CN111962385A - Anti-seismic energy dissipation structure of pier combined damping arm - Google Patents
Anti-seismic energy dissipation structure of pier combined damping arm Download PDFInfo
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- CN111962385A CN111962385A CN202010776478.9A CN202010776478A CN111962385A CN 111962385 A CN111962385 A CN 111962385A CN 202010776478 A CN202010776478 A CN 202010776478A CN 111962385 A CN111962385 A CN 111962385A
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- pier
- ball head
- partition plate
- damping arm
- earthquake
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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
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
Abstract
The invention discloses an anti-seismic energy dissipation structure of a pier combined damping arm, which comprises piers, wherein each pier comprises a first pier and a second pier, the first pier and the second pier are oppositely arranged, each pier adopts an L-shaped structure, a plurality of partition plates are uniformly arranged in an L-shaped corner clamping area at intervals along the height direction of the pier, each pier is divided into a plurality of sections by the partition plates, the partition plates of the first pier and the second pier are distributed in a staggered mode, ball head holes are formed in the side face of each partition plate and pier bodies on the two sides of each divided section, and the ball head holes in the first pier and the ball head holes in the second pier are connected through ball head damping arms. The combined earthquake-resistant energy dissipation structure is adopted, the earthquake amplification effect can be reduced through the spring compression and the inertia effect of the counterweight lead block, the earthquake damage to the top structure is reduced, the working capacity of the bridge after the earthquake is maintained, the damage of the earthquake to the upper structure of the bridge can be effectively reduced, the self weight of a pier is reduced, and the construction cost is saved.
Description
Technical Field
The invention relates to an anti-seismic energy dissipation structure, in particular to an anti-seismic energy dissipation structure of a pier combined damping arm.
Background
The damage of the bridge caused by the earthquake is mainly caused by the damage of the earth surface and the shock damage of the bridge. The surface destruction has the phenomena of ground crack, landslide, bank slope slip, sandy soil liquefaction and the like. Ground cracks can cause shortening, lengthening or sinking of the bridge span. In steep mountainous areas or sandy soil and soft clay river banks, collapse, bank slope sliding and falling of mountain stones caused by strong earthquakes can damage the bridge. At shallow saturated and loose sandy soil, the sandy soil is easy to liquefy under the action of earthquake, so that the bridge suddenly sinks or sinks unevenly, and even topples over. At the slope soil bank or the ancient river channel, the phenomena of bank slope slippage, cracking, collapse and the like are often caused by earthquakes, and the bridge is damaged. The earthquake damage of the bridge is caused by that the bridge generates horizontal and vertical vibration due to the earthquake, so that the bridge members are damaged and destroyed, and even the bridge is collapsed.
In addition, although some bridges can bear the vibration force of earthquake in strength, the upper part and the lower part of the bridge are not firmly connected and have poor integrity, so that the upper part and the lower part of the bridge are often subjected to overlarge relative displacement, and the bridge is damaged. Generally speaking, the earthquake damage of the bridge is heavier in a high-intensity earthquake area than in a low-intensity earthquake area, and the earthquake damage of the bridge at the position where the bank slope slides and the foundation fails is more serious than that of the common foundation.
Disclosure of Invention
The purpose of the invention is as follows: the invention aims to provide an anti-seismic energy dissipation structure of a pier combined damping arm, which can effectively reduce the damage of an earthquake to an upper structure of a bridge.
The technical scheme is as follows: the bridge pier comprises a bridge pier, wherein the bridge pier comprises a first bridge pier and a second bridge pier, the first bridge pier and the second bridge pier are arranged oppositely, the bridge piers are of L-shaped structures, a plurality of partition plates are uniformly arranged in an L-shaped corner clamping area at intervals along the height direction of the bridge pier, the bridge pier is divided into a plurality of sections by the partition plates, the partition plates of the first bridge pier and the second bridge pier are distributed in a staggered mode, ball head holes are formed in the side face of each partition plate and the bridge pier body on the two sides of each divided section, and the ball head holes in the first bridge pier and the ball head holes in the second bridge pier are connected through ball head damping arms.
