CN205636469U - Disconnect -type mild steel shock attenuation tenon - Google Patents
Disconnect -type mild steel shock attenuation tenon Download PDFInfo
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- CN205636469U CN205636469U CN201620385905.XU CN201620385905U CN205636469U CN 205636469 U CN205636469 U CN 205636469U CN 201620385905 U CN201620385905 U CN 201620385905U CN 205636469 U CN205636469 U CN 205636469U
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- damping tenon
- power transmission
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- mild steel
- separate type
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Abstract
The utility model provides a disconnect -type mild steel shock attenuation tenon, include: the last shock attenuation tenon part and the lower shock attenuation tenon part of setting symmetrical relatively, go up shock attenuation tenon part with the relative tip of shock attenuation tenon part has the power of biography section down, leaves the clearance between the terminal surface of two biography power sections, pass a power section of thick bamboo, set up go up shock attenuation tenon part with the outside of the biography power section of lower shock attenuation tenon part, slidable ground is connected go up shock attenuation tenon part with the biography power section of lower shock attenuation tenon part, spacing steel pin sets up in the clearance, in order to incite somebody to action it is in to pass the restriction of a power section of thick bamboo pass the outside of power section.
Description
Technical field
This utility model relates to a kind of damping tenon, especially relates to a kind of separate type mild steel damping tenon.
Background technology
nullTravel safety during in order to meet train operation and comfortableness requirement，The rigidity of railroad bridge bridge pier is generally more than general bridge structure，This causes bridge pier seismic response to strengthen，Especially for the bridge pier that pier shaft is relatively low，If using tradition Ductility Design Method to reach intended shock resistance mean that the substantial increase of construction investment，And once there is the violent earthquake beyond design seismic intensity，Bridge will be inevitably generated heavy damage，Therefore the bridge that pier shaft is relatively low often cannot use Ductility Design Method，In this case，By using seismic isolation design to carry out antidetonation in railroad bridge in prior art，Conventional seismic isolation design has vibration absorption and isolation support such as lead core rubber support、Stacking rubber support etc.，And energy dissipation damper such as viscous damper、Metal damper etc.，But the initial stiffness of this type of seismic isolation design is less，It is difficult to meet the requirement in terms of railroad bridge power performance.On this basis, prior art occurs in that and carries out seismic isolation design by damping tenon, such as single-cantilever damping tenon, this damping tenon damping effect is obvious, but when there is large deformation, at the upper end power transmission point of this damping tenon, bigger corner displacement and vertical displacement will be there is, it is therefore desirable to it is secondary such as spherical hinge structure and sliding friction pair that pivoting friction is set, this causes, and this damping tenon structure is complicated, processing and manufacturing difficulty is relatively big, production cost is higher, and stress concentration phenomenon highlights.
Utility model content
In order to solve above-mentioned technical problem, this utility model provides a kind of separate type mild steel damping tenon, including: the upper damping tenon portion part of relative symmetry setting and lower damping tenon portion part, the opposed end of described upper damping tenon portion part and described lower damping tenon portion part has power transmission section, leaves gap between the end face of two power transmission sections；Power transmission cylinder, is arranged on the outside of the power transmission section of described upper damping tenon portion part and described lower damping tenon portion part, is slidably connected described upper damping tenon portion part and the power transmission section of described lower damping tenon portion part；Spacing steel pin, is arranged in described gap, so that described power transmission cylinder to be limited in the outside of described power transmission section.
Preferably, described upper damping tenon portion part and described lower damping tenon portion part also include that deformation section and canned paragraph, described power transmission section, deformation section and canned paragraph are sequentially connected with, and the cross section of described power transmission section, deformation section and canned paragraph is circle.
Preferably, described power transmission cylinder includes close-fitting internal layer and outer layer.
Preferably, described internal layer uses pyrite to make, and described outer layer is steel.
Preferably, described upper damping tenon portion part and described lower damping tenon portion part use mild steel to make.Preferably, the shape of described deformation section meets the principle of the beam of uniform strength.
