiFor the i-th bond-slip intensity between dowel and concrete, AiFor i-th The bond area of dowel and concrete, F0iFor i-th caused cohesive pulling force between dowel and concrete, marked in Fig. 34 The pulling force of dowel is respectively F01、F02、F03、F04, Z0For the upper point in two, left side dowel centre position in track soffit, X0 For the power F that laterally topples0Relative to Z0The acting force arm of point, Xg0For track girder and train gravity G0Relative to Z0The acting force arm of point, X01To bond pulling force F01Relative to Z0The acting force arm of point, X02To bond pulling force F02Relative to Z0The acting force arm of point, X03It is viscous Tie pulling force F03Relative to Z0The acting force arm of point, X04To bond pulling force F04Relative to Z0The acting force arm of point, left side bearing top plate To track girder counter-force R01Relative to Z0The acting force arm of point is 0, and right side bearing top plate is to track girder counter-force R02In power of laterally toppling F0In balance moment, its size is 0 when larger, then to Z0Following antitorque equilibrium relation be present in point：
F0×X0+F01×X01≤G0×Xg0+F02×X02+F03×X03+F04×X04
F0×X0-G0×Xg0≤F02×X02+F03×X03+F04×X04-F01×X01
S0≤R0
Act on S0=F0×X0-G0×Xg0, drag R0=∑ F0i×X0i
Wherein：In drag R0In, with Z0Point is centre of moment, F0iIt is caused It is negative in a counterclockwise direction just that torque, which is in a clockwise direction,.
From this, in drag R0In, adhesion strength τiValue is about 3~5MPa, and the numerical value is smaller, to be produced sufficiently large Pulling force F0iNeed AiArea it is larger, that is to say, that this drag bearing needs more anchor bar.
F0iTo Z0The arm of force X of point0iDistance is shorter, to an equal amount of F0iCaused drag R0It is smaller.
In addition, adhesion strength between dowel and concrete train etc. acutely rock or geological process under easily occur it is broken It is bad and irrecoverable, thus this kind of support style is not fully reasonable.In addition, track girder design service life is 100 years, and cast The design service life of steel tension compression bearing is only 30 years, and because pendulum is embedded in track girder on bearing, bearing reaches design and used , it is necessary to which the whole track girder being attached thereto is changed when time limit damage is changed.This has resulted in short life bearing and determined In the life-span of long-life track girder, this can greatly shorten the service life of track girder, cause huge waste.
Therefore, this patent gives a kind of rail beam bearing system, is undertaken by flexible cable between track girder and bearing Pulling force, efficiently solve above mentioned problem.
The content of the invention
A kind of rail beam bearing system, undertakes track girder and bent cap with flexible cable or undertakes track girder and coagulation with flexible cable Pulling force between earth foundation, transmit track girder and bent cap with bearing or transmit the pressure between track girder and concrete foundation with bearing Power and shearing, it is big to efficiently solve current cross-saddle single-track traffic field bearing dowel dosage, dowel and Concrete Bond Strength Destroy, and the problem of short life bearing determines the life-span of long-life track girder, improve rail beam bearing antidumping and Anti-seismic performance.
The technical solution adopted for the present invention to solve the technical problems is：
A kind of rail beam bearing system, it is characterised in that：Track girder and bent cap are undertaken with flexible cable or are undertaken with flexible cable Pulling force between track girder and concrete foundation, transmit track girder and bent cap with bearing or transmit track girder and concrete with bearing Pressure and shearing between basis, flexible cable and bearing are collectively forming the force balance body that a resistance track girder topples System.
A kind of described rail beam bearing system, it is characterised in that：Track soffit is provided with the pre-buried steel of shearing resistance tenon Plate, bearing top plate are provided with perforate corresponding with track soffit shearing resistance tenon, and shearing resistance tenon in track soffit is set through bearing top plate The perforate put, bent cap or concrete foundation top surface are provided with the pre-embedded steel slab of shearing resistance tenon, and base-plate is provided with to be mixed with bent cap The shearing resistance tenon of perforate corresponding to solidifying earth foundation top surface shearing resistance tenon, bent cap or concrete foundation top surface is opened through what base-plate was set Hole, formation transmit track girder and bent cap with bearing or the pressure and shearing body between track girder and concrete foundation are transmitted with bearing System.
A kind of described rail beam bearing system, it is characterised in that：The flexible cable is symmetrically arranged in bearing both sides, flexible Rope passes through the beam reserving hole channel for being arranged in track girder and is arranged in bent cap or the U-shaped hole road of concrete foundation, its both ends are anchored at Track girder top slot is intraoral.