The center and two ends of the side surface of the partition plate are respectively provided with a ball head hole, and the center is provided with a pair of ball head holes side by side, wherein the pair of ball head holes positioned in the center of the partition plate of the first pier are respectively connected with the ball head holes on two sides of the partition area of the second pier through ball head damping arms; the ball head hole at one end of the first bridge pier partition plate is connected with the ball head hole at the same side of the second bridge pier partition plate, and the partition plate of the second bridge pier is higher than the partition plate of the first bridge pier; the ball head hole at the other end of the first bridge pier partition plate is connected with the ball head hole at the same side of the second bridge pier partition plate, and the partition plate of the second bridge pier is lower than the partition plate of the first bridge pier.
The ball damping arm comprises an outer cylinder and an inner cylinder, the inner cylinder is installed inside the outer cylinder, a high-strength spring is connected between the end face of the inner cylinder and the end face of the inner side of the outer cylinder, one end of the inner cylinder is connected with a connecting rod, the connecting rod penetrates through the high-strength spring on the side and extends out of the outer cylinder, the other end of the outer cylinder is connected with another connecting rod, and the end portions of the connecting rods are connected with a ball.
And a lead block is arranged in the inner cylinder, and the lead block is connected with the two ends of the inner cylinder through low-strength springs respectively.
The outer cylinder adopts a steel cylinder body, and a lead layer is compounded on the inner side of the outer cylinder.
The cover plate is installed on the outer side of the ball head hole, an opening is formed in the center of the cover plate, and the diameter of the opening is larger than that of the connecting rod and smaller than that of the ball head.
The ball head hole is of a steel nest-shaped structure, and the diameter of the ball head hole is larger than that of the ball head.
The distance between the partition plates is at least 1/8 pier heights.
And the partition plate of the second pier is positioned in the central position of the first pier partition area.
Has the advantages that: the combined earthquake-proof energy dissipation structure can effectively reduce the damage of an earthquake to the upper structure of the bridge, simultaneously reduce the dead weight of the bridge pier and save the construction cost by reducing the earthquake.
Drawings
FIG. 1 is a front view of the present invention;
FIG. 2 is a schematic view of an L-shaped bridge pier according to the present invention;
FIG. 3 is a schematic view of a ball damping arm of the present invention;
FIG. 4 is a schematic view of a damping arm ball stud of the present invention;
fig. 5 is a top view of the present invention.
Detailed Description
The invention will be further explained with reference to the drawings.
As shown in fig. 1 to 5, the present invention includes a set of first pier 1 and second pier 17 which are oppositely arranged, both of which adopt L-shaped structures, and the piers are in special-shaped structures with small top and large bottom along the height direction, and can be cast in place by reinforced concrete or prefabricated by sections. A plurality of triangular partition plates 2 are uniformly arranged in the included angle area of the L-shaped bridge pier along the height direction of the bridge pier at intervals, the partition plates 2 are parallel to the horizontal plane and cast with the main body of the bridge pier into a whole, and the vertical distance between every two partition plates 2 is 1/8 pier height. The partition boards 2 divide the pier into a plurality of sections, wherein the partition boards 2 on the first pier 1 and the second pier 17 are distributed in a staggered mode, and as shown in fig. 1, the partition board 2 on the second pier 17 is located in the center of the divided area of the first pier 1. All be equipped with bulb hole 3 on the pier body of the side of every baffle 2 and every segmentation interval both sides, all connect through bulb damping arm 4 between the bulb hole 3 on first pier 1 and the second pier 17.
As shown in fig. 2 and 5, the center and two ends of the side surface of the partition board 2 are provided with ball holes 3, and the center is provided with a pair of ball holes 3 side by side, wherein the pair of ball holes 3 at the center of the partition board 2 of the first pier 1 are respectively connected with the ball holes 3 at two sides of the partition area of the second pier 17 through ball damping arms 4; the ball head hole 3 at one end of the partition plate 2 of the first pier 1 is connected with the ball head hole 3 at the same side of the partition plate 2 of the second pier 17, wherein the partition plate 2 of the second pier 17 is higher than the partition plate 2 of the first pier 1; the bulb hole 3 at the other end of the partition plate 2 of the first pier 1 is connected with the bulb hole 3 at the same side of the partition plate 2 of the second pier 17, and the partition plate 2 of the second pier 17 is lower than the partition plate 2 of the first pier 1.