Preferably, described deformation section is minimum with the cross-sectional area of described power transmission section junction, maximum with the cross-sectional area of described canned paragraph junction.
Preferably, described power transmission section carries out transition with the junction of described deformation section by circular arc, and the radius of described transition arc is 5～10mm.
Preferably, described power transmission section is 1/3～1/4 with the length ratio of described deformation section.
Preferably, the chrome-faced of described power transmission section, the thickness of chromium coating is not less than 100 μm.
Preferably, described damping tenon is anchored on the pre-embedded steel slab of bridge fine strain of millet body and bridge pier pier top by the high-strength bolt being arranged on described canned paragraph.
Separate type mild steel damping tenon of the present utility model is the most separated, it is attached by the power transmission cylinder of transmission horizontal force, utilize the symmetry of malformation, eliminate baroque spherical hinge structure in the damping tenon of prior art, only remain sliding friction pair, the simple in construction the most not only making damping tenon is easy to processing, adds the length ratio of the deformation section of damping tenon, so that the deformation energy dissipation capacity of damping tenon of the present utility model is better than existing single-cantilever damping tenon the most simultaneously.Separate type mild steel damping tenon of the present utility model is compared with single-cantilever damping tenon, and damping ratio can be improved to 0.45～0.50 by 0.40～0.45, and energy dissipation capacity and damping effect are good.The form that separate type mild steel damping tenon of the present utility model uses both-end fixing is installed, and compared with single-cantilever damping tenon, owing to the stress height of separate type mild steel damping tenon reduces half, under identical horizontal force action, makes fixed-end moment reduce 50% accordingly.Damping tenon mild steel of the present utility model makes, it is prone to draw materials and process, and bigger plastic deformation and higher effective damping ratio can be provided, by the plastic deformation consumed energy of self, obtain good damping and isolation effect, simultaneously, damping tenon of the present utility model has good anti-fatigue performance, and under the big displacement effect of earthquake, the strain of damping tenon deformation section surface can keep essentially identical, the advantage that can farthest play mild steel material, will not occur phenomenon of rupture.Damping tenon of the present utility model belongs to isotropism component, can subtract shock insulation and position-limiting action to playing in the earthquake in any level direction, and have the function of girder falling concurrently, can play damping and effect that limit levels displacement unites two into one.It addition, damping tenon of the present utility model is in installation process, owing to power transmission cylinder can realize vertically moving, upper and lower damping tenon portion part can be respectively mounted, easy construction, also allows for the maintenance inspection during operation and the replacing of each parts.
Accompanying drawing explanation
Fig. 1 is the structural representation of the separate type mild steel damping tenon that this utility model embodiment relates to；
Fig. 2 is the longitudinal sectional drawing of the power transmission cylinder of the separate type mild steel damping tenon that this utility model embodiment relates to；
Fig. 3 is the transverse cross-sectional view of the power transmission cylinder of the separate type mild steel damping tenon that this utility model embodiment relates to；
Fig. 4 is the mounting arrangement schematic diagram of the separate type mild steel damping tenon that this utility model embodiment relates to.
Detailed description of the invention
This utility model is illustrated below according to accompanying drawing illustrated embodiment.This time disclosed embodiment is it is believed that be illustration in all respects, without limitation.Scope of the present utility model is not limited by the explanation of implementation below, only by shown in the scope of claims, and all deformation in the meaning and right as including having with right.
Separate type mild steel damping tenon of the present utility model is a kind of mild steel yielding device based on flexural deformation, has higher initial stiffness and plastic deformation ability, is applicable to the seismic isolation design of medium and small span railroad bridge.The design concept that separate type mild steel damping tenon of the present utility model separates based on bearing function, with bridge pad with the use of, under normal operating condition, vertical counter-force and the corner of beam-ends that bridge beam body transmits are supported by bridge pad and control, the horizontal force of beam body and horizontal displacement are supported by damping tenon and control, when an earthquake occurs, under horizontal earthquake power effect, separate type mild steel damping tenon enters surrender and produces symmetric bending deformation, bridge structure is made to produce bigger horizontal plastic displacement, i.e. by extending natural vibration period and the damping energy dissipation of bridge structure, and then reach to reduce the purpose of seismic response.
