CN111764261A - Structure and method for converting stress state of large cantilever lifting basket type prefabricated bent cap - Google Patents
Structure and method for converting stress state of large cantilever lifting basket type prefabricated bent cap Download PDFInfo
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- CN111764261A CN111764261A CN202010501209.1A CN202010501209A CN111764261A CN 111764261 A CN111764261 A CN 111764261A CN 202010501209 A CN202010501209 A CN 202010501209A CN 111764261 A CN111764261 A CN 111764261A
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- bent cap
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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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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling 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
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
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Abstract
The invention provides a large cantilever arm basket type prefabricated bent cap converting stress state structure and a method, wherein a temporary prestressed tendon is horizontally arranged at the bottom of the prefabricated bent cap and is positioned below a first group of prestressed tendons, the temporary prestressed tendon penetrates through the length direction of the prefabricated bent cap, two ends of the temporary prestressed tendon are fixed with the beam end of the prefabricated bent cap in a tensioning mode, a bent cap moment value caused by partial permanent prestress can be offset by tensioning the temporary prestressed tendon, and the bent cap moment value caused by the permanent prestress can be recovered by releasing the tension of the temporary prestressed tendon, so that the internal force of the temporary prefabricated bent cap is adjusted; the method comprises the steps of implementing the construction of the large cantilever lifting basket type prefabricated bent cap for converting the stress state and formulating the tension sequence of the prestressed tendons; the invention can effectively solve the problem of the conversion of the stress state of the bent cap during construction, meet the stress requirements of the prefabricated bent cap under different working conditions and ensure the structural safety of the prefabricated bent cap during construction.
Description
Technical Field
The invention relates to the technical field of construction of a lifting basket type prefabricated bent cap in an assembly type bridge construction technology, in particular to a structure and a method for converting a stress state of a large cantilever lifting basket type prefabricated bent cap.
Background
The pier capping beam prefabricated part is manufactured into a concrete finished product in a factory and is transported to a site for installation, and the pier capping beam prefabricated part has great difference from the traditional site cast-in-place mode, brings about the changes of construction process and working condition conditions, and mainly comprises a prefabrication working condition, a transportation working condition and a hoisting working condition.
For prefabricated capping beam components, the pouring mode in a factory is similar to the conventional cast-in-place mode, the difference is that a high-altitude support platform is changed into a ground pedestal, but due to the long length, large volume and heavy weight of the capping beam, the placing point and the lifting point of the capping beam in the transportation and hoisting stages are different from the stress working condition in the bridge forming state. The posture and stress of the bent cap component under different working conditions are greatly different from those under the bridge forming working condition, further causing the stress change of the component structure, and if the bent cap component is still treated by a traditional method, generating great safety risk.
Therefore, the stress states of different working conditions of pier capping beam construction need to be researched and analyzed, and corresponding construction measures are considered to ensure the safety and stability of the member.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a structure and a method for converting the stress state of a large cantilever lifting basket type prefabricated bent cap.
The invention provides a structure for converting a stress state of a large cantilever basketry type prefabricated capping beam, wherein a plurality of groups of prestressed tendons are arranged in the prefabricated capping beam and are used for balancing beam end positive bending moment and pier top negative bending moment, the plurality of groups of prestressed tendons penetrate through the length direction of the prefabricated capping beam and are uniformly distributed in a parabolic shape along the height direction of the prefabricated capping beam, the prestressed tendons are respectively arranged at the bottom, the middle and the upper part of the end of the prefabricated capping beam and are respectively a first group of prestressed tendons, a second group of prestressed tendons and a third group of prestressed tendons, a temporary prestressed tendon is horizontally arranged at the bottom of the prefabricated capping beam and is positioned below the first group of prestressed tendons, the temporary prestressed tendons penetrate through the length direction of the prefabricated capping beam, two ends of the temporary prestressed tendons are fixed with the end of the prefabricated capping beam in a tensioning manner, and the capping beam bending moment value caused by partial permanent prestress can be counteracted by the tensioning of the temporary tendons, and recovering a bending moment value of the bent cap beam caused by permanent prestress through relaxation of the temporary prestressed tendons, thereby adjusting the internal force of the prefabricated bent cap beam.
