CN104963278A - Pier top displacement spring limiter for high-pier bridge - Google Patents
Pier top displacement spring limiter for high-pier bridge Download PDFInfo
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- CN104963278A CN104963278A CN201510415496.3A CN201510415496A CN104963278A CN 104963278 A CN104963278 A CN 104963278A CN 201510415496 A CN201510415496 A CN 201510415496A CN 104963278 A CN104963278 A CN 104963278A
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Abstract
The invention discloses a pier top displacement spring limiter for a high-pier bridge. Stiffening steel plates are respectively arranged on a stand column or the lateral side of a cover beam and the bottom of a main beam; the stiffening steel plates are connected with the stand column or the cover beam, and the main beam through bolts; a plurality of springs are arranged between vertical stiffening steel plates anchored on the stand column or the lateral side of the cover beam; the other ends of the springs are fixed on the same steel plate, and a certain clearance is reserved between the steel plate and a steel plate anchored on the main beam to play a limiting role when the longitudinal displacement of the pier top is too large; the connection between the stiffening steel plate and the cover beam as well as between the stiffening steel plate and the beam bottom is designed according to anchoring requirements. When the displacement of the pier top is too large, soft collision can enable the springs to deform and consume energy so as to reduce and limit the displacement, the accumulated effects can be reduced and limited, and the phenomenon that because the accumulated displacement of the pier top is too large, the stress of the pier is adverse can be avoided; besides, the performance of the pier top displacement spring limiter can be adjusted through the adjustment of the width of the clearance and the category of the springs.
Description
Technical field
The invention belongs to technical field of bridge engineering, be specifically related to a kind of high pier bridge pier top displacement spring stop.
Background technology
High pier bridge is lower at longitudinal rigidity due to pier stud, when occurring out-of-level with seating plane contact surface at the bottom of beam, because of effects such as bias voltage, automobile braking force and the temperature difference, can produce uneven horizontal thrust at Dun Ding, causes Dun Ding to produce vertical misalignment.For the soft bridge pier of height because the pier displacement that nonlinear effect occurs is difficult to estimate, and along with the long-term accumulated of effect is not if taked control measure, pier displacement can be caused to transfinite, cause a series of disease such as seat supports position off normal or the excessive generation support damage of benzvalene form sliding support upper and lower steel plate Relative sliding, shrinkage joint destruction.In addition, the excessive increase that simultaneously can cause P-Δ effect of high pier pier displacement, the increase of further acceleration Dun Ding and end of main beam relative displacement, and bring moment of flexure increase at the bottom of pier, the reduction of bridge pier depression of bearing force, bridge construction durability and degree of safety, affect a series of unfavorable factors such as normal usage energy.These problems occur in Zhejiang Province such as golden bamboo board bridge, end of the bridge bridge and domestic many bridges.
Bridge longitudinal spacing device is used in a lot of bridge in recent years, roughly bridge longitudinal spacing device can be divided into drag-line stop and block stop and comprise the other types stop of spring retainer from each literature survey.
Drag-line stop by arranging drag-line between beam and pier or Liang Yuliang, at girder and bridge pier or between girder and girder, relative longitudinal displacement exceeds expected design value time, both are linked together by drag-line pulling force the object reaching restriction length travel.The domestic research for drag-line stop, is mainly positioned how to prevent the beam body beam that falls under geological process from destroying.Due to the difference of bridge pier height, span of bridge, when geological process, girder and bridge pier or can produce larger relative displacement between girder and girder, vibration frequency is also inconsistent.If lap length is arranged do not consider that this relative displacement exists, the beam that falls of support and connection inefficacy between girder and bridge pier can be produced and destroy, while girder and girder between produce longitudinal Beam pounding and destroy.
Drag-line stop the U.S. and day this application comparatively general.More scholar has carried out large quantity research to the method for designing of stop, has developed the method for designing of various stopping means, but how to consider the problem of geological process when mostly all concentrating on stop design.Some viaduct of American South markon welfare Asia there occurs beam and destroy when the San Fernando earthquake of 1971, these accidents have evoked the research of scholars to bridge longitudinal spacing device.Early stage bridge longitudinal spacing device is C type stop, it is connected carrying out longitudinal spacing between girder with girder by drag-line, due to anchor measure and the anchoring of beam body, to add competent structure comparatively complicated, and not easily detect in this stop anchoring and concrete box girder, therefore drag-line stop develops towards the anchoring of beam external surface gradually.