Fig. 1 is the structural representation of the separate type mild steel damping tenon that this utility model embodiment relates to.As shown in Figure 1, separate type mild steel damping tenon of the present utility model includes the upper damping tenon portion part 1 of two relative symmetry settings and lower damping tenon portion part 2, upper damping tenon portion part 1 is identical with lower damping tenon portion part 2 structure, including that be sequentially connected with, cross section be circle power transmission section 11(21), deformation section 12(22) and ring flange 13(23), power transmission section 11(21), deformation section 12(22) and ring flange 13(23) coaxial line arrange, preferably, power transmission section 11(21), deformation section 12(22) and ring flange 13(23) one-body molded manufacture.Power transmission section 11(21) it is isodiametric cylinder, for forming sliding friction pair 4 with power transmission cylinder 3；Deformation section 12(22) for being bent and deformed dissipation energy in seismic process, deformation section 12(22) it is that the principle design according to the beam of uniform strength forms, so, enable deformation section 12(22) outer rim maximum strain reach identical yield strain level simultaneously, thus obtain optimal deformation energy consumption effect, deformation section 12(22) with power transmission section 11(21) cross-sectional area of joint is minimum, and with ring flange 13(23) cross-sectional area of joint is maximum；Ring flange 13(23) for upper damping tenon portion part 1 and lower damping tenon portion part 2 are separately fixed at bridge beam body and bridge pier.Power transmission section 11(21) with deformation section 12(22) and ring flange 13(23) abrupt change of cross-section position all by arc transition with the reduction stress concentration phenomenon that causes of the abrupt change of cross-section, preferably, power transmission section 11(21) with deformation section 12(22) the transition arc 14(24 of junction) radius be 5～10mm, power transmission section 11(21) with deformation section 12(22) length ratio be 1/3～1/4.
Upper damping tenon portion part 1 and lower damping tenon portion part 2 are attached by middle power transmission cylinder 3, and power transmission cylinder 3 is cylindrical.Power transmission cylinder 3 collectively constitutes sliding friction pair 4 with the power transmission section 11 of upper damping tenon portion part 1 and the power transmission section 21 of lower damping tenon portion part 2.nullCertain interval is left between the end face that upper damping tenon portion part 1 and lower damping tenon portion part 2 are relative，The spacing steel pin 5 of cylinder it is provided with at this gap location，Spacing steel pin 5 is through the barrel of power transmission cylinder 3，Spacing steel pin 5 is for carrying out spacing to upper damping tenon portion part 1 and lower damping tenon portion part 2，Concrete，Symmetrical configuration due to separate type mild steel damping tenon，On、The power transmission section 11 of lower damping tenon tenon portion part is contrary with the power transmission section 21 glide direction in power transmission cylinder 3 all the time，Theoretically，The frictional force thus produced on power transmission cylinder 3 should be that size is identical，In opposite direction，Frictional force can be cancelled out each other，But actually coefficient of friction can disagree，Frictional force is caused to cancel out each other completely，This makes power transmission cylinder 3 upwards、A side in lower damping tenon portion part moves，Therefore，Spacing steel pin 5 is set by the gap location between the power transmission section 11 of damping tenon and the relative end face of power transmission section 21 and carries out spacing.The steel that spacing steel pin 5 uses intensity higher are made, it is preferable that select No. 45 steel, and the diameter of spacing steel pin 5 determines according to damping tenon frictional resistance of lack of equilibrium on maximum horizontal power effect lower slider friction pair 4.
Upper damping tenon portion part 1 of the present utility model and lower damping tenon portion part 2 are by being arranged on respective power transmission section 11(21) the ring flange 13(23 of opposite proximal end) be fixed, ring flange 13(23) and power transmission section 11(21) between to use forging or upsetting to make technology one-body molded.Ring flange 13 is anchored on the pre-embedded steel slab of bridge fine strain of millet body bottom surface by the some high-strength bolts 15 being evenly arranged, and ring flange 23 is anchored on the pre-embedded steel slab of bridge pier pier top by the some high-strength bolts 25 being evenly arranged, high-strength bolt 15(25) quantity is set typically no less than 6, high-strength bolt 15(25) diameter and the selection of quantity is set, moment of flexure and shearing according to the fixing end of separate type mild steel damping tenon are determined.
