CN209741650U

CN209741650U - Assembled steel frame pier

Info

Publication number: CN209741650U
Application number: CN201821981527.7U
Authority: CN
Inventors: 霍金娜; 谢文
Original assignee: Ningbo University
Current assignee: Ningbo University
Priority date: 2018-11-29
Filing date: 2018-11-29
Publication date: 2019-12-06
Anticipated expiration: 2028-11-29

Abstract

The utility model discloses an assembled steel frame pier, including cushion cap basis and bent cap, the bent cap setting is in the top on cushion cap basis, and the interval is provided with two steel piers side by side between bent cap and the cushion cap basis, and characteristics are that the top and the bottom of every steel pier are detachably provided with an energy dissipation component respectively, and the outside at the steel pier is established to the energy dissipation component cover. The energy dissipation device has the advantages that the energy dissipation members are externally arranged at the top and the bottom of the steel pier stud respectively, so that most earthquake input energy can be absorbed and dissipated, and the damage to the pier stud during the earthquake can be effectively reduced; after the energy dissipation component is damaged by yielding, the normal use function of the pier can be quickly recovered only by replacing the energy dissipation component, and the disaster relief efficiency is effectively improved.

Description

Assembled steel frame pier

Technical Field

The utility model relates to a pier especially relates to an assembled steel frame pier.

Background

China is between the Pacific earthquake zone and the Eurasian earthquake zone, most areas are earthquake zones, and particularly the western areas are strong earthquake zones. The bridge is a pivot project on a traffic lifeline, and once the bridge is damaged by an earthquake, huge economic loss can be brought, rescue workers cannot be in place in time due to damage and interruption of the bridge, and further inestimable casualties and indirect loss can be caused. In addition, the post-earthquake repair of the damaged bridge is extremely difficult and even needs to be overturned for reconstruction, which seriously affects the post-disaster production life and reconstruction work of the earthquake-stricken area. Thus, earthquakes are one of the risk factors that must be considered by bridges.

The bridge pier is used as a main component of the bridge and plays a vital role in the overall seismic performance of the bridge, and a large number of seismic damages indicate that the collapse of the bridge is mainly caused by insufficient seismic capacity of the bridge pier. At present, the bridge pier mainly comprises a reinforced concrete bridge pier, a steel pipe concrete bridge pier, a steel frame bridge pier and the like. The reinforced concrete bridge pier is widely applied to the basic construction of China due to large rigidity and low construction cost, but the ductility and the energy consumption capability are relatively poor, and the earthquake damage indicates that: the damaged part of the reinforced concrete pier mainly appears at the bottom or the top, even the whole bridge collapses, and the normal use function of the bridge is difficult to repair and recover after the earthquake. Concrete-filled steel tube piers have the same problems as reinforced concrete piers, although the strength of the piers is improved as compared to reinforced concrete piers. The steel frame pier has good earthquake resistance and strength, and has the advantages of light dead weight, small occupied area, quick construction, quick repair and reinforcement after earthquake and the like, and is gradually adopted by the actual engineering of China along with the development of the economy of China.

However, the existing steel frame pier also faces the problem that the function is difficult to recover quickly after an earthquake, so that the work of disaster relief emergency and recovery and reconstruction after the earthquake is seriously influenced, and the social and economic recovery and the life of people are seriously influenced. In addition, according to multiple researches and cases, the seismic load can cause the bridge structure to vibrate to generate acceleration and further generate inertia force, so that the connection part of the structure is easy to bend and damage, namely, the bottom and the top of the steel frame pier body are easy to generate plasticity and even buckling and damage under the action of the seismic load, and the seismic performance of the steel frame pier of the existing structure is poor.

Disclosure of Invention

The utility model aims to solve the technical problem that an assembled steel frame pier that has stronger antidetonation power consumption ability and easily realizes quick restoration has under the earthquake effect is provided.

The utility model provides a technical scheme that above-mentioned technical problem adopted does:

The utility model provides an assembled steel frame pier, includes cushion cap basis and bent cap, the bent cap setting be in cushion cap basis top, the bent cap with cushion cap basis between the interval side by side be provided with two steel piers, every the top and the bottom of steel pier detachably respectively be provided with an energy consumption component, energy consumption component cover establish the outside of steel pier.

The energy dissipation component comprises a hollow energy dissipation cylinder which is communicated up and down, the energy dissipation cylinder is sleeved outside the steel pier stud, a horizontal top plate and a horizontal bottom plate are arranged at the top end and the bottom end of the steel pier stud respectively, the top plate is arranged on the lower end face of the cover beam, the bottom plate is arranged on the upper end face of the bearing platform foundation, and the energy dissipation cylinder is fixed on the steel pier stud in a welded mode. The energy consumption component is an energy consumption cylinder with a complete structure, is convenient to install and replace, and saves time and labor; the arrangement of the top plate and the bottom plate enables the steel pier stud to be stably arranged between the bearing platform foundation and the cover beam; the energy consumption barrel is welded and fixed, is stably installed and is convenient to install and disassemble.