U.S. AASHTO (American National speedway and transportation association) specification and California communications and transportation specification have the method for designing of the parbuckle stop of oneself.These methods for designing launched mainly for the elongation rate of drag-line stop.These methods for designing are very simple, receive the welcome of a lot of designer, but because the U.S. is the longitudinal relative displacement limiting girder and bridge pier under geological process for the original intention that drag-line stop designs, the method for designing simultaneously simplified but considers the mechanical characteristic of bridge under dynamic action, therefore has certain limitation.The people such as Tongji University Yuan Wan Cheng develop drag-line bearing on common pot bearing, by the parameter of reasonable design drag-line and shearing bolt, functional performance under making bearing can not only meet Static behavior, and the stressed of anchor block can be effectively reduced under severe earthquake action, relative displacement between restriction pier beam, the generation of restrainer.Be not difficult to find out from external research, the research for longitudinal spacing device still concentrates on the field that geological process whereabouts beam destroys and Beam pounding destroys.The beam body caused for high pier long-term effect and the excessive longitudinal limiting device of bridge pier relative displacement are studied, still less at present.
Block stop by being arranged on girder and bridge pier or between girder and girder, thus reaches the relative length travel of both restrictions.The people such as Yu Fang document (the two-way shock insulation railroad bridge Study on Dynamic Response of stop is set. [J] civil engineering journal, 2010) in propose on lead core rubber support lower steel plate place set up mild steel X-shaped stop.Because lead core rubber support enters surrender when little shake or middle shake, after surrender, development of deformation is very fast, makes the destruction such as track and line facility.Therefore on lead for retractable pencil bearing, lower steel plate place arranges X-shaped stop when little shake and middle shake effect, not only plays position-limiting action to protect superstructure, and it also has certain energy-dissipating property simultaneously.When large shake occurs, X-shaped stop is cut off, and lead core rubber support plays its function of shock insulation.
The people such as husky a thousand li document (research of U-shaped steel plate-I type lead rod compound stop mechanical property. [J] world earthquake engineering, 2008) propose on the basis of U-shaped steel plate damper in, combine cylindrical lead damper, have developed U-shaped steel plate-I type lead rod compound stop.This stop has good energy-dissipating property and restraining ability, but causes reusing rate variance because cylindrical lead damper there will be crackle, and welding needs alloy to weld.The people such as hair first rays of the morning sun, by SMA (stone mastic asphalt) metal and rubber being combined, have developed a kind of Novel limiting material of shape memory alloy metal rubber.In spacing process, this material can reach the effect of soft collision, reduces the impact between beam body.Simultaneously due to the existence of SMA metal, when cannot recover original-shape in rubber generation permanent set, shape memory alloy metal rubber can be made to be returned to original shape by heating, and stress performance is with original substantially constant, but this material still has a lot of problem to need to solve further.
1973, New Zealand employed U-shaped steel bent beam damping stopping means first time in Moto bridge.In Construction Practice afterwards, in world wide, existing a large amount of bridge construction have employed damping stopping means, wherein much experienced by the test of earthquake.1972, when the people such as Kelly propose Chinese energy concept, have employed mild steel yielding energy consumer, comprising forms such as torsion beam, bent beam, U-shaped steel.The people such as Whittaker and Tsai have studied X-shaped steel plate and the out-of-plane characteristic of triangular steel plate energy consumer respectively.Kajima company of Japan proposes cellular mild steel yielding energy consumer, can be arranged in wall or in beam.Current mild steel damper has been applied in building structure, as New Zealand six layers of government offices building, in the seismic hardening of some building of san francisco, usa.
Spring retainer by soft collision, camber of spring is consumed energy to reach the effect of reduction and limiting displacement.The people such as Han Miao document (the spacing experimental study of base isolation layer steel helical spring soft collision. [J] world earthquake engineering, 2007) propose by arranging soft collision stop at Seismic Isolation of Isolation Layer in, when earthquake is in time shaking layer generation over-large displacement, soft collision stop will deform, certain restoring force and damping force are provided, Seismic Isolation of Isolation Layer distortion is limited within the scope of allowable transformation.The people such as Yan Feng document (spring retainer aseismatic bearing Cultural and Sports Centre sports palace, Wu Ke Song greatly across steel roof truss design in application. [J] building structure, 2006) in propose in building structure, use spring retainer aseismatic bearing to limit the horizontal movement of truss.
