CN109338909B - Integral pier reinforcing structure and construction method thereof - Google Patents
Integral pier reinforcing structure and construction method thereof Download PDFInfo
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- CN109338909B CN109338909B CN201811384518.4A CN201811384518A CN109338909B CN 109338909 B CN109338909 B CN 109338909B CN 201811384518 A CN201811384518 A CN 201811384518A CN 109338909 B CN109338909 B CN 109338909B
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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
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
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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
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Abstract
The invention discloses an integral pier reinforcing structure and a construction method thereof, wherein the integral pier reinforcing structure comprises a first cushion layer and a second cushion layer which are sequentially paved on the top surface of a riverbed bearing layer, and the top surface of the second cushion layer, which is close to a pier, is connected with a water diversion pier; the water diversion pier is of an annular structure and is arranged around the bridge pier in a surrounding manner; a filling layer for reinforcing connection is filled in a gap between the water distribution pier and the pier; one sides of the first cushion layer and the second cushion layer close to the river bank are provided with row piles, each row pile comprises a plurality of cast-in-situ bored piles arranged on the river bank, and the bottoms of the cast-in-situ bored piles extend into the riverbed supporting layer; one side surface of the row pile, which is far away from the river bank, is provided with a retaining wall; the top surface of the row pile is fixedly connected with a crown beam; the top of the cast-in-situ bored pile is embedded with a reinforcing bar, and the cast-in-situ bored pile on one side of the river bank is connected to the bottom surface of a crown beam through the reinforcing bar. The integral pier reinforcing structure provided by the invention effectively solves the problems caused by the existing improvement of reinforcing of the supplementary foundation pile, so that the integral performance and the anti-scouring performance of the pier and the foundation are improved.
Description
Technical Field
The invention relates to the technical field of bridge and pier reinforcement, in particular to an integral pier reinforcement structure and a construction method thereof.
Background
Bridge reinforcement means that the bearing capacity and the service performance of a member and even the whole structure are improved by certain measures so as to meet new requirements. The reinforcement causes are various, such as the aging of the bridge, improper design, poor construction quality or serious vehicle overload. After the bridge is reinforced, the service life of the bridge can be prolonged, the bridge can meet the requirement of traffic volume by using a small amount of capital investment, the centralization of bridge investment can be alleviated, and the loss of personnel and property caused by bridge collapse can be prevented and avoided.
However, bridge reinforcement has become a difficult problem following bridge construction. At present, in bridge pier pile foundation reinforcement field, the reinforcement mode is consolidated with supplementing the foundation pile and is taken the lead to, although can reach certain reinforcing effect, but traditional base pile reinforcement that supplements only acts on reinforcing basic stability and basic bearing capacity, when the basis bottom surface does not set up on hard holding power layer, the pier will take place to subside easily, can make the stake take place to incline, thereby lead to consolidating the effect and discount greatly, moreover, traditional base pile reinforcement that supplements also can cause the pile foundation to take place to incline because reasons such as rivers erode too big, lead to consolidating the effect unsatisfactory, so the pile foundation reinforcement also need consider to erode the protection problem.
The traditional reinforcing method is that each part is reinforced independently, a filling cushion layer is replaced to increase the bearing capacity of a base, a pile foundation is supplemented to reinforce to strengthen a bridge substructure, and the water diversion piers are built to prevent bridge piers from scouring. Therefore, the pier structure reinforced by the traditional mode has single performance, can be reinforced only aiming at each part, is not connected into an integral reinforcement, and cannot meet the performance requirements of foundation stability and bridge substructure scour resistance. Therefore, there is an urgent need for a new pier reinforcement technology by those skilled in the art.
Disclosure of Invention
The technical problem to be solved by the present invention is to provide an integral pier reinforcement structure and a construction method of the integral pier structure, aiming at the defects of the prior art, so as to solve the problems caused by the reinforcement of the existing supplement foundation pile, thereby improving the integral performance and the anti-scouring performance of the pier and the foundation, and ensuring the stability of the bridge.
