CN212025898U - Pier column-bent cap node pouring connection structure in prefabricated assembled bridge in high-intensity area - Google Patents
Pier column-bent cap node pouring connection structure in prefabricated assembled bridge in high-intensity area Download PDFInfo
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- CN212025898U CN212025898U CN201922065944.8U CN201922065944U CN212025898U CN 212025898 U CN212025898 U CN 212025898U CN 201922065944 U CN201922065944 U CN 201922065944U CN 212025898 U CN212025898 U CN 212025898U
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Abstract
The utility model discloses a pier stud-bent cap node fills joint construction in bridge is assembled in prefabrication of high intensity district belongs to the bridge engineering field. The structure consists of prefabricated pier columns and prefabricated capping beams, which are connected into a pier system by pouring high-performance materials and splicing; the prefabricated pier column consists of pier column longitudinal bars, pier column stirrups, lap joint longitudinal bars, lap joint stirrups and oblique steel bars; the prefabricated capping beam consists of a grouting pipeline, a capping beam structure stirrup and a grouting slot; the splicing number of the pier column longitudinal bars is only half or less than the total amount of the longitudinal stressed steel bars, and high-performance materials are adopted for pouring and splicing; the lap joint longitudinal bars can meet the seismic resistance requirement of the bridge in a high-intensity area, and meanwhile, the small damage of the plastic hinge area of the pier stud after the earthquake can be guaranteed. The utility model discloses when can satisfy high intensity district bridge antidetonation demand, ensure construction quality, greatly accelerate the construction speed and the construction convenience of bridge, provide a brand-new technical solution for the bridge engineering application is assembled in the prefabrication of high intensity district.
Description
Technical Field
The utility model relates to a bridge engineering field, concretely relates to pier stud-bent cap node fills connected mode and structure in bridge is assembled in prefabrication of high intensity district.
Background
The earthquake is frequently occurred between the Pacific earthquake zone and the Asia-European earthquake zone in China. According to recent decades of earthquake reports, serious earthquake disasters mostly occur in western regions of China, such as Wenchuan earthquake, Yushu earthquake and the like. The western regions of China are mountainous and hilly, mountains are high and slopes are steep, the terrain is complex, and the seismic intensity is high. When crossing a valley or a deep groove, a bridge structure is generally adopted, and due to the limitation of terrain conditions, the continuous beam bridge has the typical characteristic that the difference of pier heights is very large, and belongs to an irregular bridge. When an earthquake comes, the earthquake loads born by different pier heights are different due to different rigidity, and if one of the pier heights generates larger deformation and even collapses, the bridge structure can be collapsed continuously. As a traffic life line of a seismic area, the bridge structure is damaged, so that the rescue work after a disaster is seriously influenced, huge casualties and property loss are caused, secondary disasters can be caused, and the consequences are unreasonable.
In recent years, in order to promote economic development in western regions, the countries increase investment in highway construction in western regions, and the engineering construction requirements of bridge structures are increasing day by day. Therefore, how to ensure the seismic performance and the construction speed of the bridge structure and small disturbance to the surrounding environment are important problems which are puzzled on the bridge construction in high-intensity areas (particularly western areas). At present, the traditional bridge construction adopts a cast-in-place construction technology, the construction period is long, the environmental pollution is high, and the transportation condition requirement is high, which is obviously very unfavorable for the bridge construction in a high-intensity area.
As an advanced bridge construction technology, the prefabricated and assembled bridge technology has been applied to the areas with 7 degrees earthquake intensity and below in China on a certain scale, and the economic development and environmental protection of the areas are greatly promoted. Compared with a conventional cast-in-place structure, the prefabricated assembled bridge structure has the greatest difference that the connection structures of the nodes are different, and how to ensure the reasonable connection structure and the anti-seismic performance of the nodes is the key problem of ensuring the high-intensity application of the prefabricated assembled bridge structure. Combining the topographic characteristics of western regions and the seismic requirements of strong seismic regions, the conventional technical means is to improve the longitudinal reinforcement ratio of the pier structure so as to ensure the sufficient seismic performance. However, the improvement of the reinforcement ratio brings great construction difficulty to the currently and generally adopted grouting sleeve and grouting corrugated pipe, great influence is generated on the connection precision and quality between prefabricated and assembled nodes, the technical advantages of the prefabricated bridge are greatly reduced, more importantly, whether the seismic resistance of the prefabricated bridge can be ensured or not is ensured, and the application range of the prefabricated bridge is regulated in the areas with the seismic intensity not greater than 7 degrees by various industries and local standards. Therefore, it is urgently needed to develop a node connection form suitable for a high-intensity area prefabricated assembled bridge with the intensity greater than 7 degrees so as to promote the application of the prefabricated assembled bridge technology in the high-intensity area.