Be not difficult to find out from domestic, external research, the research of current various stop is substantially all carried out based on the object of damping, and between the Dun Ding all do not caused the long-term nonlinear effect of high pier, girder, the excessive this situation of relative displacement is to design stop.
Summary of the invention
For the above-mentioned technical problem existing for prior art, the invention provides a kind of high pier bridge pier top displacement spring stop, what can solve that the displacement of high pier bridge pier top causes through long term accumulation transfinites.
A kind of high pier bridge pier top displacement spring stop, comprising:
To be located at the bottom of end of main beam beam and stiffened steel plates A1 near bent cap position, described stiffened steel plates A1 is provided with many row's stiffening rib B1;
Be located at the stiffened steel plates A2 of bent cap side;
The stiffened steel plates A3 parallel with stiffened steel plates A2, described stiffened steel plates A3 are connected with stiffened steel plates A2 by many row's stiffening rib B2;
The free steel plate parallel with stiffened steel plates A3, described free steel plate is connected with stiffened steel plates A3 by some springs;
Vertical with stiffened steel plates A1 and towards the stiffened steel plates A4 of free steel plate, one end of each stiffening rib B1 is all vertically fixed on stiffened steel plates A4, is reserved with certain interval between described stiffened steel plates A4 and free steel plate.
Further, described stiffening rib B2 is vertically connected between stiffened steel plates A2 and stiffened steel plates A3.
Further, described stiffened steel plates A1 and stiffened steel plates A2 adopts weldering nail or bolt to be individually fixed at the bottom of girder beam and bent cap side.
Further, the diameter of described weldering nail mostly is 19mm or 22mm, and length is about 10cm ~ 15cm; For with the connection at the bottom of beam, weldering nail mainly bears shearing, adopts vertical bridge to arrange to two row, according to the difference of maximum limit virial, arranges 3 ~ 5 row's weldering nail or bolts; Weldering for bent cap place is followed closely, and bears larger axle power, and concrete weldering nail layout can adjust accordingly according to concrete structure and spacing power.
Further, described stiffened steel plates A1 ~ A4 many employings Q345 steel, dimensional requirement meets the detailing requiments of installation, namely consider at the bottom of beam and the space constraint of bent cap side, the also arrangement requirement of demand fulfillment weldering nail or bolt, adopt the steel plate of reduced size when considering to meet weldering nail or pitch of bolts based on the principle of saving, thickness of slab controls according to strength and stability as far as possible.
Further, described both ends of the spring circle also tightly polishes, and is welded between free steel plate and stiffened steel plates A3; To ensure that several spring can co-operation; Spring is vertical and lateral alignment layout between plate, and spring is chosen unique, but needs to ensure that several spring descends live load to be about 50kN ~ 100kN in working order.
The limit load of described spring is no more than 200kN, and drift is about 8cm ~ 12cm; It is less to ensure duty lower spring deflection that spring rate should get higher value, can play spacing effect.
Described spring works is generally no more than 20% of spring overall length in deflection at ultimate load, is namely about 6kN/mm ~ 12kN/mm.
Further, described stiffened steel plates A4 and the gap of free steel plate are no more than the pier displacement limit value of regulation, and after making compression deformation of the spring, pier displacement is still unlikely to excessive.
Described pier displacement limit value is taken as
l is minimum across footpath between case beam pier.
The present invention by arranging stiffened steel plates respectively at the bottom of column or bent cap side and end of main beam beam, by connector, it is connected with bent cap or girder, between the vertical stiffener being anchored in column or bent cap side, some springs are set, the other end of these springs is fixed on other same steel plate, and make this steel plate and be anchored in girder steel plate between reserved certain interval.Mostly pier top off normal is because the cumulative effect of the factors such as temperature effect circulation, brake force, larger longitudinal gradient causes, and when Dun Ding is subjected to displacement due to these factors, if when displacement is in specification allowed band, stop is not played a role by reserved gap; And when excessive off normal occurs Dun Ding, interspace in advance and compressed until push against, stop is started working, and is reduced and limit this excessive displacement by the distortion of spring, reduces and limit the effect of accumulation, prevents pier displacement from accumulating ambassador's pier stressed unfavorable; And by regulating the kind of gap width and spring to carry out adjusting device performance.