The longitudinal sectional drawing of the power transmission cylinder of Fig. 2～Fig. 3 separate type mild steel damping tenon that respectively this utility model embodiment relates to and transverse cross-sectional view.As shown in Figure 2 to 3, power transmission cylinder 3 includes internal layer 31 and outer layer 32, and the steel that outer layer 32 uses intensity higher are made, it is preferable that selecting No. 45 steel, internal layer 31 uses pyrite to make.Closely cooperate between internal layer 31 and outer layer 32, pyrite internal layer 31 can be pressed into outer layer 32 combine closely both realizing by after outer layer 32 heats.The internal layer 31 of power transmission cylinder 3 uses grinding, with power transmission section 11(21) it is slidably matched.
In order to be provided that bigger plastic deformation, the upper and lower damping tenon portion part of separate type mild steel damping tenon of the present utility model uses the mild steel of the preferable low-yield of ductility to make.Wherein, deformation section 12(22) according to the principle design of the beam of uniform strength, during member stress, in a big way, the level of yield strain is identical, deformation section 12(22) use Digit Control Machine Tool processing；Power transmission section 11(21) surface chromium process, preferably, process by the way of chromium plating, the thickness of chromium coating is not less than 100 μm, chromium plating processes and is possible not only to improve power transmission section 11(21) wearability and hardness, simultaneously also can improve power transmission section 11(21) surface smoothness, reduce coefficient of friction, in power transmission cylinder 3 and power transmission section 11(21) composition sliding friction pair 4 on kollag can also be used to be lubricated, it is possible to reduce coefficient of friction further.
Separate type mild steel damping tenon of the present utility model is arranged between bridge pier pier top and bridge beam body, it is generally aligned in the same plane position with bridge pad, damping tenon be arranged on bridge pad installation after carry out, the concrete installation process of damping tenon is: first install lower damping tenon portion part 2, by high-strength bolt 25, the ring flange 23 of lower damping tenon portion part 2 is fastened on installation position, such as bridge pier pier top or the pre-embedded steel slab of bridge beam body；Then power transmission cylinder 3 is inserted in the power transmission section 21 of lower damping tenon portion part 2, moves down power transmission cylinder 3；Then, install damping tenon portion part 1 in the opposite end of lower damping tenon portion part 2, by high-strength bolt 15, the ring flange 13 of upper damping tenon portion part 1 is fastened on installation position, such as bridge beam body or the pre-embedded steel slab of bridge pier pier top；Then, power transmission cylinder is pushed back to centre position, and inserts spacing steel pin 5 in the gap of upper damping tenon portion part 1 and lower damping tenon portion part 2；The installation of separate type mild steel damping tenon.Separate type mild steel damping tenon structure in this utility model is symmetrical, and upper damping tenon portion part 1 is identical with lower damping tenon portion part 2 structure, in implementing installation process, it is not necessary to damping tenon portion part 1 and the overlying relation of lower damping tenon portion part 2 in differentiation.
When needs change damping tenon time, first spacing steel pin 5 is extracted, power transmission cylinder 3 is elapsed the side of supreme damping tenon portion part 1 or lower damping tenon portion part 2, then unclamps ring flange 13(23) on high-strength bolt 15(25), can will need to change damping tenon remove.
When separate type mild steel damping tenon of the present utility model is applied to bridge seismic isolation design, actual conditions according to construction and place feature, the size of design damping tenon and required damping tenon quantity, maximum horizontal displacement when earthquake occurs and horizontal earthquake power are calculated in inspection, are allowed to match with selected damping tenon performance.