A kind of described rail beam bearing system, it is characterised in that：The flexible cable can also be symmetrically arranged in bearing both sides, For flexible cable through being arranged in the U-shaped hole road of track girder and being arranged in the pier reserving hole channel of bent cap, its both ends is anchored at bent cap bottom In notch.
The beneficial effects of the invention are as follows：
A kind of rail beam bearing system, undertakes track girder and bent cap with flexible cable or undertakes track girder and coagulation with flexible cable Pulling force between earth foundation, transmit track girder and bent cap with bearing or transmit the pressure between track girder and concrete foundation with bearing Power and shearing, and then resist larger track girder and laterally topple power.Compared with dowel, the tensile property of flexible cable greatly improves, Flexible cable both ends are anchored by anchoring piece, instead of and pre-buried dowel and concrete are relied between original bearing and track girder Between cohesive force transmission, overcome dowel and Concrete Bond Strength acutely rocked in vehicle etc. or under geological process it is easy Generation destroy and it is irrecoverable the problem of, thus this kind of support system more rationally, it is reliable.
Flexible cable is to be arranged on through being arranged in anchor after track girder and bent cap, or the duct of track girder and concrete foundation Notch or bent cap bottom plate rabbet, bearing are fixed under track girder at the top of track girder, are no longer traditionally by bearing top Plate anchor bar is embedded in concrete track beam bottom.It is convenient that this patent flexible cable is changed, and bearing reaches design and uses year When limit damage is changed, replacing time is only needed, it is not necessary to change track girder.Therefore, the service life of track girder is not by bearing replacement Influence, solve the problems, such as the bearing life-span determine the track girder life-span.
Notch at the top of track girder is anchored at using flexible cable, when bearing the relatively larger transverse power of toppling F1When, as shown in figure 4, with Track girder is force analysis object, σ1iFor i-th flexible cable ultimate tensile stress, A1iFor i-th flexible cable sectional area, flexible cable The pulling force of the left and right sides is respectively F11、F12, Z1For the upper point directly over bearing left pivot movement axle in track soffit, X1For horizontal stroke To the power F that topples1Relative to Z1The acting force arm of point, Xg1For track girder gravity G1Relative to Z1The acting force arm of point, X11For flexible cable Pulling force F11Relative to Z1The acting force arm of point, X12For flexible cable pulling force F12Relative to Z1The acting force arm of point, left side bearing top plate To track girder counter-force R11Relative to Z1The acting force arm of point is 0, and right side bearing top plate is to track girder counter-force R12In power of laterally toppling F1In the moment of balance, its size is 0 when larger, then to Z1Following antitorque equilibrium relation be present in point：
F11×X11+F1×X1≤G1×Xg1+F12×X12
F1×X1-G1×Xg1≤F12×X12-F11×X11
Ignore the frictional force between flexible cable and reserving hole channel, F11And F12Approximately equal, then have：
F1×X1-G1×Xg1≤F12×(X12-X11)
S1≤R1
Act on S1=F1×X1-G1×Xg1, drag R1=F12×(X12-X11)
Wherein：F1i=σ1i×A1i(i=1~2)
From this, in drag R1In, flexible cable ultimate tensile stress σ1iThe bonding being far longer than between dowel and concrete Intensity τi, because flexible cable is arranged in the outside of dowel, therefore the antitorque arm of force X of flexible cable12-X11Also greater than the antitorque arm of force of dowel X0i.Drag R1Much larger than drag R0.Illustrate to be anchored at the intraoral method of track girder top slot using flexible cable, substantially increase rail Tensile capacity between road beam and bent cap or track girder and concrete foundation, enhance track girder and bent cap or track girder and coagulation Resistance to capsizing between earth foundation；In the case where needing same drag, this drag bearing avoids a large amount of using anchoring The defects of reinforcing bar.In addition, flexible cable improves the connection reliability between track girder and bent cap or track girder and concrete, arranging Car etc. acutely rock or geological process under limit the excessive displacement of track girder, and dowel and Concrete Bond Strength is not present The situation of destruction, improves cross-saddle single-track traffic anti-seismic performance to a certain extent, thus this kind of support system be it is a kind of by Reasonable, the safe and reliable system of power.