Preferably, the temporary tendons are arranged proximate to a bottom surface of the precast capping beam.
Preferably, the temporary prestressed tendons adopt steel pipe tendons.
The invention provides a method for converting the stress state of a large cantilever lifting basket type prefabricated bent cap, which comprises the step of constructing the structure for converting the stress state of the large cantilever lifting basket type prefabricated bent cap.
Preferably, the method for converting the stress state of the large cantilever lifting basket type prefabricated bent cap comprises the following steps: and (4) formulating a prestressed beam tensioning sequence according to the change of the construction working condition of the prefabricated bent cap and the change of the load of the prefabricated bent cap.
Preferably, the making of the prestressed tendon tensioning sequence includes:
before the precast bent cap is lifted in a factory, tensioning the first group of prestressed tendons, the second group of prestressed tendons and the temporary prestressed tendons;
after the prefabricated bent cap is transported to the site and is erected, firstly tensioning the temporary prestress and dismantling;
completing the connection between the prefabricated capping beam and the prefabricated upright post;
and finally, tensioning the third group of prestress after the small box girder is erected on the upper structure of the prefabricated capping beam.
Compared with the prior art, the invention has at least one of the following beneficial effects:
according to the structure, from the angle of adjusting the difference of the bending moment of the large cantilever arm lifting basket type prefabricated bent cap, the temporary prestress is additionally arranged, and the prestress distribution of the existing prefabricated bent cap structure is reinforced and improved in a targeted manner.
According to the method, through structural improvement of the prefabricated capping beam and formulation of the prestress tensioning sequence, the stress requirements of the prefabricated capping beam under different working conditions can be effectively met, the column top laying stress state of the prefabricated capping beam under the bridge forming working condition can be conveniently and rapidly changed to the beam end laying and hoisting stress state under the transportation and hoisting working conditions, the conversion of the capping beam stress state during construction is effectively solved, the structural safety of the prefabricated capping beam during construction is ensured, and the construction tends to be convenient and rapid.
Drawings
Other features, objects and advantages of the invention will become more apparent upon reading of the detailed description of non-limiting embodiments with reference to the following drawings:
FIG. 1 is a schematic view of a prior art in which a precast capping beam is in a bridge state under stress;
FIG. 2 is a schematic diagram of the pre-stressed arrangement of a prefabricated canopy beam in the prior art;
FIG. 3 is a cross-sectional view of 1-1 of FIG. 2;
FIG. 4 is a cross-sectional view of 2-2 of FIG. 2;
FIG. 5 is a schematic view of the transportation state of the prefabricated bent cap under stress in the prior art;
FIG. 6 is a schematic view of a lifting state of a prefabricated bent cap in the prior art;
FIG. 7 is a diagram illustrating the pre-stressing arrangement of a prefabricated canopy according to a preferred embodiment of the present invention;
FIG. 8 is a cross-sectional view of 1-1 of FIG. 7;
FIG. 9 is a cross-sectional view of 2-2 of FIG. 7;
the scores in the figure are indicated as: the prestressed concrete slab is characterized in that the prestressed concrete slab 1 is a prestressed tendon No. 1, the prestressed tendon No. 2, the prestressed tendon No. 3, the prestressed tendon No. 4, the prestressed tendon No. 5, the temporary prestressed tendon 6, the prefabricated capping beam 7, the prefabricated upright post 8, the capping beam hanging point 9 and the transportation laying point 10.
Detailed Description
The present invention will be described in detail with reference to specific examples. The following examples will assist those skilled in the art in further understanding the invention, but are not intended to limit the invention in any way. It should be noted that variations and modifications can be made by persons skilled in the art without departing from the spirit of the invention. All falling within the scope of the present invention.