Install at the top of steel pier stud the lower extreme of an energy dissipation section of thick bamboo and install the bottom of steel pier stud the upper end of an energy dissipation section of thick bamboo be provided with the backup pad of taking the mounting hole respectively, the mounting hole with the steel pier stud cooperate, the inner wall of mounting hole with the outer wall welded fastening of steel pier stud. Through the setting with steel pier stud welded fastening's backup pad, cooperation roof and bottom plate for the corresponding design position at the steel pier stud can be installed more steadily to an energy consumption section of thick bamboo, thereby plays more effective energy-absorbing effect.

The capping beam is connected with the top plate through bolts, and the bearing platform foundation is connected with the bottom plate through bolts. The installation and the dismantlement of being convenient for, and connect stably.

The energy consumption cylinder is formed by surrounding an inner layer steel shell plate and an outer layer steel shell plate which are respectively an inner layer steel shell plate and an outer layer steel shell plate, and high-damping rubber is filled between the inner layer steel shell plate and the outer layer steel shell plate. The energy consumption cylinder is formed by surrounding an inner layer of steel shell plate with a low yield point and an outer layer of steel shell plate with a low yield point, so that the energy consumption cylinder has the advantages of low yield strength, small yield stress, good stability and the like, and high-damping rubber is filled between the two layers of steel shell plates, so that the energy consumption cylinder has the advantages of strong deformability, strong energy absorption capability and the like, the energy brought by earthquake load can be effectively consumed, the damage of the earthquake load to a steel pier stud is reduced, and the earthquake resistance of the fabricated steel frame pier is effectively improved.

The inner layer steel shell plate and the outer layer steel shell plate are both continuous arc surfaces with middle parts protruding outwards. The structural design enables the energy consumption cylinder of the structure to effectively restrain buckling of the energy consumption cylinder, the influence of earthquake load on the steel pier stud can be weakened in multiple directions or any direction, the deformation capacity of the energy consumption cylinder is high, energy brought by earthquake can be fully absorbed, and the earthquake resistance of the assembly type steel frame pier is further improved.

And the top end and the bottom end of the inner wall of the inner layer steel shell plate are respectively provided with a connecting ring matched with the steel pier stud, and the connecting rings are welded and fixed with the steel pier stud. The welding fixation between the energy consumption barrel and the steel pier stud is realized through the arrangement of the connecting ring, the structure is simple, and the installation is stable.

And a plurality of stiffening ribs are welded on the inner wall of the inner steel shell plate. The multiple stiffening ribs are arranged in the energy consumption cylinder, so that the energy consumption cylinder can be effectively prevented from buckling, the buckling load of the low-yield-point steel shell plate under pressure is close to the full-section plastic yield load of the low-yield-point steel shell plate, and the energy consumption cylinder can fully exert yield plastic energy consumption.

Many stiffening rib equipartition set up. Many stiffening ribs equipartition set up for the atress of each part is comparatively even.

The linear distance from the upper end surface of the stiffening rib to the upper end surface of the energy consumption barrel is 10-15mm, and the linear distance from the lower end surface of the stiffening rib to the lower end surface of the energy consumption barrel is 10-15 mm. 10-15mm is the length which can save most material when the constraint action of the stiffening rib on the energy consumption cylinder is not influenced, and simultaneously can reduce the precision requirement of construction and welding.

The steel pier stud is a round pier stud or a box-shaped pier stud.

Compared with the prior art, the utility model has the advantages of: aiming at the problem that the top and the bottom of the existing steel frame pier are easy to generate plasticity and even buckling damage, energy dissipation components are externally arranged at the top and the bottom of the steel frame pier, the overall energy dissipation capacity of the steel frame pier can be obviously improved through the energy dissipation components, the strength and the rigidity of the steel frame pier can be improved, most of earthquake input energy can be absorbed and dissipated through the energy dissipation components, and the damage to the pier stud during the earthquake can be effectively reduced; when the energy dissipation member is damaged by yielding, the main body of the steel frame pier is slightly damaged and even still in an elastic state, and the energy dissipation member is detachably mounted, so that the energy dissipation member is only required to be replaced without repairing the main body structure of the steel frame pier, the normal use function of the pier can be quickly recovered with less cost, and the disaster relief efficiency is effectively improved.

Drawings

FIG. 1 is a schematic sectional view of the present invention;

FIG. 2 is an enlarged schematic view of the structure at A in FIG. 1;

Fig. 3 is a schematic view of the top view structure of the middle energy consumption cylinder of the present invention.

Detailed Description

The present invention will be described in further detail with reference to the following embodiments.

As shown in fig. 1 to 3, the fabricated steel frame pier comprises a bearing platform foundation 1 and a capping beam 2, wherein the capping beam 2 is arranged above the bearing platform foundation 1, two steel piers 3 are arranged between the capping beam 2 and the bearing platform foundation 1 at intervals in parallel, the top and the bottom of each steel pier 3 are respectively and detachably provided with an energy dissipation member, and the energy dissipation members are sleeved outside the steel piers 3.