In order to achieve the above purpose, the present invention provides the following technical solutions:
an integral pier reinforcing structure comprises a first cushion layer and a second cushion layer which are sequentially paved on the top surface of a riverbed bearing layer, wherein a water diversion pier is connected to the position, close to a pier, of the top surface of the second cushion layer;
the water diversion pier is of an annular structure and is arranged around the bridge pier in a surrounding manner; a filling layer for reinforcing connection is filled in a gap between the water distribution pier and the pier;
one sides of the first cushion layer and the second cushion layer close to the river bank are provided with row piles, each row pile comprises a plurality of cast-in-situ bored piles arranged on the river bank, and the bottoms of the cast-in-situ bored piles extend into the riverbed supporting layer;
a retaining wall is arranged on one side surface of each row pile, which is far away from the river bank;
the top surface of the row pile is fixedly connected with a crown beam; the top of the cast-in-situ bored pile is embedded with a reinforcing bar, and the cast-in-situ bored pile on one side of the river bank is connected to the bottom surface of one crown beam through the reinforcing bar.
Optionally, the row of piles further include a jet grouting pile disposed between two adjacent cast-in-situ bored piles, and the bottom of the jet grouting pile extends into the riverbed support bed;
the bored concrete pile and the jet grouting pile are both cylinders, and the diameter of the jet grouting pile is smaller than that of the bored concrete pile.
Optionally, the cross section of the water distribution pier is a right trapezoid, and one side surface of the water distribution pier, which is in contact with water, is perpendicular to the ground.
Optionally, the first cushion layer is a medium-coarse sand cushion layer.
Optionally, the second cushion layer is a grouted rubble cushion layer.
Optionally, the filling layer is cement-stabilized stone chips.
Optionally, the cast-in-situ bored pile and the jet grouting pile are both made of concrete.
The invention also provides a construction method of the integral pier structure, which comprises the following steps:
drilling holes on two sides of the river channel respectively and pouring concrete to prepare cast-in-situ bored piles;
constructing between two adjacent cast-in-situ bored piles by adopting a single-pipe method to prepare the jet grouting pile;
pouring on the row piles formed by the cast-in-situ bored piles and the jet grouting piles to obtain the crown beams;
excavating sludge of the river channel, and backfilling medium coarse sand to prepare a first cushion layer;
paving a mortar rubble on the top surface of the first cushion layer to obtain a second cushion layer;
paving grout rubbles on one side surface of the row piles away from the river bank to obtain the retaining wall;
manufacturing an annular water distribution pier on the top surface of the second cushion layer, wherein the water distribution pier surrounds the pier, and a gap is reserved between the water distribution pier and the pier;
and backfilling cement stabilized stone chips in the gap between the water diversion pier and the pier to obtain a filling layer.
Compared with the prior art, the invention has the following beneficial effects:
the invention provides an integral pier structure and a construction method thereof, wherein the pile rows, a crown beam, a water diversion pier and cement stabilization stone chips are arranged to form integral reinforcement, and meanwhile, the application of a medium coarse sand cushion layer and grouted rubbles improves the strength of a bearing layer on the bottom surface of a foundation, so that the stability of a pile body is greatly improved. And the side of integral pier structure at the campshed sets up the barricade, and the river course pier sets up the diversion pier and protects, and the river bottom sets up the grout piece stone bed course on the basis of coarse sand bed course in the paving, effectively resists river and erodees. Moreover, the excavation and filling of the river channel enable the original soft sludge layer to be changed into a sand cushion layer and a mortar rubble cushion layer which are well stressed, so that the stability of the foundation is improved, the river channel is deepened, and the drainage capacity of the river channel is improved; therefore, the pier structure provided by the invention has good integrity and foundation stability, and meets the performance requirements of the bridge substructure.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to these drawings without inventive exercise.
Fig. 1 is an elevation view of an integral pier reinforcement structure provided by the present invention;
fig. 2 is a top view of an integral pier reinforcement structure provided by the present invention;
fig. 3 is a sectional view of the water distribution pier in the present embodiment;
fig. 4 is a top view of a row of piles in the present embodiment;
FIG. 5 is a schematic view of the row of piles and the crown beam in this embodiment;
fig. 6 is a flowchart of a construction method of the integral pier reinforcement structure provided by the invention.