As shown in fig. 3, the ball damping arm 4 is formed by nesting an inner cylinder 5 and an outer cylinder 6 made of steel, the inner cylinder 5 is a cylinder with two closed ends, a counterweight lead block 9 is arranged in the inner cylinder, and two ends of the counterweight lead block 9 are connected with the end surface of the inner side of the inner cylinder 5 through low-strength springs 10 respectively. The two ends of the inner cylinder 5 are connected with the inner side end surface of the outer cylinder 6 through high-strength springs 12 respectively, so that the inner cylinder 5 is elastically fixed at the center of the outer cylinder 6. The outer cylinder 6 is of a cylinder structure with one end closed and one end provided with a hole, the diameter of the outer cylinder is larger than that of the inner cylinder 5, the length of an inner cavity of the outer cylinder is larger than that of a cylinder body of the inner cylinder 5, the outer cylinder 6 is a steel cylinder body, and a lead layer 11 is compounded on the inner side of the outer cylinder. One end of the inner cylinder 5 is connected with a connecting rod 8, the connecting rod 8 penetrates through the high-strength spring 12 on the side and penetrates out of one side of the opening of the outer cylinder 6, the other closed end of the outer cylinder 6 is correspondingly connected with another connecting rod 8, and the end parts of the two connecting rods 8 are connected with a ball head 7 through threads.
As shown in fig. 4, the damping arm ball head fixing part 13 includes a ball head hole 3 and a cover plate 14, the ball head hole 3 is of a steel pit-shaped structure, the diameter of the steel pit is slightly larger than that of a ball head 7 of the ball head damping arm 4, the ball head hole 3 is poured on the pier body and the partition plate 2 in advance and is reinforced by an anti-pulling nail, and a pin hole 15 is reserved around the ball head hole 3. The cover plate 14 is made of steel and provided with a hole in the middle, the diameter of the hole in the middle of the cover plate 14 is larger than that of the connecting rod 8 but smaller than that of the ball head 7, pin holes 15 are formed in the periphery of the cover plate 14 and correspond to the pin holes 15 in the periphery of the ball head hole 3, and the cover plate is installed on the outer side of the ball head hole 3 through pins 16.
The construction method of the invention comprises the following steps:
(1) the first pier 1 and the second pier 17 are arranged in pair, the inner sides of the first pier 1 and the second pier 17 are oppositely constructed to form a pier unit, partition plates 2 on the two piers are distributed in a staggered mode, for example, the partition plates 2 of the first pier 1 are flush with the center of a partition area between the two adjacent partition plates 2 opposite to each other, in-situ pouring or segmented prefabrication is adopted for in-situ installation and connection, a ball head hole 3 is arranged in place during in-situ pouring or prefabrication, a ball head hole 3 is respectively arranged at the center of each of pier bodies on two sides in each partition area, two ball head holes 3 are closely arranged at the center of the side face of each partition plate 2 in parallel, and one ball head hole 3 is;
(2) connecting a ball head hole 3 at the central point of the side surface of the clapboard 2 with a ball head hole 3 at the center of a pier body at one side of the opposite pier separation area by using a ball head damping arm 4;
(3) connecting the other ball head hole 3 at the center of the side surface of the partition plate 2 with the ball head hole 3 at the center of the pier body at the other side of the opposite pier separation area by using a ball head damping arm 4;
(4) connecting a ball head hole 3 at one end of the side surface of the partition plate 2 with a ball head hole 3 at the same side of the partition plate 2 which is higher by one layer in the opposite direction by using a ball head damping arm 4;
(5) connecting a ball head hole 3 at the other end of the side surface of the partition plate 2 with a ball head hole 3 at the same side of the partition plate 2 which is lower by one layer in the opposite direction by a ball head damping arm 4;
(6) fixing the ball head 7 of the ball head damping arm 4 in the ball head hole 3 by using a cover plate 14, fixing the cover plate 14 and the ball head hole 3 on the L-shaped bridge pier by using a pin 16, wherein the fixed ball head damping arm 4 can freely rotate in the ball head hole 3 but cannot be pulled out;
(7) according to the connection relation, all the ball head holes 3 at all the positions are connected in sequence, and two bridge piers in one bridge pier unit are transversely connected into a whole by the ball head damping arms 4.