The embodiment is a preferable embodiment of the structure for converting the stress state of the large cantilever lifting basket type prefabricated bent cap, the stress states of the cantilever lifting basket type prefabricated bent cap under different working conditions are analyzed, the fact that different stress requirements exist in the prefabricated bent cap under the factory prefabrication construction working condition, the transportation and hoisting working condition and the hoisting bridge forming working condition is found, the structure and the method for converting the stress state of the large cantilever lifting basket type prefabricated bent cap are provided, and the stress requirements of the prefabricated bent cap under different working conditions can be effectively met.
For the prefabricated capping beam component, the pouring mode in a factory is similar to the conventional cast-in-place mode, and the difference is that a high-altitude support platform is changed into a ground pedestal, but because the large cantilever lifting basket type prefabricated capping beam is long in length, large in volume and heavy in weight, the placing point and the lifting point of the prefabricated capping beam in the transportation and lifting stage are different from the stress working condition in the bridge forming state.
The stress state of the large cantilever lifting basket type bent cap under the bridge forming working condition is that the pier upright posts are utilized for placing and supporting, the prefabricated upright posts are generally of double-post type, the post spacing is small, and a large cantilever structural form with a large distance between the bent cap beam end and the upright posts is formed, as shown in figure 1.
For the structural form of the large cantilever arm basket type bent cap, because the bending moment of the bent cap beam end is large, in the prior art, a plurality of groups of prestressed bundles are arranged in the prefabricated bent cap beam in order to balance the positive bending moment and the negative bending moment of the pier top of the beam end. Referring to fig. 2, 3 and 4, the plurality of prestressed tendons are No. 1, No. 2, No. 3, No. 4 and No. 5 prestressed tendons 1, No. 2, No. 3, No. 4. The multiple groups of prestressed tendons penetrate through the length direction of the prefabricated capping beam and are uniformly distributed in a parabolic shape along the height direction of the prefabricated capping beam, wherein two ends of the No. 1 prestressed tendon 1 are distributed at the bottom of the end of the capping beam, and the end of the capping beam adopts a tensioning mode, so that the prestressed tendon is a first group of prestressed tendons; two ends of the No. 4 prestressed tendons 4 and the No. 5 prestressed tendons 5 are distributed in the middle of the end of the bent cap beam, and the bent cap beam end is tensioned to form a second group of prestressed tendons; two ends of the No. 2 prestressed tendons and the No. 3 prestressed tendons are distributed on the upper part of the end of the bent cap beam, and the end of the bent cap beam adopts a tensioning mode, namely the third group of prestressed tendons.
In the precast bent cap transportation state, in order to meet the traffic capacity of roads and existing bridges, it is desirable to enlarge the distance between the bent cap transportation resting points 10, as shown in fig. 5, and the arrows in the figure indicate the transportation resting points 10, so that the distance between the front and rear flat car groups is enlarged, the aim of dispersing the load to the ground is achieved, and the road traffic requirement is met. In the hoisting state of the prefabricated bent cap, in order to meet the requirement of the hoisting capacity of the crane, a double-crane hoisting mode is adopted conventionally, the hoisting point distance is also expected to be enlarged, and as shown in fig. 6, the hoisting points 9 of the bent cap are arranged at two ends of the bent cap so as to facilitate the operations of parking, steering, walking and the like of the crane. Typically the transport rest points 10 of the prefabricated capping beam are arranged on the same capping beam section as the capping beam suspension points 9, as shown in fig. 2.
Through the analysis of the above working conditions of the precast bent cap, the stress states of the precast bent cap under different working conditions are inconsistent, under the bridge forming working condition, the large cantilever bent cap is a negative bending moment area at the top area of the upright post, and positive bending moment areas at two ends of the precast bent cap, the stress is just opposite under the transportation state and the hoisting working condition, the top area of the upright post is positive bending moment, and negative bending moment areas at two ends of the precast bent cap. This creates great difficulties in the transport and installation of the capping beam, which, if treated in a conventional manner, creates a great safety risk.