Bent cap bottom plate rabbet is anchored at using flexible cable, when bearing the relatively larger transverse power of toppling F2When, as shown in figure 5, with rail Road beam is force analysis object, σ2iFor i-th flexible cable ultimate tensile stress, A2iIt is left for i-th flexible cable sectional area, flexible cable The pulling force of right both sides is respectively F21、F22, Z2For the upper point directly over bearing left pivot movement axle in track soffit, X2For transverse direction Power of toppling F2Relative to Z2The acting force arm of point, Xg2For track girder gravity G2Relative to Z2The acting force arm of point, X21Drawn for flexible cable Power F21Relative to Z2The acting force arm of point, X22For flexible cable pulling force F22Relative to Z2The acting force arm of point, left side bearing top plate pair The counter-force R of track girder21Relative to Z2The acting force arm of point is 0, counter-force R of the right side bearing top plate to track girder22Toppled laterally Power F2In the moment of balance, its size is 0 when larger, then to Z2Following antitorque equilibrium relation be present in point：
F21×X21+F2×X2≤G2×Xg2+F22×X22
F2×X2-G2×Xg2≤F22×X22-F21×X21
Ignore the frictional force between flexible cable and reserving hole channel, F21And F22Approximately equal, then have：
F2×X2-G2×Xg2≤F22×(X22-X21)
S2≤R2
Act on S2=F2×X2-G2×Xg2, drag R2=F22×(X22-X21)
Wherein：F2i=σ2i×A2i(i=1~2)
From this, in drag R2In, flexible cable ultimate tensile stress σ2iThe bonding being far longer than between dowel and concrete Intensity τi, because flexible cable is arranged in the outside of dowel, therefore the antitorque arm of force X of flexible cable22-X21Also greater than the antitorque arm of force of dowel X0i.Drag R2Much larger than drag R0.The method for illustrating to be anchored at using flexible cable in bent cap bottom plate rabbet, substantially increases track Tensile capacity between beam and bent cap or track girder and concrete foundation, enhance track girder and bent cap or track girder and concrete Resistance to capsizing between basis；In the case where needing same drag, this drag bearing avoids a large amount of using anchoring steel The defects of muscle.In addition, flexible cable improves the connection reliability between track girder and bent cap or track girder and concrete, in train Deng acutely rock or geological process under limit the excessive displacement of track girder, and broken in the absence of dowel and Concrete Bond Strength Bad situation, cross-saddle single-track traffic anti-seismic performance is improved to a certain extent, thus this kind of support system is relatively reasonable.
In summary, it is big to efficiently solve front holder dowel dosage for this patent, and dowel destroys with Concrete Bond Strength, And short life bearing determines the problem of life-span of long-life track girder, antidumping and the shock resistance of rail beam bearing are improved Energy.
Brief description of the drawings
A kind of rail beam bearing systems of back anchoring of Fig. 1
A kind of rail beam bearing systems of bent cap bottom anchor of Fig. 2
The pre-buried cast steel supporter force analysis figures of Fig. 3
The rail beam bearing system force analysis figure of Fig. 4 backs anchoring
The rail beam bearing system force analysis figure of Fig. 5 bent cap bottom anchors
In figure：1a-flexible cable；2a-flexible cable；1b-bearing；2b-bearing；1c-beam reserving hole channel；2c-pier is pre- Box out；1d-U-shaped hole road；2d-U-shaped hole road；1e-pre-embedded steel slab；2e-pre-embedded steel slab；1f-pre-embedded steel slab；2f-pre- Bury steel plate；1g-track girder；2g-track girder；1h-bent cap or concrete foundation；2h-bent cap；1j-shearing resistance tenon；2j-anti- Cut tenon；1k-shearing resistance tenon；2k-shearing resistance tenon；Notch at the top of 1p-track girder；2p-bent cap bottom plate rabbet.
Embodiment
Example 1 is anchored at the rail beam bearing system at the top of track girder with reference to Fig. 1 to a flexible cable based on this patent Carry out demonstration explanation.
Certain cross-saddle single-track traffic PC track girders, are arranged on overpass, the high 1.5m in beams of concrete section, wide 0.85m, long 20m, such as radius of curvature 200m, Fig. 1, a kind of described rail beam bearing system include flexible cable 1a, bearing 1b, beam preformed hole Road 1c, U-shaped hole road 1d, pre-embedded steel slab 1e, pre-embedded steel slab 1f, track girder 1g, bent cap or concrete foundation 1h, shearing resistance tenon 1j, resist Cut tenon 1k, track girder top notch 1p.Its embodiment is as follows：
1) as shown in figure 1, flexible cable 1a and bearing 1b connect track girder 1g and bent cap jointly or concrete foundation 1h, use are soft Sex cords 1a undertakes the pulling force between track girder 1g and bent cap or concrete foundation 1h, with bearing 1b transmit track girder 1g and bent cap or Pressure and shearing between concrete foundation 1h, flexible cable 1a and bearing 1b are collectively forming what a resistance track girder toppled Force balance system.