When an earthquake comes, the combined anti-seismic energy dissipation structure can consume earthquake energy through compression of the spring, and in addition, the existence of the counterweight lead block 9 enables the ball damping arm 4 to have a good damping effect and can provide a large damping force. Thereby lightening the earthquake amplification effect, reducing the earthquake damage of the upper structure and maintaining the working capacity of the bridge after the earthquake.
Claims (9)
1. The utility model provides an antidetonation power consumption structure of damping arm is united to pier, a serial communication port, including the pier, the pier include first pier (1) and second pier (17), lay relatively first pier (1) and second pier (17), the pier all adopt L shape structure, be provided with polylith baffle (2) along pier direction of height interval uniformly in the L clamp angular region, baffle (2) are cut apart into a plurality of intervals with the pier, wherein, baffle (2) the crisscross distribution of first pier (1) and second pier (17), all are equipped with bulb hole (3) on the side of every baffle (2) and every pier body of cutting apart interval both sides, all connect through bulb damping arm (4) between bulb hole (3) on first pier (1) and second pier (17).
2. The earthquake-resistant energy dissipation structure of the pier combined damping arm is characterized in that ball head holes (3) are formed in the center and at two ends of the side face of the partition plate (2), and a pair of ball head holes (3) are arranged in the center side by side, wherein the pair of ball head holes (3) in the center of the partition plate (2) of the first pier (1) are respectively connected with the ball head holes (3) on two sides of a partition area of the second pier (17) through ball head damping arms (4); the ball head hole (3) at one end of the partition plate (2) of the first pier (1) is connected with the ball head hole (3) at the same side of the partition plate (2) of the second pier (17), wherein the partition plate (2) of the second pier (17) is higher than the partition plate (2) of the first pier (1); the ball head hole (3) at the other end of the partition plate (2) of the first pier (1) is connected with the ball head hole (3) at the same side of the partition plate (2) of the second pier (17), and the partition plate (2) of the second pier (17) is lower than the partition plate (2) of the first pier (1).
3. The anti-seismic energy dissipation structure of the pier combined damping arm according to claim 1 or 2, wherein the ball damping arm (4) comprises an outer cylinder (6) and an inner cylinder (5), the inner cylinder (5) is installed inside the outer cylinder (6), a high-strength spring (12) is connected between the end surface of the inner cylinder (5) and the end surface of the inner side of the outer cylinder (6), one end of the inner cylinder (5) is connected with a connecting rod (8), the connecting rod (8) penetrates through the high-strength spring (12) on the side and extends out of the outer cylinder (6), the other end of the outer cylinder (6) is connected with another connecting rod (8), and the end parts of the connecting rods (8) are connected with the ball (7).
4. An anti-seismic energy dissipation structure of a pier combined damping arm according to claim 3, wherein a lead block (9) is arranged inside the inner cylinder (5), and the lead block (9) is connected with two ends of the inner cylinder (5) through low-strength springs (10).
5. An anti-seismic and energy-dissipation structure of a pier combined damping arm according to claim 3, wherein the outer cylinder (6) is a steel cylinder body, and a lead layer (11) is compounded on the inner side of the steel cylinder body.
6. An anti-seismic energy dissipation structure of a pier combined damping arm according to claim 1, wherein a cover plate (14) is installed on the outer side of the ball head hole (3), an opening is formed in the center of the cover plate (14), and the diameter of the opening is larger than that of the connecting rod (8) and smaller than that of the ball head (7).