In view of the above problems, the present embodiment provides a structure for converting a stressed state of a large cantilever basketry type precast capping beam, which is shown in fig. 7, 8 and 9, and a temporary tendon 6 is horizontally arranged at the bottom of the precast capping beam, and the temporary tendon 6 is located below the first group of prestressed tendons. Preferably, the temporary prestressed tendons 6 are arranged close to the bottom surface of the precast capping beam, so that the permanent prestressed tendons can be avoided, the arrangement is easier in space, and the effect after tensioning is better. The temporary prestressed tendons 6 penetrate through the length direction of the precast bent cap, and two ends of the temporary prestressed tendons 6 are fixed with the end of the bent cap in a tensioning mode. The bending moment value of the bent cap beam caused by partial permanent prestress (No. 1 prestressed beam 1, No. 4 prestressed beam 4 and No. 5 prestressed beam 5) can be counteracted through the tension of the temporary prestressed beam 6, and the bending moment value of the bent cap beam caused by the permanent prestress can be recovered through the relaxation of the temporary prestressed beam 6, so that the internal force of the prefabricated bent cap beam is adjusted.
Under the factory prefabrication construction working condition and the transportation and hoisting working condition, referring to fig. 7, if the bent cap is hoisted at two ends or placed at two ends, due to the influence of the dead weight of the bent cap, the positive bending moment of the bent cap at the top area of the upright post is further increased, and the negative bending moment at two ends of the bent cap is also further increased, so that the bent cap is damaged. At this time, by stretching the temporary prestressed tendons 6, the positive bending moment generated by the bent cap at the top area of the upright post is reduced, and the negative bending moment generated at the two ends of the bent cap is also reduced, so that the stress requirement of hoisting the two ends of the bent cap is met.
Under the working condition of forming a bridge, after the bent cap is transported to the site and erected to the top of the upright post, the stress state of the bent cap is converted, the bent cap is stressed at the top of the upright post, and cantilevers at two ends of the bent cap are used, so that the bent cap generates a large negative bending moment in the top area of the upright post and a large positive bending moment at two ends of the bent cap, which are just opposite to the stress state of the bent cap in the hoisting and transporting states, at the moment, the temporary prestressed beam 6 is released, so that the negative bending moment generated at the top area of the upright post by the bent cap is reduced, the positive bending moment generated at two ends of the bent cap is also reduced, the stress of the bent cap is more reasonable, and the preparation is also made for the erection of a subsequent small box girder with an upper structure and the further increase.
In other partially preferred embodiments, the temporary prestressing tendons 6 are steel tendons. The structure of the temporary prestressed tendons 6 is the same as that of the permanent prestressed tendons, and the temporary prestressed tendons 6 comprise steel strands, corrugated pipes, anchor backing plates and spiral reinforcing ribs. The concrete construction is carried out by adopting the existing construction method.
In another aspect of this embodiment, a method for transforming a stressed state of a large cantilever lifting basket type prefabricated bent cap is provided, which includes implementing the above-mentioned structure for transforming a stressed state of a large cantilever lifting basket type prefabricated bent cap. In the implementation, the number and the position of the temporary prestressed tendons 6 need to be determined. And setting a prestressed tendon tensioning sequence: according to the change of the construction condition of the precast capping beam and the change of the load of the precast capping beam, a reasonable prestressed beam tensioning sequence and steps are formulated.
As a preferable mode, the making of the prestressed tendon tensioning sequence comprises the following construction steps:
the method comprises the following steps: and (5) constructing the prefabricated capping beam in a factory.
Step two: before the precast bent cap is lifted in a factory, tensioning a first group of prestressed tendons (No. 1 prestressed tendon 1), a second group of prestressed tendons (No. 4 prestressed tendon 4 and No. 5 prestressed tendon 5) and a temporary prestressed tendon 6; therefore, the hoisting stress state of the prefabricated capping beam under the hoisting working condition is changed.
Step three: and then, after the precast bent cap is transported to the site, erecting and implementing working hours, firstly putting the temporary prestressed tendons 6, and dismantling the temporary prestressed tendons 6.
Step four: and then sleeve grouting is carried out to complete the connection of the prefabricated capping beam and the upright post.
Step five: and erecting a small box girder on the upper structure of the prefabricated capping beam for construction.
