Double-column prefabricated and assembled bridge pier and construction method

Abstract

The application discloses a double-column type prefabricated and assembled pier, which comprises prefabricated pier columns and tie beams. The prefabricated pier columns are provided with at least partially exposed embedded steel bars, the two prefabricated pier columns are oppositely arranged, a post-cast strip is reserved between the two prefabricated pier columns, and the exposed ends of the embedded steel bars of the two prefabricated pier columns are overlapped on the post-cast strip; the tie beams are cast on the post-cast strip, so that the two prefabricated pier columns are assembled and connected. The double-column type prefabricated and assembled pier has the advantages of simple operation and convenient construction.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of bridge engineering, and particularly relates to a double-column prefabricated assembled pier and a construction method. BACKGROUND

[0002] The conventional prefabricated assembled pier mostly adopts a single-column pier. In addition to the splicing of the pier bottom and the pile cap, the prefabricated assembled pier is often limited by the component transportation and hoisting weight, and needs to be further segmented in the height direction, needs to be secondarily lengthened, and the lengthening forms mostly adopt the forms of grouting sleeves, grouting metal bellows connection or prestressed tendon connection. The grouting sleeves and the grouting metal bellows connection need to be strictly spliced and strictly controlled in the construction process, and the operation is complex, and in particular, the aerial lengthening construction is difficult and has great risk. The prestressed tendon connection needs to be embedded in the prestressed tendon pipeline in the prefabricated segment of the pier in advance, and the prestressed tendon operation is performed, and the prestressed tendon effect directly affects the component connection reliability and the structural integrity. At the concrete connection section, the mechanical continuity and the structural ductility are poor due to the difference in material. The prefabricated assembled pier in the prior art has the problems of complex operation and great construction difficulty. SUMMARY

[0003] Therefore, the embodiments of the present application aim to provide a double-column prefabricated assembled pier to solve the problems of complex installation operation and great construction difficulty of the prefabricated assembled pier.

[0004] To achieve the above-mentioned purpose, the embodiments of the present application provide a double-column prefabricated assembled pier, comprising:

[0005] The prefabricated pier column is provided with at least partially exposed embedded tendons, the two prefabricated pier columns are oppositely arranged, a post-cast strip is reserved between the two prefabricated pier columns, and the exposed ends of the embedded tendons of the two prefabricated pier columns are overlapped on the post-cast strip; and

[0006] The tie beam is poured in the post-cast strip to connect the two prefabricated pier columns.

[0007] Further, the corresponding embedded tendons on the two prefabricated pier columns are welded or tied.

[0008] Further, the exposed ends of the embedded tendons are closed loops, the embedded tendons are arranged in layers along the height direction of the prefabricated pier column, and the tie beam is ordinary concrete poured in the post-cast strip.

[0009] Further, the post-cast strip has a width of 40-60 cm between the two prefabricated pier columns.

[0010] Further, the embedded tendons are distributed at the horizontal two ends of the post-cast strip, the embedded tendons are arranged in layers along the height direction of the prefabricated pier column, and the tie beam is ultra-high performance concrete poured in the post-cast strip.

[0011] Further, the post-cast strip has a width of 10-30 cm between the two precast pier columns.

[0012] Further, the post-cast strip is located in the middle of the two precast pier columns.

[0013] Further, the precast pier column has a boss formed thereon, the embedded bar is exposed to the boss, and the post-cast strip is reserved between the two bosses.

[0014] Further, the horizontal ends of the adjacent sides of the two bosses or the bottom ends of the adjacent sides of the two bosses are formed with flanges; the corresponding flanges of the two bosses are butted to form a formwork at least partially surrounding the post-cast strip.

[0015] Further, the horizontal ends of the adjacent sides of the two bosses or the bottom ends of the adjacent sides of the two bosses are formed with flanges; the corresponding flanges of the two bosses are butted to form a formwork at least partially surrounding the post-cast strip.

[0016] Further, the double-column precast assembled pier further comprises:

[0017] A support inclined rod is connected to the flange at the bottom end of the boss at one end and connected to the precast pier below the boss at the other end.

[0018] Further, the precast pier column is a hollow structure.

[0019] The double-column precast assembled pier provided by the embodiments of the present application comprises a precast pier column and a tie beam. The two precast pier columns are oppositely arranged, a post-cast strip is reserved between the two precast pier columns, and the tie beam is cast in the post-cast strip to connect the two precast pier columns. The two oppositely arranged precast pier columns are connected by casting the tie beam on site, which reduces the weight of a single pier and eliminates the need to install the pier in sections in the height direction due to the excessive weight of a single-column pier, thereby having the advantages of simple operation and convenient construction. BRIEF DESCRIPTION OF DRAWINGS

[0020] Figure 1 FIG. 1 is a structural schematic diagram of a double-column precast assembled pier in the embodiments of the present application;

[0021] Figure 2 FIG. 2 is an elevation reinforcement schematic diagram of a double-column precast assembled pier in which the tie beam is formed by casting ordinary concrete in the embodiments of the present application;

[0022] Figure 3 FIG. 3 is a plan reinforcement schematic diagram of a double-column precast assembled pier in which the tie beam is formed by casting ordinary concrete in the embodiments of the present application;

[0023] Figure 4A schematic view of vertical reinforcement of a double-column prefabricated and assembled bridge pier in which the tie beam is formed by pouring UHPC; and

[0024] Figure 5 A schematic view of planar reinforcement of a double-column prefabricated and assembled bridge pier in which the tie beam is formed by pouring UHPC.