SUMMERY OF THE UTILITY MODEL
In order to solve the prefabricated nodal connection of assembling in high-intensity district that proposes and antidetonation problem thereof among the background art, the utility model aims to provide a pier stud-bent cap node fills connected mode and structure in the bridge is assembled in the prefabrication of high-intensity district, when satisfying high-intensity district bridge antidetonation demand, guaranteeing construction quality, greatly accelerates the construction speed and the construction convenience of bridge, can adopt the prefabricated bridge technique of assembling to provide a brand-new solution for high-intensity.
In order to realize the purpose, the utility model discloses a technical scheme be:
a pier column-capping beam joint pouring connection mode and a structure in a prefabricated and assembled bridge in a high-intensity area are composed of prefabricated pier columns (1) and prefabricated capping beams (2), and the prefabricated pier columns (1) and the prefabricated capping beams (2) are connected into a whole through pouring and splicing of high-performance materials (11); the prefabricated pier column (1) is composed of pier column longitudinal bars (3), pier column stirrups (4), lap joint longitudinal bars (5), lap joint stirrups (6) and oblique reinforcing steel bars (7); the prefabricated capping beam (2) is composed of a grouting pipeline (9), a capping beam structure stirrup (10) and a pouring slot (12).
The pier stud is indulged muscle (3) and is pre-buried in the inside of prefabricated pier stud (1), and the quantity that stretches out prefabricated pier stud (1) is 1/2 of pier stud indulges muscle (3) total quantity, and the length that stretches out prefabricated pier stud (1) is not less than sixteen times's pier stud indulges muscle (3) diameter.
The lap longitudinal rib (5) is pre-buried inside the prefabricated pier stud (1), the diameter is not less than 28mm, the anchoring length inside the prefabricated pier stud (1) is not less than twenty-four times of the diameter of the lap longitudinal rib (5), the length of the extended pier stud is not less than sixteen times of the diameter of the lap longitudinal rib (5), and a rectangular anchor head (8) is welded at the end part.
Overlap joint stirrup (6) are pre-buried inside prefabricated pier stud (1) to upwards extend and indulge muscle (5) with the restraint overlap joint, are not more than 60mm at the inside interval of prefabricated pier stud (1), and the interval in pouring slot (12) is not more than 80mm, and the shape and the size of overlap joint stirrup (6) are decided according to actual antidetonation demand.
The lapped longitudinal ribs (5) and the pier column longitudinal ribs (3) are connected together through the oblique reinforcing steel bars (7) in a welding mode, so that shear force transmission between the lapped longitudinal ribs (5) and the pier column longitudinal ribs (3) is achieved.
The grouting pipeline (9) is composed of a metal corrugated pipe or a grouting sleeve, the grouting pipeline (9) is pre-buried inside the prefabricated capping beam (2), the height of the grouting pipeline is consistent with that of the prefabricated capping beam (2), the inner diameter of the grouting pipeline (9) is 20-40mm larger than the diameter of the pier column longitudinal rib, and the wall thickness of the grouting pipeline is not smaller than 0.5 mm.
The pier column longitudinal ribs (3) and the grouting pipelines (9) are connected by high-performance materials (11).
The construction stirrups (10) restrain and position the grouting pipelines (9) inside the prefabricated capping beams (2), and the distance between the grouting pipelines and the prefabricated capping beams is not less than 80 mm.
The high-performance material (11) is UHPC and the like, the compressive strength is not lower than 120MPa, and the tensile strength is not lower than 7 MPa.
Fill slot (12) and adopt narrow-end wide beverage bottle type structure down to adopt high performance material (11) and overlap joint to indulge muscle (5) and overlap joint stirrup (6) and fill the concatenation, concrete size and shape are indulged the extension length of muscle (5) and are confirmed according to the overlap joint.
The utility model provides a pier stud-bent cap node fills connected mode and structure in bridge is assembled in prefabrication of high intensity district, when satisfying higher antidetonation demand and construction quality, greatly accelerates the construction speed of bridge, and concrete beneficial effect is as follows:
1. the utility model discloses a technical means of the prefabricated pier stud of mill processing and bent cap adopts high performance material (UHPC etc.) to fill the concatenation between prefabricated pier stud and the bent cap, and this connected mode simple structure, the fault-tolerant rate of construction is high, when guaranteeing quality and precision, very big saving on-the-spot operating time, reduced labour cost and cost of transportation to reduce pollution and the disturbance to the surrounding environment, protected local ecological environment construction.