Step six: and tensioning the third group of prestress (No. 2 prestress beam and No. 3 prestress beam) to obtain the prestressed steel plate.
Step seven: and (5) casting the small box girder bridge deck slab and the end cross beam in situ, and constructing the bridge deck system.
Through additionally arranging the temporary prestressed tendons 6 and formulating the prestressed tensioning sequence, the stress requirements of the prefabricated bent cap under different working conditions can be effectively met, the structural safety of the bent cap during construction is guaranteed, and the construction tends to be convenient and fast.
During the construction in the above steps, the stress change condition of the precast bent cap is briefly described as follows:
after the capping beam is prefabricated in a factory, the prestressed tendons 1, 4 and 5 are firstly tensioned on the pedestal, the capping beam is still on the pouring pedestal, the bottom surface of the capping beam is stressed in a full-section manner, after tensioning, the capping beam generates a certain positive bending moment in the top area of the upright post and a certain negative bending moment at the two ends of the capping beam, the stress condition of the capping beam can meet the requirement, and the capping beam is in a stress stabilization stage.
If the bent cap is lifted by two ends, the positive bending moment of the bent cap in the top area of the upright post is further increased and the negative bending moment of the bent cap at two ends is further increased due to the influence of the dead weight of the bent cap, so that the bent cap is damaged. Therefore, the temporary prestressed tendons 6 need to be tensioned, so that the positive bending moment generated by the bent cap at the top area of the upright post is reduced, and the negative bending moment generated at two ends of the bent cap is also reduced, thereby meeting the stress requirement of hoisting at two ends of the bent cap.
After the bent cap is transported to the site and erected to the top of the upright post, the stress state of the bent cap is converted, the bent cap is stressed at the top of the upright post, cantilevers at two ends of the bent cap are used, at the moment, due to the fact that the bent cap is heavy in self weight, the bent cap generates large negative bending moment in the top area of the upright post and large positive bending moment at two ends of the bent cap, the stress condition of the bent cap is opposite to that of the bent cap in the hoisting and transporting state, at the moment, the temporary prestressed beam 6 needs to be stretched, the negative bending moment generated by the bent cap in the top area of the upright post is reduced, the positive bending moment generated at two ends of the bent cap is also reduced, and therefore the stress of the bent cap is more reasonable, the erection of subsequent upper structure small box.
After the superstructure box girder is erected, the load is increased at the top of the cover beam, which is equivalent to the self weight of the cover beam is further increased, so that the hogging moment generated by the cover beam in the top area of the upright post is further increased, the positive bending moment generated at the two ends of the cover beam is also further increased, the No. 2 prestressed bundles 2 and the No. 3 prestressed bundles 3 need to be tensioned at the moment, the hogging moment generated by the cover beam in the top area of the upright post is reduced, and the positive bending moment generated at the two ends of the cover beam is also reduced, so that the stress of the cover beam is reasonably and stably exerted.
And finally, constructing a cast-in-place small box girder bridge deck and end cross beams and constructing a bridge deck system.
The foregoing description of specific embodiments of the present invention has been presented. It is to be understood that the present invention is not limited to the specific embodiments described above, and that various changes or modifications may be made by one skilled in the art within the scope of the appended claims without departing from the spirit of the invention.
Claims (6)
1. A large cantilever arm basket type prefabricated capping beam structure for converting stress state is characterized in that a plurality of groups of prestressed tendons are arranged in the prefabricated capping beam and used for balancing beam end positive bending moment and pier top negative bending moment, the plurality of groups of prestressed tendons run through the length direction of the prefabricated capping beam and are uniformly distributed in a parabolic shape along the height direction of the prefabricated capping beam, wherein the bottom, the middle and the upper part of the beam end of the prefabricated capping beam are respectively provided with a first group of prestressed tendons, a second group of prestressed tendons and a third group of prestressed tendons, the structure is characterized in that the bottom of the prefabricated capping beam is horizontally provided with temporary prestressed tendons which are positioned below the first group of prestressed tendons, the temporary prestressed tendons run through the length direction of the prefabricated capping beam, two ends of the temporary prestressed tendons are fixed with the prefabricated capping beam end in a tensioning mode, and the capping beam prestress value caused by partial permanent prestress can be counteracted through the tensioning of the temporary prestressed tendons, and recovering a bending moment value of the bent cap beam caused by permanent prestress through relaxation of the temporary prestressed tendons, thereby adjusting the internal force of the prefabricated bent cap beam.