The stop that the present invention adopts steel plate to be connected with spring, the block stop that its similar uses in bridge earthquake resistance.Stop in bridge earthquake resistance is located at shrinkage joint place, for restrainer.It is completely different but the bridge pier caused due to long-term effect produces mechanism and the earthquake of excessive relative displacement during from girder, stop of the present invention is by rationally arranging spring and anchorage zone parameter, between the Dun Ding caused under the effect such as bias voltage, temperature, foundation settlement and carload for high pier, girder, the excessive this situation of relative displacement is prevented and treated, be applicable to the situation of flexible high-pier, the parameter of structure and details are determined after all needing calculating.According to the difference of bridge type and concrete structure, when Dun Ding be subjected to displacement transfinite time, the horizontal thrust that pier stud top assembly does not wait by about 200kN-500kN.The maximum limit virial of stop should also have certain safety stock on this basis, and the present invention utilizes maximum limit virial to carry out the design of stop detail structure.Because stop is arranged on every sheet beam body bottom, so horizontal force is by several stop shared, general each stop bears the horizontal force of 80kN ~ 200kN.
Therefore hinge structure, the present invention has following beneficial effect:
(1) height pier stop of the present invention limits the displacement of Dun Ding, prevents the unfavorable stressing conditions of bridge pier caused because pier displacement transfinites.
(2) height pier stop of the present invention reserved certain interval between steel plate, does not affect structure stress when pier displacement does not transfinite, does not affect structure and normally use.
(3) stopping means of the present invention limits the displacement amplitude of beam longitudinal direction, and the displacement being applicable to prevent and treat Dun Ding longitudinal direction is transfinited.
Accompanying drawing explanation
Fig. 1 is the structural representation of displacement spring stop of the present invention.
Fig. 2 (a) follows closely for the weldering on the stiffened steel plates fixed with bottom plane of main girder and arranges schematic diagram.
Fig. 2 (b) follows closely for the weldering on the stiffened steel plates fixed with bent cap side and arranges schematic diagram.
Fig. 3 is the perspective view of displacement spring stop of the present invention.
Detailed description of the invention
In order to more specifically describe the present invention, below in conjunction with the drawings and the specific embodiments, technical scheme of the present invention is described in detail.
As shown in Figure 1, height pier bridge pier top displacement spring stop of the present invention, comprising:
To be located at the bottom of end of main beam beam and stiffened steel plates A1 near bent cap position, stiffened steel plates A1 is provided with many row's stiffening rib B1;
Be located at the stiffened steel plates A2 of bent cap side;
The stiffened steel plates A3 parallel with stiffened steel plates A2, stiffened steel plates A3 are connected with stiffened steel plates A2 by many row's stiffening rib B2; Stiffening rib B2 is vertically connected between stiffened steel plates A2 and stiffened steel plates A3;
The free steel plate parallel with stiffened steel plates A3, free steel plate is connected with stiffened steel plates A3 by some springs;
Vertical with stiffened steel plates A1 and towards the stiffened steel plates A4 of free steel plate, one end of each stiffening rib B1 is all vertically fixed on stiffened steel plates A4, is reserved with certain interval between stiffened steel plates A4 and free steel plate.
In present embodiment, stiffened steel plates A1 and stiffened steel plates A2 adopts weldering nail to be individually fixed at the bottom of girder beam and bent cap side.Weldering nail connector need meet specification " electric arc stud welding socket cap weldering nail " (GB/T10433-2002), and weldering nail dimension is recommended to adopt diameter 19mm or 22mm, and length adopts 10cm ~ 15cm; For with the connection at the bottom of beam, weldering nail mainly bears shearing, adopts vertical bridge to arrange to two row, according to the difference of maximum limit virial, arranges 3 ~ 5 row's weldering nails; Weldering for column or bent cap place is followed closely, and bears larger axle power, and concrete layout as shown in Figure 2, follow closely layout and can adjust accordingly according to concrete structure and spacing power by concrete weldering.
Stiffened steel plates A1 ~ A4 all adopts Q345 steel, dimensional requirement meets the detailing requiments of installation, namely consider at the bottom of beam and the space constraint of bent cap side, the also arrangement requirement of demand fulfillment weldering nail, adopt the steel plate of reduced size when considering to meet weldering nail spacing based on the principle of saving, thickness of slab controls according to strength and stability as far as possible.