2. The splicing quantity of the pier column longitudinal ribs is only half of the total quantity of the pier column longitudinal ribs, the quantity of grouting holes in the bent cap is greatly reduced, binding and construction of bent cap reinforcing steel bars are facilitated, the engineering cost is reduced, and the problems that a conventional prefabrication and splicing technology is difficult to adopt for accelerating the engineering construction speed and ensuring the quality and the shock resistance of a pier with high reinforcement ratio meeting the shock resistance requirement in a high-intensity area are solved.
3. Compared with conventional concrete and grouting material, the high-performance material (UHPC and the like) is adopted for grouting and splicing, so that the extension lengths of the longitudinal ribs and the lap joint longitudinal ribs of the pier column are greatly reduced, and the transportation and splicing of the prefabricated pier column are facilitated.
4. The wine bottle type slot is reserved in the capping beam, high-performance materials (UHPC and the like) are adopted for on-site pouring, the on-site pouring amount is greatly reduced, the construction process is simple, the engineering quality guarantee degree is high, the durability and the fatigue performance are high, the stress continuity of the longitudinal reinforcing steel bar of the capping beam is not broken, the construction difficulty is reduced, and the stress performance of the pouring slot is effectively ensured.
5. Set up the slant reinforcing bar in the pier stud and indulge the muscle with the pier stud and link together with the overlap joint, when guaranteeing tensile and shear resistance, can realize that the pier stud indulges the better collaborative work of muscle and overlap joint longitudinal bar, guarantee the anti-seismic performance of node.
6. The pier stud is inside to add major diameter overlap joint and indulge the muscle when guaranteeing high intensity area antidetonation demand, can provide great shearing and bending resistance safety deposit, guarantees to shake the regional less damage of back pier stud plasticity hinge to provide higher vertical bearing capacity, greatly promoted the service function of shaking back bridge construction, do benefit to the rescue and the work of rebuilding after shaking.
Drawings
Fig. 1 is a schematic elevation view of a pouring connection mode and a structure of pier column-bent cap node in a prefabricated assembled bridge in a high-intensity area.
Fig. 2 is a schematic sectional view (circular section) of the pier column-bent cap node pouring connection mode and structure in the prefabricated assembled bridge in the high-intensity area of fig. 1.
Fig. 3 is a B-B cross-sectional schematic view of a pier stud-cap beam node pouring connection mode and a structure in the high-intensity area prefabricated assembled bridge in fig. 1.
Fig. 4 is a C-C sectional schematic view of a pier stud-cap beam node pouring connection mode and a structure in the high-intensity area prefabricated assembled bridge in fig. 1.
Fig. 5 is a schematic elevation view of a pouring connection mode and a structure of pier column-bent cap beam joints in a prefabricated assembled bridge in a high-intensity area.
Fig. 6 is a schematic sectional view a-a of the pouring connection mode and the structure of pier stud-cap beam joints in the precast assembled bridge in the high-intensity area of fig. 5.
Fig. 7 is a B-B cross-sectional schematic view of a pier stud-cap beam node pouring connection mode and a structure in the high-intensity area prefabricated assembled bridge in fig. 5.
Fig. 8 is a C-C sectional view of a pier stud-cap beam node pouring connection mode and a structure in the high-intensity area prefabricated assembled bridge in fig. 5.
Fig. 9 is a schematic view of a pouring connection mode and a construction and manufacturing splicing of pier column-bent cap node in a prefabricated assembled bridge in a high-intensity area.
Description of reference numerals:
1-pier stud; 2-a capping beam; 3-pier stud longitudinal reinforcement; 4-pier stud stirrup; 5-lapping longitudinal bars; 6-overlapping the stirrups; 7-oblique reinforcing steel bars; 8-lapping a steel bar anchor head; 9-grouting pore canals; 10-a capping beam structure stirrup; 11-high performance materials; 12-pour slot.
Detailed Description
The high-intensity pier stud-bent cap UHPC perfusion assembly node connection mode and the structure provided by the utility model are further explained in detail with the accompanying drawings and the specific embodiments, so that the utility model can be clearly understood, but the connection mode and the structure are not limited by the components of the utility model.
As shown in the attached figures 1-8, the utility model provides a pouring connection mode and structure of pier stud-bent cap nodes in a prefabricated and assembled bridge in a high-intensity area,
the connection mode and the structure are composed of prefabricated pier columns (1) and prefabricated capping beams (2), and the prefabricated pier columns (1) and the prefabricated capping beams (2) are connected into a whole by pouring and splicing high-performance materials (11); the prefabricated pier column (1) is composed of pier column longitudinal bars (3), pier column stirrups (4), lap joint longitudinal bars (5), lap joint stirrups (6) and oblique reinforcing steel bars (7); the prefabricated capping beam (2) is composed of a grouting pipeline (9), a capping beam structure stirrup (10) and a pouring slot (12).