2) system track girder 1g bottom surfaces are provided with shearing resistance tenon 1j pre-embedded steel slab 1e, and bearing 1b top plates are provided with and rail Perforate corresponding to road beam 1g bottom surfaces shearing resistance tenon 1j, track girder 1g bottom surface shearing resistance tenons 1j pass through the perforate that bearing 1b top plates are set, lid Beam or concrete foundation 1h top surfaces are provided with shearing resistance tenon 1k pre-embedded steel slab 1f, and bearing 1b bottom plates are provided with and bent cap or coagulation The shearing resistance tenon 1k of perforate corresponding to earth foundation 1h top surface shearing resistance tenons 1k, bent cap or concrete foundation 1h top surfaces passes through bearing 1b bottom plates The perforate of setting, form the pressure and shearing system transmitted with bearing 1b between track girder 1g and bent cap or concrete foundation 1h.
3) flexible cable 1a is symmetrically arranged in bearing 1b both sides, and flexible cable 1a is through beam reserving hole channel 1c and is arranged in bent cap U-shaped hole road 1d, its both ends are anchored at notch 1p at the top of track girder, form a kind of described rail beam bearing system.
In above-mentioned support system, the pulling force between track girder 1g and bent cap or concrete foundation 1h is undertaken with flexible cable 1a, The pressure and shearing between track girder 1g and bent cap or concrete foundation 1h are transmitted with bearing 1b, forms a resistance track girder The force balance system that 1g topples, the system stress performance protrude, and efficiently solve current cross-saddle single-track traffic field Bearing dowel dosage is big, and dowel destroys with Concrete Bond Strength, and short life bearing determines the longevity of long-life track girder The various problems such as life, improve antidumping and the anti-seismic performance of cross-saddle single-track traffic middle orbit beam support.
Action principle explanation
A kind of rail beam bearing system action principle is described further below in conjunction with accompanying drawing, should be referred to before this Go out, being intended only as demonstration by the embodiment described by accompanying drawing carries out principle explanation, it is impossible to is interpreted as limitation of the present invention.
Demonstration is carried out to the action principle of the rail beam bearing system based on this patent with reference to Fig. 1 and Fig. 4 first to say It is bright.A kind of described rail beam bearing system includes flexible cable 1a, bearing 1b, beam reserving hole channel 1c, U-shaped hole road 1d, pre-buried steel Plate 1e, pre-embedded steel slab 1f, track girder 1g, bent cap or concrete foundation 1h, shearing resistance tenon 1j, shearing resistance tenon 1k, track girder top notch 1p。
From a structural point, as Fig. 1, flexible cable 1a and bearing 1b connect track girder 1g and bent cap or concrete foundation jointly 1h, the pulling force between track girder 1g and bent cap or concrete foundation 1h is undertaken with flexible cable 1a, with bearing 1b transmit track girder and Pressure and shearing between bent cap or concrete foundation 1h, flexible cable 1a and bearing 1b are collectively forming one and resist track girder The force balance system toppled.The system is provided with shearing resistance tenon 1j pre-embedded steel slab 1e, bent cap or mixed in track girder 1g bottom surfaces Solidifying earth foundation 1h top surfaces are provided with shearing resistance tenon 1k pre-embedded steel slab 1f, bearing 1b top plates and bottom plate is respectively arranged with and track girder 1k points of 1g bottom surfaces shearing resistance tenon 1j, bent cap or perforate corresponding to concrete foundation 1h top surface shearing resistance tenons 1k, shearing resistance tenon 1j and shearing resistance tenon Not Chuan Guo the perforate that sets of bearing 1b top plates, bottom plate, formed and transmit track girder 1g and bent cap or concrete foundation 1h with bearing 1b Between pressure and shearing system.Flexible cable 1a is symmetrically arranged in bearing 1b both sides, flexible cable 1a through beam reserving hole channel 1c and Bent cap or concrete foundation 1h U-shaped hole road 1d are arranged in, its both ends is anchored at notch 1p at the top of track girder.
From stress with functionally for, such as Fig. 4, with flexible cable 1a undertake track girder 1g and bent cap or concrete foundation 1h it Between pulling force, transmit the pressure and shearing, flexible cable 1a and branch between track girder and bent cap or concrete foundation 1h with bearing 1b Seat 1b is collectively forming the force balance system that a resistance track girder topples, and it is horizontal that the system can resist larger track girder Topple power, compared with dowel, flexible cable 1a tensile property is greatly improved, and flexible cable 1a both ends are anchored by anchoring piece, substitution By substantial amounts of cohesive force transmission between pre-buried dowel and concrete between original bearing and track girder, dowel is overcome With Concrete Bond Strength train etc. acutely rock or geological process under easily occur destroy and it is irrecoverable the problem of, thus This kind of support system is more reasonable in the transmission of power.