Illustration of the drawings:
10. a first cushion layer; 20. a second cushion layer; 30. water diversion piers; 40. a filling layer; 50. pile arrangement; 51. drilling a cast-in-place pile; 52. carrying out jet grouting pile; 60. retaining walls; 70. a crown beam; 80. reinforcing bars; 90. provided is a bridge pier.
Detailed Description
In order to make the objects, features and advantages of the present invention more obvious and understandable, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is apparent that the embodiments described below are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In the description of the present invention, it is to be understood that when an element is referred to as being "connected" to another element, it can be directly connected to the other element or intervening elements may also be present. When a component is referred to as being "disposed on" another component, it can be directly on the other component or intervening components may also be present.
Furthermore, the terms "long", "short", "inner", "outer", and the like indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of describing the present invention, but do not indicate or imply that the referred devices or elements must have the specific orientations, be configured to operate in the specific orientations, and thus are not to be construed as limitations of the present invention.
The technical scheme of the invention is further explained by the specific implementation mode in combination with the attached drawings.
Referring to fig. 1 to 5, fig. 1 is an elevation view of an integral pier reinforcement structure according to the present invention; fig. 2 is a top view of an integral pier reinforcement structure provided by the present invention; fig. 3 is a sectional view of the water distribution pier in the present embodiment; fig. 4 is a top view of a row of piles in the present embodiment; fig. 5 is a schematic view of the row of piles and the crown beam 70 according to the present embodiment;
as shown in fig. 1, the present embodiment provides an integral pier reinforcement structure, which includes a first pad layer 10 and a second pad layer 20 laid on the top surface of a riverbed supporting layer in sequence, wherein a diversion pier 30 is connected to the top surface of the second pad layer 20 near a pier 90; specifically, in the present embodiment, the first cushion layer 10 is a medium-coarse sand cushion layer, and the second cushion layer 20 is a grouted rubble cushion layer;
as shown in fig. 2, the water diversion pier 30 is an annular structure, and is arranged around the pier 90; the water diversion piers 30 are arranged to prevent the pier 90 from being washed by river water, and meanwhile, because the peripheral structure of the pier 90 is more compact, the lateral resistance of the pier 90 can be increased, so that the bearing capacity of the pier 90 is enhanced;
as shown in fig. 3, the gap between water diversion pier 30 and pier 90 is filled with a filling layer 40 for reinforcing connection; specifically, the filling layer 40 is cement stabilized stone chips; the water distribution pier 30 is built around the river channel pier 90, cement stabilization stone chips with the cement content of 6% are adopted between the water distribution pier 30 and the pier 90 for backfilling, the backfilling height is flush with the water distribution pier 30, a layer of cement mortar is arranged above the water distribution pier 30 and the cement stabilization stone chips, so that the pier 90, the cement stabilization stone chips and the water distribution pier 30 form a whole, and the whole structure is more stable;
as shown in fig. 4, the row piles 50 are arranged on one sides of the first cushion layer 10 and the second cushion layer 20 close to the river bank, each row pile 50 comprises a plurality of cast-in-situ bored piles 51 arranged on the river bank, and the bottoms of the cast-in-situ bored piles 51 extend into a holding layer of the river bed;
a retaining wall 60 is arranged on one side surface of the row pile 50 far away from the river bank; the retaining wall 60 is made of grouted rubble, the retaining wall 60 faces the direction of the river, and is arranged on the row piles 50 formed by the cast-in-situ bored piles 51 and the jet grouting piles 52 and used for resisting the scouring of water flow on the row piles 50;
as shown in fig. 5, a crown beam 70 is fixedly connected to the top surface of the row pile 50; the cast-in-situ bored pile 51 has a reinforcing bar 80 embedded in the top thereof, and the cast-in-situ bored pile 51 of one side of the river bank is connected to the bottom surface of a crown beam 70 through the reinforcing bar 80. Specifically, the reinforcing bars 80 are pre-embedded in the cast-in-situ bored pile 51 and the concrete jet grouting pile 52, through holes are formed in the crown beam 70 corresponding to the reinforcing bars 80, the reinforcing bars 80 penetrate through the through holes to enter the crown beam 70, and the crown beam 70 is cast by reinforced concrete, so that the whole structure forms a whole and acts together;
referring to fig. 4, further, the row of piles 50 further includes a jet grouting pile 52 disposed between two adjacent cast-in-situ bored piles 51, and the bottom of the jet grouting pile 52 extends into the riverbed support layer;
the cast-in-situ bored pile 51 and the jet grouting pile 52 are both cylinders, and the diameter of the jet grouting pile 52 is smaller than that of the cast-in-situ bored pile 51.