As shown in Figure 3, plate 1, for arranging the steel plate of connector, is key member power being delivered to weldering nail, and the steel plate thickness being welded with connector should not be less than 0.5 times of weldering nail diameter, and thickness of slab can get 12 ~ 15mm herein; Plate 2 is pith contact site virial being passed to steel plate at the bottom of beam, can not destroy pre-buckling herein at stop, and thickness of slab should get 8 ~ 12mm; Plate 3 is for directly to contact plate, and according to the difference of spacing power, thickness of slab should get 8 ~ 15mm; Plate 4 is transmit the position of stop horizontal force to bent cap, also can be used for adjusting spring position, gap width etc., can select not arrange plate 4 according to actual conditions, directly by the plate 1 of spring fitting on bent cap side, if add plate 4, plate is unsuitable long at bridge longitudinal length, and horizontal quantity should arrange 3 ~ 5 pieces, and thickness of slab should get 8 ~ 12mm.
Spring in present embodiment is selected and is met specification " cold coiling cylindrically coiled spring technical condition Part II: Compress Spring " (GB/T 1239.2-2009), need have that uniform in material, stable performance, bearing capacity are higher, an advantage such as good endurance, calculating are reliable.Both ends of the spring circle tightly polishing, is welded between free steel plate and stiffened steel plates A3, to ensure that several spring can co-operation; Spring is vertical and lateral alignment layout between plate, and spring is chosen unique, but needs to ensure that several spring descends live load to be about 50kN ~ 100kN in working order; Limit load is about 200kN; Drift is unsuitable long, should choose about 8cm ~ 12cm; It is less to ensure duty lower spring deflection that spring rate should get higher value, can play spacing effect, and under spring co-operation, rigidity should be taken as and make limit load lower spring deflection be no more than 20% of spring overall length, i.e. about 6kN/mm ~ 12kN/mm.
Certain gap should be left between stiffened steel plates A4 and free steel plate, ensure that pier withstands on stop when not there is over-large displacement and do not work; The length in gap is taken as and is smaller than the pier displacement limit value " Of Road Engineering Quality Checking And Evaluation standard " (JTGF80/1-2004) required in specification and allows perpendicularity deviation 3 ‰, " Highway bridge technique status assessment standard " (JTG/T H21-2011) pier displacement limit value
l is minimum across footpath between case beam pier, in rice), after making compression deformation of the spring, pier displacement is still unlikely to excessive.
Present embodiment by arranging stiffened steel plates respectively at the bottom of bent cap side and girder beam, by bolt, it is connected with bent cap or girder, some springs are set between the vertical stiffener being anchored in bent cap side, the other end of these springs is fixed on the free steel plate of same, and make free steel plate and be anchored in girder steel plate between reserved certain interval, for limiting when the length travel of pier top is excessive; Stiffened steel plates and bent cap and the connection at the bottom of beam require to design according to anchoring, and spring can make camber of spring consume energy by soft collision when over-large displacement occurs Dun Ding to reduce and limit this over-large displacement.
For stop in bridge pier part, when building bridge pier, pier jacking row of bolt or weldering nail being nuzzled in advance is built; For the part of girder, be divided into cast-in-place and prefabricated two kinds of situations, be arranged in advance at the bottom of girder beam respectively, and consider that installation site is determined in lap length and pier displacement restriction.
Above-mentioned is can understand and apply the invention for ease of those skilled in the art to the description of embodiment.Person skilled in the art obviously easily can make various amendment to above-described embodiment, and General Principle described herein is applied in other embodiments and need not through performing creative labour.Therefore, the invention is not restricted to above-described embodiment, those skilled in the art are according to announcement of the present invention, and the improvement made for the present invention and amendment all should within protection scope of the present invention.
Claims (10)
1. a high pier bridge pier top displacement spring stop, is characterized in that, comprising:
To be located at the bottom of end of main beam beam and stiffened steel plates A1 near bent cap position, described stiffened steel plates A1 is provided with many row's stiffening rib B1;
Be located at the stiffened steel plates A2 of bent cap side;
The stiffened steel plates A3 parallel with stiffened steel plates A2, described stiffened steel plates A3 are connected with stiffened steel plates A2 by many row's stiffening rib B2;
The free steel plate parallel with stiffened steel plates A3, described free steel plate is connected with stiffened steel plates A3 by some springs;
Vertical with stiffened steel plates A1 and towards the stiffened steel plates A4 of free steel plate, one end of each stiffening rib B1 is all vertically fixed on stiffened steel plates A4, is reserved with certain interval between described stiffened steel plates A4 and free steel plate.