2. The structure of claim 1, wherein the temporary prestressing tendons are arranged close to the bottom surface of the precast capping beam.
3. The large cantilever basketry type precast capping beam structure of claim 1, wherein the temporary prestressing tendons are steel tendons.
4. A method for converting the stress state of a large cantilever lifting basket type prefabricated bent cap is characterized by comprising the step of constructing a structure for converting the stress state of the large cantilever lifting basket type prefabricated bent cap as claimed in any one of claims 1 to 3.
5. The method for converting stress state of cantilever basket type precast bent cap according to claim 4, further comprising: and (4) formulating a prestressed beam tensioning sequence according to the change of the construction working condition of the prefabricated bent cap and the change of the load of the prefabricated bent cap.
6. The method for converting the stress state of the cantilever basket type precast bent cap as claimed in claim 5,
the method for formulating the tension sequence of the prestressed tendons comprises the following steps:
before the precast bent cap is lifted in a factory, tensioning the first group of prestressed tendons, the second group of prestressed tendons and the temporary prestressed tendons;
after the prefabricated bent cap is transported to the site and is erected, firstly tensioning the temporary prestress and dismantling;
completing the connection between the prefabricated capping beam and the prefabricated upright post;
and finally, tensioning the third group of prestress after the small box girder is erected on the upper structure of the prefabricated capping beam.
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| CN202010501209.1A CN111764261A (en) | 2020-06-04 | 2020-06-04 | Structure and method for converting stress state of large cantilever lifting basket type prefabricated bent cap |
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| CN202010501209.1A CN111764261A (en) | 2020-06-04 | 2020-06-04 | Structure and method for converting stress state of large cantilever lifting basket type prefabricated bent cap |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20180008133A (en) * | 2016-07-15 | 2018-01-24 | 이옥순 | Coping form safety system |
| CN207143733U (en) * | 2017-04-28 | 2018-03-27 | 山西省交通科学研究院 | A kind of simple-supported thencontinuous bridge system converting system |
| CN108930228A (en) * | 2018-08-06 | 2018-12-04 | 广州市第三市政工程有限公司 | The construction method of bent cap hoop bracket overall pulling down |
| CN210013104U (en) * | 2019-04-18 | 2020-02-04 | 上海市城市建设设计研究总院（集团）有限公司 | Pi-shaped cross section prefabricated bent cap adopting internal prestressed tendons |
| CN110820594A (en) * | 2019-12-06 | 2020-02-21 | 长沙市公路桥梁建设有限责任公司 | Symmetrical cantilever construction process suitable for expansion joint bridge pier |
-
2020
- 2020-06-04 CN CN202010501209.1A patent/CN111764261A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20180008133A (en) * | 2016-07-15 | 2018-01-24 | 이옥순 | Coping form safety system |
| CN207143733U (en) * | 2017-04-28 | 2018-03-27 | 山西省交通科学研究院 | A kind of simple-supported thencontinuous bridge system converting system |
| CN108930228A (en) * | 2018-08-06 | 2018-12-04 | 广州市第三市政工程有限公司 | The construction method of bent cap hoop bracket overall pulling down |
| CN210013104U (en) * | 2019-04-18 | 2020-02-04 | 上海市城市建设设计研究总院（集团）有限公司 | Pi-shaped cross section prefabricated bent cap adopting internal prestressed tendons |
| CN110820594A (en) * | 2019-12-06 | 2020-02-21 | 长沙市公路桥梁建设有限责任公司 | Symmetrical cantilever construction process suitable for expansion joint bridge pier |
Non-Patent Citations (1)
| Title |
|---|
| 郑晏华: "装配式高架桥预制墩、梁特殊工况条件下的构造措施", 《建筑施工》 * |
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