Flexible cable 1a passes through the beam reserving hole channel 1c of the arrangement and U for being arranged in bent cap or concrete foundation 1h in track girder 1g Shape duct 1d, its both ends are anchored at notch 1p at the top of track girder, and bearing 1b is fixed under track girder 1g by the later stage, no longer It is that will put anchor bar on bearing to be embedded in track girder bottom, it is convenient that flexible cable 1a is changed, and bearing 1b reaches design and uses year When limit damage needs to change, replacing time 1b is only needed, and track girder 1g service lifes are unaffected, efficiently solve the bearing life-span The problem of determining the track girder life-span.
The system is anchored at notch 1p at the top of track girder using flexible cable 1a, when bearing the relatively larger transverse power of toppling F1When, such as Shown in Fig. 4, using track girder 1g as force analysis object, σ1iFor i-th flexible cable ultimate tensile stress, A1iCut for i-th flexible cable Area, the pulling force at left and right sides of flexible cable 1a is respectively F11、F12, Z1To be located at bearing 1b left pivot movement axles on track girder 1g bottom surfaces The point of surface, X1For the power F that laterally topples1Relative to Z1The acting force arm of point, Xg1For track girder gravity G1Relative to Z1The work of point With the arm of force, X11For flexible cable pulling force F11Relative to Z1The acting force arm of point, X12For flexible cable pulling force F12Relative to Z1The effect of point The arm of force, counter-force R of the left side bearing top plate to track girder 1g11Relative to Z1The acting force arm of point is 0, and right side bearing top plate is to track Beam 1g counter-force R12In the power F that laterally topples1In the moment of balance, its size is 0 when larger, then to Z1Point exists following antitorque flat Weighing apparatus relation：
F11×X11+F1×X1≤G1×Xg1+F12×X12
F1×X1-G1×Xg1≤F12×X12-F11×X11
Ignore the frictional force between flexible cable and reserving hole channel, F11And F12Approximately equal, then have：
F1×X1-G1×Xg1≤F12×(X12-X11)
S1≤R1
Act on S1=F1×X1-G1×Xg1, drag R1=F12×(X12-X11)
Wherein：F1i=σ1i×A1i(i=1~2)
From this, in drag R1In, flexible cable 1a ultimate tensile stresses σ1iIt is far longer than viscous between dowel and concrete Knotting strength τi, because flexible cable is arranged in the outside of dowel, therefore flexible cable 1a antitorque arm of force X12-X11Also greater than the twisting resistance of dowel Arm X0i.Drag R1Much larger than drag R0.The method for illustrating to be anchored at using flexible cable 1a in the notch 1p of track girder top, is carried significantly High tensile capacity between track girder 1g and bent cap or concrete foundation 1h, enhances track girder 1g and bent cap or coagulation soil matrix Resistance to capsizing between plinth 1h；In the case where needing same drag, this drag bearing avoids a large amount of using anchoring steel The defects of muscle.In addition, flexible cable 1a improves the connection reliability between track girder 1g and bent cap or concrete foundation 1h, arranging Car etc. acutely rock or geological process under limit the excessive displacement of track girder, and dowel and Concrete Bond Strength is not present The situation of destruction, cross-saddle single-track traffic anti-seismic performance is improved to a certain extent, thus this kind of support system is relatively reasonable.
Analyzed more than, the pulling force between track girder 1g and bent cap or concrete foundation 1h is undertaken with flexible cable 1a, used Bearing 1b transmits the pressure and shearing between track girder 1g and bent cap or concrete foundation 1h, forms a resistance track girder 1g hair The raw force balance system toppled, the system stress performance protrude, and it is big to efficiently solve front holder dowel dosage, dowel with it is mixed Solidifying native adhesion strength is destroyed, and short life bearing determines the various problems such as the life-span of long-life track girder, improves track The antidumping of beam support and anti-seismic performance.
Example 2 is anchored at the rail beam bearing system at the top of track girder with reference to Fig. 2 to a flexible cable based on this patent Carry out demonstration explanation.