The cast-in-situ bored piles 51 are arranged at the side slopes at the two sides of the river bank and extend into the bearing stratum, and the adjacent cast-in-situ bored piles 51 are tightly connected; because the diameter of the cast-in-situ bored pile 51 is larger, a gap is reserved between adjacent cast-in-situ bored piles 51, the concrete jet grouting pile 52 with a smaller diameter is arranged in the gap on the side facing the river, and the depth of the concrete jet grouting pile 52 is consistent with that of the cast-in-situ bored pile 51. The jet grouting piles 52 close the gaps between the cast-in-situ bored piles 51 and cooperate with the piers 90 to resist the lateral pressure of earthwork at both sides, thereby playing the roles of limiting the displacement of the earthwork, preventing water flow from scouring and increasing the stability of the piers 90. Meanwhile, because of the enhancement of the stability of the soil body, the bearing capacity of the pier 90 is correspondingly improved.
In this embodiment, the cross section of the water diversion pier 30 is a right trapezoid, and one side surface of the water diversion pier 30 contacting with water is perpendicular to the ground. The water distribution pier 30 adopting the structure has the advantages that the bottom is thick, the strong water pressure of the river bottom can be resisted, the vertical side is favorable for distributing water flow, and the anti-scouring performance is further improved.
In this embodiment, the cast-in-situ bored pile 51 and the jet grouting pile 52 are made of concrete.
Compared with the traditional reinforcement of the supplementary foundation pile, the integral pier structure provided by the invention has the advantages that the pile rows 50, the crown beam 70, the water diversion piers 30 and cement stabilization stone chips are arranged to form integral reinforcement, and meanwhile, the application of the medium coarse sand cushion layer and the grouted rubbles improves the strength of the bearing layer on the bottom surface of the foundation, so that the stability of the pile body is greatly improved. And the integral pier structure sets up barricade 60 at the side of campshed 50, and river course pier 90 sets up diversion pier 30 and protects, and the river bottom sets up the grout piece stone bed course on the basis of the coarse sand bed course in the paving, effectively resists river and erodees. And the excavation and filling of the river channel enable the original weak sludge layer to be changed into a sand cushion layer and a Jiang slice stone cushion layer with good stress, so that the foundation stability is improved, the river channel is deepened, and the drainage capacity of the river channel is increased.
The invention also provides a construction method of the integral pier structure, as shown in fig. 6, the integral pier structure is manufactured by the following steps:
step S1: drilling holes on two sides of the river channel respectively and pouring concrete to prepare cast-in-situ bored piles 51; wherein the diameter of the cast-in-situ bored pile 51 is 0.8 m, and the length of the pile is 13 m.
Step S2: constructing between two adjacent cast-in-situ bored piles 51 by adopting a single-pipe method to prepare a jet grouting pile 52; wherein, the pile diameter of the jet grouting pile 52 is 0.3m, and the pile length is 13 m. The pressure of the pump is controlled to be 20 to 22MPa, the lifting speed of the rotary jet is 0.15m/min, the rotating speed is controlled to be 20r/min, the aperture of the nozzle is 2.2 to 2.5mm, the main material of the jet grouting is 425 ordinary portland cement, and the unconfined compressive strength of the pile body of the rotary jet pile 52 is more than 1.5 MPa.