Fig. 4 is the schematic layout pattern of the separate type mild steel damping tenon that this utility model embodiment relates to.As shown in Figure 4, generally, it may be considered that damping tenon is arranged at the lateral location of bridge pad 6.Under normal operating condition, owing to being provided with multiple separate type mild steel damping tenon between bridge beam body 7 and bridge pier pier top 8, bridge has higher initial stiffness, the brake force of bridge superstructure, centrifugal force and transverse rocking force can be offset by the elastic resistance of damping tenon, to meet railroad bridge to travel safety and the requirement of comfortableness.Certainly, damping tenon needs to carry out the most flexibly in the layout of pier top.
Claims (11)
1. a separate type mild steel damping tenon, including:
The upper damping tenon portion part of relative symmetry setting and lower damping tenon portion part, the opposed end of described upper damping tenon portion part and described lower damping tenon portion part has power transmission section, leaves gap between the end face of two power transmission sections；
Power transmission cylinder, is arranged on the outside of the power transmission section of described upper damping tenon portion part and described lower damping tenon portion part, is slidably connected described upper damping tenon portion part and the power transmission section of described lower damping tenon portion part；
Spacing steel pin, is arranged in described gap, so that described power transmission cylinder to be limited in the outside of described power transmission section.
Separate type mild steel damping tenon the most according to claim 1, it is characterised in that:
Described upper damping tenon portion part and described lower damping tenon portion part also include that deformation section and canned paragraph, described power transmission section, deformation section and canned paragraph are sequentially connected with, and the cross section of described power transmission section, deformation section and canned paragraph is circle.
Separate type mild steel damping tenon the most according to claim 1, it is characterised in that:
Described power transmission cylinder includes close-fitting internal layer and outer layer.
Separate type mild steel damping tenon the most according to claim 3, it is characterised in that:
Described internal layer uses pyrite to make, and described outer layer is steel.
5. according to the separate type mild steel damping tenon described in claim 1, it is characterised in that:
Described upper damping tenon portion part and described lower damping tenon portion part use mild steel to make.
Separate type mild steel damping tenon the most according to claim 2, it is characterised in that:
The shape of described deformation section meets the principle of the beam of uniform strength.
Separate type mild steel damping tenon the most according to claim 6, it is characterised in that:
Described deformation section is minimum with the cross-sectional area of described power transmission section junction, maximum with the cross-sectional area of described canned paragraph junction.
Separate type mild steel damping tenon the most according to claim 7, it is characterised in that:
Described power transmission section carries out transition with the junction of described deformation section by circular arc, and the radius of described transition arc is 5～10mm.
Separate type mild steel damping tenon the most according to claim 2, it is characterised in that:
Described power transmission section is 1/3～1/4 with the length ratio of described deformation section.
Separate type mild steel damping tenon the most according to claim 2, it is characterised in that:
The chrome-faced of described power transmission section, the thickness of chromium coating is not less than 100 μm.
11. separate type mild steel damping tenons according to claim 2, it is characterised in that:
Described damping tenon is anchored on the pre-embedded steel slab of bridge fine strain of millet body and bridge pier pier top by the high-strength bolt being arranged on described canned paragraph.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620385905.XU CN205636469U (en) | 2016-05-03 | 2016-05-03 | Disconnect -type mild steel shock attenuation tenon |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620385905.XU CN205636469U (en) | 2016-05-03 | 2016-05-03 | Disconnect -type mild steel shock attenuation tenon |
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| Publication Number | Publication Date |
|---|---|
| CN205636469U true CN205636469U (en) | 2016-10-12 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201620385905.XU Withdrawn - After Issue CN205636469U (en) | 2016-05-03 | 2016-05-03 | Disconnect -type mild steel shock attenuation tenon |
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| CN (1) | CN205636469U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105937202A (en) * | 2016-05-03 | 2016-09-14 | 北京交达铁工科技有限公司 | Separation type mild steel shock absorber |
-
2016
- 2016-05-03 CN CN201620385905.XU patent/CN205636469U/en not_active Withdrawn - After Issue
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105937202A (en) * | 2016-05-03 | 2016-09-14 | 北京交达铁工科技有限公司 | Separation type mild steel shock absorber |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20161012 Effective date of abandoning: 20170922 |