Certain cross-saddle single-track traffic PC track girders, are arranged on overpass, the high 1.6m in beams of concrete section, wide 0.80m, long 22m, such as radius of curvature 300m, Fig. 2, a kind of described rail beam bearing system include flexible cable 2a, bearing 2b, pier preformed hole Road 2c, U-shaped hole road 2d, pre-embedded steel slab 2e, pre-embedded steel slab 2f, track girder 2g, bent cap 2h, shearing resistance tenon 2j, shearing resistance tenon 2k, bent cap bottom Portion notch 2p.Its embodiment is as follows：
1) as shown in Fig. 2 flexible cable 2a and bearing 2b connect track girder 2g and bent cap 2h jointly, rail is undertaken with flexible cable 2a Pulling force between road beam 2g and bent cap 2h, the pressure and shearing between track girder 2g and bent cap 2h, flexible cable are transmitted with bearing 2b 2a and bearing 2b is collectively forming the force balance system that a resistance track girder topples.
2) system is provided with shearing resistance tenon 2j pre-embedded steel slab 2e in track girder 2g bottom surfaces, bearing 2b top plates be provided with Perforate corresponding to track girder 2g bottom surface shearing resistance tenons 2j, track girder 2g bottom surface shearing resistance tenons 2j pass through the perforate that bearing 2b top plates are set, Bent cap 2h top surfaces are provided with shearing resistance tenon 2k pre-embedded steel slab 2f, and bearing 2b bottom plates are provided with and 2k pairs of bent cap 2h top surface shearing resistances tenon The perforate answered, the shearing resistance tenon 2k of bent cap 2h top surfaces pass through the perforate that base-plate is set, are formed and transmit track girder 2g with bearing 2b Pressure and shearing system between bent cap 2h.
3) flexible cable 2a is symmetrically arranged in bearing 2b both sides, and flexible cable 2a passes through the pier reserving hole channel being arranged in bent cap 2h The 2c and U-shaped hole road 2d for being arranged in track girder 2g, its both ends are anchored at bent cap bottom plate rabbet 2p, form a kind of described track girder Support system.
In above-mentioned support system, the pulling force between track girder 2g and bent cap 2h is undertaken with flexible cable 2a, is transmitted with bearing 2b Pressure and shearing between track girder 2g and bent cap 2h, form the force balance body that a resistance track girder 2g topples System, the system stress performance protrude, and it is big to efficiently solve current cross-saddle single-track traffic field bearing anchor bar dosage, dowel Destroyed with Concrete Bond Strength, and short life bearing determines the various problems such as the life-span of long-life track girder, improves The antidumping of cross-saddle single-track traffic middle orbit beam support and anti-seismic performance.
The present embodiment action principle explanation
A kind of rail beam bearing system action principle is described further below in conjunction with accompanying drawing, should be referred to before this Go out, being intended only as demonstration by the embodiment described by accompanying drawing carries out principle explanation, it is impossible to is interpreted as limitation of the present invention.
Demonstration is carried out to the action principle of the rail beam bearing system based on this patent with reference to Fig. 2 and Fig. 5 first to say It is bright.A kind of described rail beam bearing system includes flexible cable 2a, bearing 2b, pier reserving hole channel 2c, U-shaped hole road 2d, pre-buried steel Plate 2e, pre-embedded steel slab 2f, track girder 2g, bent cap 2h, shearing resistance tenon 2j, shearing resistance tenon 2k, bent cap bottom plate rabbet 2p.
From a structural point, as Fig. 2, flexible cable 2a and bearing 2b connect track girder 2g and bent cap 2h jointly, flexible cable is used 2a undertakes the pulling force between track girder 2g and bent cap 2h, transmits the pressure between track girder 2g and bent cap 2h with bearing 2b and cuts Power, flexible cable 2a and bearing 2b are collectively forming the force balance system that a resistance track girder topples.The system is in track Beam 2g bottom surfaces are provided with shearing resistance tenon 2j pre-embedded steel slab 2e, and bearing 2b top plates are provided with and 2j pairs of track girder 2g bottom surface shearing resistances tenon The perforate answered, track girder 2g bottom surface shearing resistance tenons 2j pass through the perforate that bearing 2b top plates are set, and bent cap 2h top surfaces are provided with shearing resistance Tenon 2k pre-embedded steel slab 2f, bearing 2b bottom plates are provided with perforate corresponding with bent cap 2h top surface shearing resistance tenons 2k, bent cap 2h top surfaces Shearing resistance tenon 2k passes through the perforate that base-plate is set, and formation bearing 2b transmits the pressure between track girder 2g and bent cap 2h and cut Power system.Flexible cable 2a is symmetrically arranged in bearing 2b both sides, and flexible cable 2a passes through the pier reserving hole channel 2c being arranged in bent cap 2h With the U-shaped hole road 2d for being arranged in track girder 2g, its both ends is anchored at bent cap bottom plate rabbet 2p.