2. high pier bridge pier top displacement spring stop according to claim 1, is characterized in that: described stiffening rib B2 is vertically connected between stiffened steel plates A2 and stiffened steel plates A3.
3. high pier bridge pier top displacement spring stop according to claim 1, is characterized in that: described stiffened steel plates A1 and stiffened steel plates A2 adopts weldering nail or bolt to be individually fixed at the bottom of girder beam and bent cap side.
4. high pier bridge pier top displacement spring stop according to claim 3, is characterized in that: the diameter of described weldering nail is 19mm or 22mm, and length is 10cm ~ 15cm.
5. high pier bridge pier top displacement spring stop according to claim 1, is characterized in that: described stiffened steel plates A1 ~ A4 all adopts Q345 steel.
6. high pier bridge pier top displacement spring stop according to claim 1, is characterized in that: described both ends of the spring circle also tightly polishes, and is welded between free steel plate and stiffened steel plates A3.
7. high pier bridge pier top displacement spring stop according to claim 1, it is characterized in that: the limit load of described spring is no more than 200kN, drift is 8cm ~ 12cm.
8. high pier bridge pier top displacement spring stop according to claim 7, is characterized in that: described spring works is no more than 20% of spring overall length in deflection at ultimate load.
9. high pier bridge pier top displacement spring stop according to claim 1, is characterized in that: described stiffened steel plates A4 and the gap of free steel plate are no more than the pier displacement limit value of regulation.
10. high pier bridge pier top displacement spring stop according to claim 9, is characterized in that: described pier displacement limit value is taken as
l is minimum across footpath between case beam pier.
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| CN105951580A (en) * | 2016-06-24 | 2016-09-21 | 西南交通大学 | Energy dissipation self-reset anti-seismic retaining block structure for bridge |
| CN106482621A (en) * | 2016-12-09 | 2017-03-08 | 林小雄 | A kind of device of Bridge Pier sinking deformation monitoring and its chucking device |
| CN106758785A (en) * | 2017-03-15 | 2017-05-31 | 北京国道通公路设计研究院股份有限公司 | Embedded elastic anti-fall girder apparatus |
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| CN109371858A (en) * | 2018-11-28 | 2019-02-22 | 南京工业大学 | A kind of device of the increase girder longitudinal supporting length for existing bridge |
| CN110396913A (en) * | 2019-08-07 | 2019-11-01 | 湖南联智桥隧技术有限公司 | It is a kind of to prevent the high pier bridge bridge pier deviation device of big longitudinal slope |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105951580A (en) * | 2016-06-24 | 2016-09-21 | 西南交通大学 | Energy dissipation self-reset anti-seismic retaining block structure for bridge |
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| CN107142844A (en) * | 2017-07-10 | 2017-09-08 | 上海市城市建设设计研究总院（集团）有限公司 | Stretch force type Horizontal limiting and sacrifice device |
| CN107268423A (en) * | 2017-07-13 | 2017-10-20 | 中交公路养护工程技术有限公司 | One kind can reset bridge block |
| CN109371858A (en) * | 2018-11-28 | 2019-02-22 | 南京工业大学 | A kind of device of the increase girder longitudinal supporting length for existing bridge |
| CN109371858B (en) * | 2018-11-28 | 2024-01-12 | 南京工业大学 | Device for increasing longitudinal supporting length of main beam for existing bridge |
| CN109344552A (en) * | 2018-11-29 | 2019-02-15 | 中铁二院工程集团有限责任公司 | Suspension type monorail bridge pier and its design method |
| CN110396913A (en) * | 2019-08-07 | 2019-11-01 | 湖南联智桥隧技术有限公司 | It is a kind of to prevent the high pier bridge bridge pier deviation device of big longitudinal slope |
| CN110396913B (en) * | 2019-08-07 | 2023-12-22 | 湖南联智科技股份有限公司 | Device for preventing pier from deviating in high pier bridge of large longitudinal slope |
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|---|---|
| CN104963278B (en) | 2017-03-29 |
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