Step S3: pouring on the row piles 50 formed by the cast-in-situ bored piles 51 and the jet grouting piles 52 to obtain crown beams 70; wherein, the steel bar on the top of the bored pile extends into and is anchored in the crown beam 70, thereby connecting the whole row of bored piles 51 into a whole to play a role of supporting.
Step S4: excavating sludge of the river channel, and backfilling coarse sand to obtain a first cushion layer 10; specifically, after the concrete strength of the cast-in-situ bored pile 51, the concrete jet grouting pile 52 and the crown beam 70 reaches the designed strength, the excavation construction of the river is performed, the excavation depth is controlled by the bottom elevation of the sludge layer, namely, sludge in the foundation in the excavation range is completely excavated, and coarse sand in the course of backfilling is filled.
Step S5: paving a grouted rubble on the top surface of the first cushion layer 10 to obtain a second cushion layer 20; specifically, when the coarse sand in the backfill reaches the bottom elevation of the river course paving, the grouted rubble is paved.
Step S6: building rubble on one side surface of the row of piles 50 far away from the river bank to obtain the retaining wall 60;
step S7: an annular water distribution pier 30 is manufactured on the top surface of the second cushion layer 20, the water distribution pier 30 is arranged around the pier 90 in a surrounding mode, and a gap is reserved between the water distribution pier 30 and the pier 90;
step S8: and backfilling cement stabilized stone chips in the gap between the water distribution pier 30 and the pier 90 to obtain the filling layer 40. Specifically, after the water distribution piers 30 around the river channel middle pier 90 reach the design strength, the parts in the water distribution piers 30 are backfilled by using 6% cement stabilized stone chips.
In a specific implementation process, before the row pile 50 supporting construction, the shallow trench is excavated in the river channel range in a sloping mode and water is passed through, but the excavation depth of the trench cannot enter a silt layer, so that the safety of the whole construction process is guaranteed.
Further, drilling and pouring concrete are respectively carried out on two sides of the river channel to prepare the cast-in-situ bored pile 51, which specifically comprises:
drilling holes on two sides of the river channel respectively and pouring concrete according to a preset sequence to prepare a cast-in-situ bored pile 51;
the preset sequence is as follows:
sequentially pouring the odd-numbered bored piles 51 in the row piles 50 from the middle to the two sides; and then sequentially pouring a plurality of drilling pouring piles 51 in the row of piles 50 from the middle to two sides.
Specifically, when the step is executed, the construction of the reinforced concrete dense row cast-in-situ piles 51 is performed in advance, the sequence of drilling and pouring of each row of piles 50 is from the middle to two sides, and the piles are constructed at intervals, namely, a single numbered pile in each row of piles 50 is constructed firstly, and then double numbered piles in each row of piles 50 are constructed, so that the construction mode is rapid and efficient, and the errors in the construction process can be reduced; after the whole row of cast-in-situ bored piles 51 are constructed, the concrete jet grouting piles 52 are constructed at the gaps between the adjacent cast-in-situ bored piles 51 to close the gaps between the cast-in-situ bored piles 51, so that the effects of retaining soil and stopping water are achieved.
The above-mentioned embodiments are only used for illustrating the technical solutions of the present invention, and not for limiting the same; although the present invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some technical features may be equivalently replaced; and such modifications or substitutions do not depart from the spirit and scope of the corresponding technical solutions of the embodiments of the present invention.
Claims (8)
1. An integral pier reinforcing structure comprises a first cushion layer and a second cushion layer which are sequentially paved on the top surface of a riverbed bearing layer, and is characterized in that a water diversion pier is connected to the position, close to a pier, of the top surface of the second cushion layer;
the water diversion pier is of an annular structure and is arranged around the bridge pier in a surrounding manner; a filling layer for reinforcing connection is filled in a gap between the water distribution pier and the pier;
one sides of the first cushion layer and the second cushion layer close to the river bank are provided with row piles, each row pile comprises a plurality of cast-in-situ bored piles arranged on the river bank, and the bottoms of the cast-in-situ bored piles extend into the riverbed supporting layer;
a retaining wall is arranged on one side surface of each row pile, which is far away from the river bank;
the top surface of each row of piles is fixedly connected with a crown beam; the top of the cast-in-situ bored pile is embedded with a reinforcing bar, and the cast-in-situ bored pile on one side of the river bank is connected to the bottom surface of one crown beam through the reinforcing bar.