From stress with functionally for, such as Fig. 5, the pulling force between track girder 2g and bent cap 2h is undertaken with flexible cable 2a, use Pressure and shearing, flexible cable 2a and bearing 2b between bearing 2b transmission track girders and bent cap 2h are collectively forming a resistance track The force balance system that beam topples, the system can resist larger track girder and laterally topple power, soft compared with anchor bar Sex cords 2a tensile property is greatly improved, and flexible cable 2a both ends are anchored by anchoring piece, instead of original bearing and track girder Between by substantial amounts of cohesive force transmission between pre-buried anchor bar and concrete, overcome anchor bar and concrete binding Intensity train etc. acutely rock or geological process under easily occur to destroy and it is irrecoverable the problem of, thus in the transmission of power This kind of support system is more reasonable.
Flexible cable 2a passes through the pier reserving hole channel 2c being arranged in bent cap 2h and the U-shaped hole road 2d for being arranged in track girder 2g, Its both ends is anchored at bent cap bottom plate rabbet 2p, and bearing 2b is fixed under track girder 2g by the later stage, is no longer by bearing Pendulum anchor bar is embedded in track girder bottom, and it is convenient that flexible cable 2a is changed, and bearing 2b reaches design life damage needs During replacing, replacing time 2b is only needed, and track girder 2g service lifes are unaffected, efficiently solve bearing life-span decision track girder The problem of life-span.
The system is anchored at bent cap bottom plate rabbet 2p using flexible cable 2a, when bearing the relatively larger transverse power of toppling F2When, such as Fig. 5 It is shown, using track girder 2g as force analysis object, σ2iFor i-th flexible cable ultimate tensile stress, A2iFor i-th flexible cable section Long-pending, the pulling force at left and right sides of flexible cable 2a is respectively F21、F22, Z2To be located at bearing 2b left pivot movements axle just on track girder 2g bottom surfaces The point of top, X2For the power F that laterally topples2Relative to Z2The acting force arm of point, Xg2For track girder gravity G2Relative to Z2The effect of point The arm of force, X21For flexible cable pulling force F21Relative to Z2The acting force arm of point, X22For flexible cable pulling force F22Relative to Z2The active force of point Arm, counter-force R of the left side bearing top plate to track girder 2g21Relative to Z2The acting force arm of point is 0, and right side bearing top plate is to track girder 2g counter-force R22In the power F that laterally topples2In the moment of balance, its size is 0 when larger, then to Z2Following antitorque balance be present in point Relation：
F21×X21+F2×X2≤G2×Xg2+F22×X22
F2×X2-G2×Xg2≤F22×X22-F21×X21
Ignore the frictional force between flexible cable and reserving hole channel, F21And F22Approximately equal, then have：
F2×X2-G2×Xg2≤F22×(X22-X21)
S2≤R2
Act on S2=F2×X2-G2×Xg2, drag R2=F22×(X22-X21)
Wherein：F2i=σ2i×A2i(i=1~2)
From this, in drag R2In, flexible cable 2a ultimate tensile stresses σ2iIt is far longer than viscous between dowel and concrete Knotting strength τi, because flexible cable is arranged in the outside of dowel, therefore flexible cable 2a antitorque arm of force X22-X21Also greater than the twisting resistance of dowel Arm X0i.Drag R2Much larger than drag R0.The method for illustrating to be anchored at using flexible cable 2a in bent cap bottom plate rabbet 2p, is greatly improved Tensile capacity between track girder 2g and bent cap 2h, enhances the resistance to capsizing between track girder 2g and bent cap 2h；Needing In the case of wanting same drag, this drag bearing avoids a large amount of the defects of using anchor bar.In addition, flexible cable 2a is improved Connection reliability between track girder 2g and bent cap 2h, train etc. acutely rock or geological process under limit track girder Excessive displacement, and in the absence of the situation that dowel and Concrete Bond Strength destroy, straddle-type monorail is improved to a certain extent Traffic anti-seismic performance, thus this kind of support system is relatively reasonable.
Analyzed more than, the pulling force between track girder 2g and bent cap 2h is undertaken with flexible cable 2a, rail is transmitted with bearing 2b Pressure and shearing between road beam 2g and bent cap 2h, the force balance system that a resistance track girder 2g topples is formed, should System stress performance protrudes, and efficiently solves that front holder anchor bar dosage is big, and anchor bar is broken with Concrete Bond Strength It is bad, and short life bearing determines the various problems such as the life-span of long-life track girder, improves the antidumping of rail beam bearing And anti-seismic performance.