The pier stud is indulged muscle (3) and is pre-buried in the inside of prefabricated pier stud (1), and the quantity that stretches out prefabricated pier stud (1) is 1/2 of pier stud indulges muscle (3) total quantity, and the length that stretches out prefabricated pier stud (1) is not less than sixteen times's pier stud indulges muscle (3) diameter.
The lap longitudinal rib (5) is pre-buried inside the prefabricated pier stud (1), the diameter is not less than 28mm, the anchoring length inside the prefabricated pier stud (1) is not less than twenty-four times of the diameter of the lap longitudinal rib (5), the length of the extended pier stud is not less than sixteen times of the diameter of the lap longitudinal rib (5), and a rectangular anchor head (8) is welded at the end part.
Overlap joint stirrup (6) are pre-buried inside prefabricated pier stud (1) to upwards extend and indulge muscle (5) with the restraint overlap joint, are not more than 60mm at the inside interval of prefabricated pier stud (1), and the interval in pouring slot (12) is not more than 80mm, and the shape and the size of overlap joint stirrup (6) are decided according to actual antidetonation demand.
The lapped longitudinal ribs (5) and the pier column longitudinal ribs (3) are connected together through the oblique reinforcing steel bars (7) in a welding mode, so that shear force transmission between the lapped longitudinal ribs (5) and the pier column longitudinal ribs (3) is achieved.
The grouting pipeline (9) is composed of a metal corrugated pipe or a grouting sleeve, the grouting pipeline (9) is pre-buried inside the prefabricated capping beam (2), the height of the grouting pipeline is consistent with that of the prefabricated capping beam (2), the inner diameter of the grouting pipeline (9) is 20-40mm larger than the diameter of the pier column longitudinal rib, and the wall thickness of the grouting pipeline is not smaller than 0.5 mm.
The pier column longitudinal ribs (3) and the grouting pipelines (9) are connected by high-performance materials (11).
The construction stirrups (10) restrain and position the grouting pipelines (9) inside the prefabricated capping beams (2), and the distance between the grouting pipelines and the prefabricated capping beams is not less than 80 mm.
The high-performance material (11) is UHPC and the like, the compressive strength is not lower than 120MPa, and the tensile strength is not lower than 7 MPa.
Fill slot (12) and adopt narrow-end wide beverage bottle type structure down to adopt high performance material (11) and overlap joint to indulge muscle (5) and overlap joint stirrup (6) and fill the concatenation, concrete size and shape are indulged the extension length of muscle (5) and are confirmed according to the overlap joint.
A pouring connection mode and a structure of pier column-bent cap node in a prefabricated assembled bridge in a high-intensity area take the connection mode and the structure as an example, and the manufacturing and installing method comprises the following steps:
s1, binding the pier column longitudinal bar (3), the pier column stirrup (4), the lap joint longitudinal bar (5) and the lap joint stirrup (6) in a factory, welding the oblique steel bar (7) between the pier column longitudinal bar (3) and the lap joint longitudinal bar (5), supporting a template, pouring concrete, and finishing the manufacturing of the prefabricated pier column (1), as shown in (a) of fig. 9.
S2, binding the capping beam structure steel bars (10) and other steel bars in a factory, embedding metal corrugated pipes or grouting sleeves to form grouting channels (9), reserving wine bottle type pouring slots (12), supporting templates, pouring concrete, and finishing the manufacturing of the prefabricated capping beam (2), as shown in (b) of fig. 9.
S3, the prefabricated pier stud (1) and the prefabricated capping beam (2) are transported to a construction site, the extending pier stud longitudinal ribs (3) are inserted into grouting holes (9) in the prefabricated capping beam (2), the extending lap joint longitudinal ribs (5) and the extending lap joint stirrups (6) are inserted into filling slots (12) in the prefabricated capping beam (2), and the levelness and the verticality of the structure are adjusted.
S4, stirring the high-performance materials (11) on site, filling the grouting pore canals (9) with the high-performance materials (11) by using a grouting device, grouting the high-performance materials (11) from the bottoms of the grouting slots (12) by using a grouting method, leveling and finishing the splicing work of the prefabricated pier stud (1) and the prefabricated capping beam (2) after the high-performance materials (11) overflow from each grouting pore canal (9) and each grouting slot (12), as shown in (c) of fig. 9.