2. The pier reinforcing structure according to claim 1, wherein the row piles further comprise jet grouting piles arranged between two adjacent cast-in-situ bored piles, and bottoms of the jet grouting piles extend into a riverbed support force layer;
the bored concrete pile and the jet grouting pile are both cylinders, and the diameter of the jet grouting pile is smaller than that of the bored concrete pile.
3. The pier reinforcing structure of claim 1, wherein the cross section of the diversion pier is a right trapezoid, and one side surface of the diversion pier, which is in contact with water, is perpendicular to the ground.
4. The pier reinforcing structure according to claim 1, wherein the first pad layer is a medium grit pad layer.
5. The pier-reinforcing structure according to claim 1, wherein the second pad layer is a grouted rubble pad layer.
6. The pier reinforcing structure according to claim 1, wherein the filler layer is cement-stabilized stone chips.
7. The pier reinforcing structure according to claim 2, wherein the cast-in-situ bored pile and the jet grouting pile are made of concrete.
8. A construction method of an integral pier structure for fabricating the pier reinforcing structure of any one of claims 1 to 6, comprising:
drilling holes on two sides of the river channel respectively and pouring concrete to prepare cast-in-situ bored piles;
constructing between two adjacent cast-in-situ bored piles by adopting a single-pipe method to prepare the jet grouting pile;
pouring on the row piles formed by the cast-in-situ bored piles and the jet grouting piles to obtain the crown beams;
excavating sludge of the river channel, and backfilling medium coarse sand to prepare a first cushion layer;
paving a mortar rubble on the top surface of the first cushion layer to obtain a second cushion layer;
paving grout rubbles on one side surface of the row piles away from the river bank to obtain the retaining wall;
manufacturing an annular water distribution pier on the top surface of the second cushion layer, wherein the water distribution pier surrounds the pier, and a gap is reserved between the water distribution pier and the pier;
and backfilling cement stabilized stone chips in the gap between the water diversion pier and the pier to obtain a filling layer.
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| CN201811384518.4A CN109338909B (en) | 2018-11-20 | 2018-11-20 | Integral pier reinforcing structure and construction method thereof |
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| CN201811384518.4A CN109338909B (en) | 2018-11-20 | 2018-11-20 | Integral pier reinforcing structure and construction method thereof |
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| CN109338909B true CN109338909B (en) | 2020-04-28 |
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| CN110804957A (en) * | 2019-09-29 | 2020-02-18 | 安徽省交通控股集团有限公司 | Protection method for local scouring of bridge pier |
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| JP3782855B2 (en) * | 1996-09-27 | 2006-06-07 | 東亜建設工業株式会社 | Temporary drainage device for underwater structures |
| US20040265060A1 (en) * | 2001-10-26 | 2004-12-30 | Lee Keun-Hee | Method for constructing scour protection of bridge and stabilization of stream bed using block mat |
| KR100982023B1 (en) * | 2008-03-14 | 2010-09-13 | 조덕래 | Apparatus for preventing scour on bridge pier foundation |
| CN102839629B (en) * | 2012-08-17 | 2015-05-20 | 北京科技大学 | Method and structure for disturbed riverbed seepage-proof governing |
| CN104179128B (en) * | 2014-08-15 | 2016-01-20 | 安徽建工集团有限公司 | The reinforcement means of concrete pier |
| CN206157667U (en) * | 2016-11-11 | 2017-05-10 | 长安大学 | Mountain area skew bridge pier scour prevention buffer stop |
| CN207331620U (en) * | 2017-05-02 | 2018-05-08 | 新昌县鸿裕工业产品设计有限公司 | A kind of automatic crash-proof device of bridge pier |
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