In this embodiment, the energy dissipation member includes a hollow energy dissipation cylinder 4 which is through from top to bottom, the energy dissipation cylinder 4 is sleeved outside the steel pier stud 3, the top end and the bottom end of each steel pier stud 3 are respectively provided with a horizontal top plate 31 and a horizontal bottom plate 32, the top plate 31 is installed on the lower end face of the cap beam 2, the bottom plate 32 is installed on the upper end face of the bearing platform foundation 1, and the energy dissipation cylinder 4 is welded and fixed on the steel pier stud 3.

In this embodiment, the lower end of the energy-consuming cylinder 4 installed at the top of the steel pier 3 and the upper end of the energy-consuming cylinder 4 installed at the bottom of the steel pier 3 are respectively provided with a support plate 5 with a mounting hole (not shown) which is matched with the steel pier 3, and the inner wall of the mounting hole is welded and fixed with the outer wall of the steel pier 3.

In this embodiment, the cap beam 2 is connected to the top plate 31 by bolts 6, and the cap foundation 1 is connected to the bottom plate 32 by bolts 6.

In this embodiment, the energy-dissipating cylinder 4 is formed by surrounding an inner steel shell plate and an outer steel shell plate with low yield point, which are respectively an inner steel shell plate 7 and an outer steel shell plate 8, and a high-damping rubber 78 is filled between the inner steel shell plate 7 and the outer steel shell plate 8.

In this embodiment, the inner steel shell plate 7 and the outer steel shell plate 8 are both continuous arc surfaces with the middle part protruding outwards.

In this embodiment, the top end and the bottom end of the inner wall of the inner steel shell plate 7 are respectively provided with a connecting ring 71 which is matched with the steel pier 3, and the connecting ring 71 is welded and fixed with the steel pier 3.

In this embodiment, a plurality of stiffeners 41 are welded to the inner wall of the inner steel shell plate 7.

in this embodiment, a plurality of stiffening ribs 41 are uniformly disposed.

In this embodiment, the linear distance from the upper end surface of the stiffener 41 to the upper end surface of the energy-consuming cylinder 4 is 10 to 15mm, and the linear distance from the lower end surface of the stiffener 41 to the lower end surface of the energy-consuming cylinder 4 is 10 to 15 mm.

In this embodiment, the steel pier 3 is a round pier or a box-shaped pier.

Claims

1. The utility model provides an assembled steel frame pier, includes cushion cap basis and bent cap, the bent cap setting be in cushion cap basis's top, the bent cap with cushion cap basis between the interval side by side be provided with two steel piers, its characterized in that every the top and the bottom of steel pier be provided with an energy consumption component respectively detachably, energy consumption component cover establish the outside of steel pier.

2. An assembled steel frame pier as claimed in claim 1, wherein the energy dissipation member comprises a hollow energy dissipation tube extending vertically through the hollow energy dissipation member, the energy dissipation tube is sleeved outside the steel pier, a horizontal top plate and a horizontal bottom plate are respectively disposed at the top end and the bottom end of each steel pier, the top plate is mounted on the lower end surface of the cap beam, the bottom plate is mounted on the upper end surface of the bearing platform foundation, and the energy dissipation tube is welded and fixed to the steel pier.

3. an assembled steel frame pier as claimed in claim 2, wherein the lower end of the energy-consuming cylinder installed at the top of the steel pier and the upper end of the energy-consuming cylinder installed at the bottom of the steel pier are respectively provided with a support plate having a mounting hole, the mounting hole is matched with the steel pier, and the inner wall of the mounting hole is welded and fixed to the outer wall of the steel pier.

4. An assembled steel framework pier as claimed in claim 2, wherein the cap beam is connected with the top plate by bolts, and the cap foundation is connected with the bottom plate by bolts.

5. An assembled steel frame pier as claimed in claim 2, wherein the energy dissipating cylinder is surrounded by two layers of low-yield-point steel shell plates, namely an inner layer steel shell plate and an outer layer steel shell plate, and high-damping rubber is filled between the inner layer steel shell plate and the outer layer steel shell plate.

6. an assembled steel frame pier as claimed in claim 5, wherein the inner steel shell plate and the outer steel shell plate are both continuous circular arc surfaces with the middle part protruding outwards.

7. An assembled steel frame pier according to claim 5, wherein the top and bottom ends of the inner wall of the inner steel shell plate are respectively provided with a connecting ring which is matched with the steel pier stud, and the connecting rings are welded and fixed with the steel pier stud.

8. An assembled steel framework pier as claimed in claim 5, wherein the inner steel shell plate has a plurality of stiffeners welded to its inner wall.

9. An assembled steel frame pier as claimed in claim 8, wherein the linear distance from the upper end surface of the stiffener to the upper end surface of the energy dissipating cylinder is 10-15mm, and the linear distance from the lower end surface of the stiffener to the lower end surface of the energy dissipating cylinder is 10-15 mm.

10. An assembled steel frame pier as claimed in claim 1, wherein the steel pier is a round pier or a box pier.