In summary, this patent provides a kind of rail beam bearing system, and track girder and bent cap or rail are undertaken with flexible cable Pulling force between road beam and concrete foundation, the pressure between track girder and bent cap or track girder and concrete foundation is transmitted with bearing Power and shearing, the system efficiently solve that current cross-saddle single-track traffic dowel dosage is big, and dowel is broken with Concrete Bond Strength The problem of bad, and short life bearing determines the life-span of long-life track girder, improve straddle-seat type single traffic rail beam branch The antidumping of seat and anti-seismic performance.This patent has novelty, practicality, meets patent requirements, therefore propose patent application in accordance with the law.
Above-described specific implementation method, the purpose, technical scheme and beneficial effect of this patent are illustrated.Institute It is emphasized that the foregoing is only specific implementation of the patent example, the scope for limiting this patent can not be used for.It is all Within the spirit and principle of this patent, any modification, equivalent substitution or improvement for being made etc., the protection of this patent should be included in Within the scope of.

Claims (4)

  1. A kind of 1. rail beam bearing system, it is characterised in that：Track girder and bent cap are undertaken with flexible cable or undertake rail with flexible cable Pulling force between road beam and concrete foundation, transmit track girder and bent cap with bearing or transmit track girder and coagulation soil matrix with bearing Pressure and shearing between plinth, flexible cable and bearing are collectively forming the force balance system that a resistance track girder topples.
  2. A kind of 2. rail beam bearing system according to claim 1, it is characterised in that：Track soffit is provided with shearing resistance The pre-embedded steel slab of tenon, bearing top plate are provided with perforate corresponding with track soffit shearing resistance tenon, and shearing resistance tenon in track soffit passes through The perforate that bearing top plate is set, bent cap or concrete foundation top surface are provided with the pre-embedded steel slab of shearing resistance tenon, and base-plate is set There is a perforate corresponding with bent cap concrete foundation top surface shearing resistance tenon, the shearing resistance tenon of bent cap or concrete foundation top surface passes through bearing bottom The perforate that plate is set, formation transmit track girder and bent cap with bearing or transmit the pressure between track girder and concrete foundation with bearing Power and shearing system.
  3. A kind of 3. rail beam bearing system according to claim 1, it is characterised in that：The flexible cable is symmetrically arranged in branch Seat both sides, flexible cable pass through the beam reserving hole channel for being arranged in track girder and are arranged in bent cap or the U-shaped hole road of concrete foundation, its It is intraoral that both ends are anchored at track girder top slot.
  4. A kind of 4. rail beam bearing system according to claim 1, it is characterised in that：The flexible cable can be also arranged symmetrically In bearing both sides, through being arranged in the U-shaped hole road of track girder and being arranged in the pier reserving hole channel of bent cap, its both ends anchors flexible cable In bent cap bottom plate rabbet.
CN201710507220.7A 2017-06-28 2017-06-28 Track beam support system Active CN107435294B (en)

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Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN2367634Y (en) * 1999-05-18 2000-03-08 重庆市轨道交通总公司 Straddle-seat type tension-bearing-seat for single track of communication
CN2389914Y (en) * 1999-11-01 2000-08-02 铁道部专业设计院 Rail beam bearing
KR20120073856A (en) * 2010-12-27 2012-07-05 유니슨이테크 주식회사 Apparatus for supporting track beam for monorail
CN102817315A (en) * 2012-05-22 2012-12-12 北京交通大学 Support flexible anchoring system
CN102995556A (en) * 2012-12-04 2013-03-27 北京交通大学 Support for straddle-type monorail traffic track beam
CN203403354U (en) * 2013-07-11 2014-01-22 中铁工程设计咨询集团有限公司 Tension-bearing cast steel support
CN105568844A (en) * 2015-11-10 2016-05-11 北京交通大学 Concrete pier system for suspension type monorail traffic and construction process

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN2367634Y (en) * 1999-05-18 2000-03-08 重庆市轨道交通总公司 Straddle-seat type tension-bearing-seat for single track of communication
CN2389914Y (en) * 1999-11-01 2000-08-02 铁道部专业设计院 Rail beam bearing
KR20120073856A (en) * 2010-12-27 2012-07-05 유니슨이테크 주식회사 Apparatus for supporting track beam for monorail
CN102817315A (en) * 2012-05-22 2012-12-12 北京交通大学 Support flexible anchoring system
CN102995556A (en) * 2012-12-04 2013-03-27 北京交通大学 Support for straddle-type monorail traffic track beam
CN203403354U (en) * 2013-07-11 2014-01-22 中铁工程设计咨询集团有限公司 Tension-bearing cast steel support
CN105568844A (en) * 2015-11-10 2016-05-11 北京交通大学 Concrete pier system for suspension type monorail traffic and construction process

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