7. An earthquake-resistant energy dissipation structure of a pier combined damping arm as claimed in claim 1 or 6, wherein the ball head hole (3) is a steel dimple structure, and the diameter of the steel dimple structure is larger than that of the ball head (7).
8. An earthquake-resistant energy dissipation structure of a pier combined damping arm as claimed in claim 1, wherein the spacing between the partition plates (2) is at least 1/8 pier height.
9. An anti-seismic and energy-dissipation structure of a pier combined damping arm as claimed in claim 1, wherein the partition (2) of the second pier (17) is located at the center of the partition of the first pier (1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010776478.9A CN111962385B (en) | 2020-08-05 | 2020-08-05 | Anti-seismic energy dissipation structure of pier combined damping arm |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010776478.9A CN111962385B (en) | 2020-08-05 | 2020-08-05 | Anti-seismic energy dissipation structure of pier combined damping arm |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN111962385A true CN111962385A (en) | 2020-11-20 |
| CN111962385B CN111962385B (en) | 2022-03-29 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202010776478.9A Active CN111962385B (en) | 2020-08-05 | 2020-08-05 | Anti-seismic energy dissipation structure of pier combined damping arm |
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Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005207111A (en) * | 2004-01-22 | 2005-08-04 | Kajima Corp | Seismic response controlled bridge pier |
| JP2006138196A (en) * | 2004-11-14 | 2006-06-01 | Tomoyasu Yoko | Pier structure of elevated and earthquake-resistant bridge |
| CN102388184A (en) * | 2009-03-18 | 2012-03-21 | 维也纳科技大学 | Support construction having increased structural dampening |
| CN104612039A (en) * | 2015-02-04 | 2015-05-13 | 邢台路桥建设总公司 | Assembled steel integrated bridge |
| CN105568845A (en) * | 2016-02-29 | 2016-05-11 | 石家庄铁道大学 | Replaceable shock-absorbing and energy-dissipating type double-leg high-pier system beam |
| CN105672520A (en) * | 2016-03-25 | 2016-06-15 | 大连理工大学 | Self-resetting SMA (shape memory alloy)-shearing lead combined energy dissipation damper |
| CN206768577U (en) * | 2017-05-09 | 2017-12-19 | 宁波大学 | A kind of damaged controllable two-columned pier |
| CN207987838U (en) * | 2018-03-16 | 2018-10-19 | 招商局重庆交通科研设计院有限公司 | Two-way tension energy consumption damping element |
| CN108729343A (en) * | 2018-05-24 | 2018-11-02 | 西南交通大学 | It can restore assembled energy consumption stub structure after a kind of shake |
-
2020
- 2020-08-05 CN CN202010776478.9A patent/CN111962385B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005207111A (en) * | 2004-01-22 | 2005-08-04 | Kajima Corp | Seismic response controlled bridge pier |
| JP2006138196A (en) * | 2004-11-14 | 2006-06-01 | Tomoyasu Yoko | Pier structure of elevated and earthquake-resistant bridge |
| CN102388184A (en) * | 2009-03-18 | 2012-03-21 | 维也纳科技大学 | Support construction having increased structural dampening |
| CN104612039A (en) * | 2015-02-04 | 2015-05-13 | 邢台路桥建设总公司 | Assembled steel integrated bridge |
| CN105568845A (en) * | 2016-02-29 | 2016-05-11 | 石家庄铁道大学 | Replaceable shock-absorbing and energy-dissipating type double-leg high-pier system beam |
| CN105672520A (en) * | 2016-03-25 | 2016-06-15 | 大连理工大学 | Self-resetting SMA (shape memory alloy)-shearing lead combined energy dissipation damper |
| CN206768577U (en) * | 2017-05-09 | 2017-12-19 | 宁波大学 | A kind of damaged controllable two-columned pier |
| CN207987838U (en) * | 2018-03-16 | 2018-10-19 | 招商局重庆交通科研设计院有限公司 | Two-way tension energy consumption damping element |
| CN108729343A (en) * | 2018-05-24 | 2018-11-02 | 西南交通大学 | It can restore assembled energy consumption stub structure after a kind of shake |
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| CN111962385B (en) | 2022-03-29 |
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