The above description is only for the preferred embodiment of the present invention, and is not intended to limit the structure of the present invention in any way. The utility model discloses an arrangement type and use quantity also do not confine to the example, can optimize the selection according to the engineering reality, do not break away from all the utility model discloses technical scheme's content, the foundation the utility model discloses a technical principle is to any modification, the equivalent change and the decoration that go on of above embodiment, all still is the utility model discloses a technical scheme's within range.
Claims (5)
1. Pier stud-bent cap node fills connection structure in bridge is assembled in prefabrication in high intensity district, its characterized in that: the connection mode and the structure are composed of prefabricated pier columns (1) and prefabricated capping beams (2), and the prefabricated pier columns (1) and the prefabricated capping beams (2) are connected into a whole by pouring and splicing high-performance materials (11); the prefabricated pier column (1) is composed of pier column longitudinal bars (3), pier column stirrups (4), lap joint longitudinal bars (5), lap joint stirrups (6) and oblique reinforcing steel bars (7); the prefabricated capping beam (2) consists of a grouting pipeline (9), a capping beam structure stirrup (10) and a pouring slot (12);
the pier column longitudinal ribs (3) are pre-embedded in the prefabricated pier column (1); the lap longitudinal ribs (5) are pre-buried inside the prefabricated pier stud (1), the anchoring length inside the prefabricated pier stud (1) is not less than twenty-four times of the diameter of the lap longitudinal ribs (5), the length extending out of the prefabricated pier stud (1) is not less than sixteen times of the diameter of the lap longitudinal ribs (5), and a rectangular anchor head (8) is welded at the end part of the lap longitudinal ribs;
the lap joint stirrups (6) are pre-buried inside the prefabricated pier stud (1) and extend upwards to restrain lap joint longitudinal reinforcements (5), the distance inside the prefabricated pier stud (1) is not more than 60mm, the distance inside the filling slot (12) is not more than 80mm, and the shape and the size of the lap joint stirrups (6) are determined according to actual earthquake-resistant requirements;
the lapped longitudinal ribs (5) and the pier column longitudinal ribs (3) are connected together through the oblique steel bars (7);
the grouting pipeline (9) is pre-buried in the precast capping beam (2) and the height of the grouting pipeline is consistent with that of the precast capping beam (2);
the pier column longitudinal ribs (3) are connected with the grouting pipelines (9) through high-performance materials (11);
the construction stirrup (10) restrains and positions the grouting pipe (9) inside the precast capping beam (2).
2. The pouring connection structure for the pier column-bent cap node in the high-intensity area prefabricated assembled bridge according to claim 1, is characterized in that: the high-performance material (11) is UHPC and the like, the compressive strength is not lower than 120MPa, and the tensile strength is not lower than 7 MPa.
3. The pouring connection structure for the pier column-bent cap node in the high-intensity area prefabricated assembled bridge according to claim 1, is characterized in that: fill slot (12) and adopt narrow-end wide beverage bottle type structure down to adopt high performance material (11) and overlap joint to indulge muscle (5) and overlap joint stirrup (6) and fill the concatenation, concrete size and shape are indulged the extension length of muscle (5) and are confirmed according to the overlap joint.
4. The pouring connection structure for the pier column-bent cap node in the high-intensity area prefabricated assembled bridge according to claim 1, is characterized in that: the quantity of extending out of the prefabricated pier stud (1) is 1/2 of the total quantity of the pier stud longitudinal ribs (3), and the length of extending out of the prefabricated pier stud (1) is not less than sixteen times of the diameter of the pier stud longitudinal ribs (3).
5. The pouring connection structure for the pier column-bent cap node in the high-intensity area prefabricated assembled bridge according to claim 1, is characterized in that: the grouting pipeline (9) is composed of a metal corrugated pipe or a grouting sleeve, the inner diameter of the grouting pipeline (9) is 20-40mm larger than the diameter of the pier column longitudinal rib, and the wall thickness is not smaller than 0.5 mm.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110804944A (en) * | 2019-11-26 | 2020-02-18 | 北京工业大学 | Pier column-bent cap node pouring connection mode and structure in prefabricated assembled bridge in high-intensity area |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110804944A (en) * | 2019-11-26 | 2020-02-18 | 北京工业大学 | Pier column-bent cap node pouring connection mode and structure in prefabricated assembled bridge in high-intensity area |
| CN110804944B (en) * | 2019-11-26 | 2024-06-04 | 北京工业大学 | Pier column-capping beam node pouring connection mode and structure in prefabricated assembled bridge in high-intensity area |
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