[0025] Explanation of reference signs

[0026] 1, double-column prefabricated and assembled bridge pier; 2, prefabricated pier column; 3, tie beam; 4, embedded bar; 5, post-pouring belt; 6, boss; 7, flange; 8, pile cap. DETAILED DESCRIPTION

[0027] It should be noted that the embodiments in the present application and the technical features in the embodiments can be combined with each other without conflict, and the detailed description in the specific embodiments should be understood as an explanation and illustration of the purpose of the present application, and should not be regarded as an improper limitation on the present application.

[0028] In the description of the present application, the orientation terms are only for the convenience of describing the present application and simplifying the description, and are not intended to indicate or imply that the devices or elements referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as a limitation on the present application.

[0029] In the prior art, prefabricated and assembled bridge piers are mostly single-column bridge piers, and in addition to the splicing of the pier bottom and the pile cap, they are often limited by the weight of component transportation and hoisting, and need to be further segmented in the height direction, need to be lengthened twice, and the lengthening forms are mostly in the form of grouting sleeve, grouting metal bellows connection or prestressed tendon connection. The grouting sleeve and the grouting metal bellows connection need to be strictly spliced with high precision and strictly controlled in the construction process, and the operation is complex, especially the air lengthening construction is difficult and risky; the prestressed tendon connection needs to embed the prestressed tendon pipeline in advance in the bridge pier prefabricated segment and perform the prestressed tendon operation, and the prestressed tendon effect directly affects the component connection reliability and the structural integrity. The prefabricated and assembled bridge pier in the prior art is complex in operation and difficult in construction; the grouting technology has high requirements, and there is a hidden danger of incomplete grouting or non-dense grouting, which further affects the safety performance of the joint connection; the concrete connection section is poor in mechanical continuity and structural ductility due to the difference in material.

[0030] The double-column prefabricated and assembled bridge pier provided in the embodiments of the present application, as shown in Figures 1-5As shown, the bridge pier 1 comprises precast pier columns 2 and tie beams 3. The precast pier columns 2 are provided with at least partially exposed embedded bars 4. The two precast pier columns 2 are oppositely arranged, and a post-cast strip 5 is reserved between the two precast pier columns 2. The exposed ends of the embedded bars 4 of the two precast pier columns 2 are overlapped on the post-cast strip 5. The tie beams 3 are cast on the post-cast strip 5 to connect the two precast pier columns 2. The two oppositely arranged precast pier columns 2 are connected by the tie beams 3, which reduces the weight of the pier columns and eliminates the need for installing the pier columns in sections in the height direction due to the excessive weight of the single-column bridge pier. The bridge pier has the advantages of simple operation and convenient construction.

[0031] The double-column precast assembled bridge pier of the embodiment of the present application is shown in Figure 1 As shown, the precast pier columns 2 are an integral whole in the height direction. The pier columns are divided into two oppositely arranged precast pier columns 2, which are connected by the tie beams 3. The precast pier columns 2 do not need to be precast in sections and then assembled in the height direction, and do not need to be lengthened twice. This solves the problem of the need for high-precision assembly during construction, especially the difficulty and high risk of in-air lengthening construction. Because the precast pier columns 2 are an integral whole in the height direction, the double-column precast assembled bridge pier 1 of the embodiment of the present application has higher reliability and structural integrity.

[0032] In an embodiment, the corresponding embedded bars 4 on the two precast pier columns 2 are welded or tied together. The embedded bars 4 are continuous through welding or tying, which ensures the strength of the cast tie beams 3 and improves the structural integrity of the bridge pier.

[0033] In an embodiment, as shown in Figures 2-5 The exposed ends of the corresponding embedded bars 4 on the two precast pier columns 2 are overlapped on the post-cast strip 5, and the tie beams 3 are cast on the post-cast strip 5 to connect the two precast pier columns 2. The exposed ends of the embedded bars 4 are directly overlapped, which eliminates the need for additional construction of the embedded bars 4 by erecting a support, ensures the structural strength, reduces the construction difficulty, reduces the workload, and improves the work efficiency.

[0034] In an embodiment, as shown in Figures 2-3 The exposed ends of the embedded bars 4 are in the form of a closed loop, the embedded bars 4 are arranged in layers along the height direction of the precast pier columns 2, and the tie beams 3 are cast on the post-cast strip 5 in the form of ordinary concrete. The closed loop of the exposed ends of the embedded bars 4 can improve the reinforcing strength of the embedded bars 4 and the strength of the tie beams 3. The tie beams 3 are formed by casting ordinary concrete, and the tie beams 3 are reinforced by the closed loop of the embedded bars 4 to connect the two precast pier columns 2. The embedded bars 4 are arranged in layers along the height direction of the precast pier columns 2, and the structural strength of the tie beams 3 is ensured through the common reinforcement of the multiple layers of embedded bars 4, thereby ensuring the structural strength and structural integrity of the bridge pier.

[0035] In an embodiment, as shown in Figures 2-3As shown, the exposed end of the embedded steel bar 4 is a closed loop, and the embedded steel bar 4 is arranged in layers along the height direction of the precast pier column 2. When the tie beam 3 is poured with ordinary concrete in the post-pouring belt 5, the width of the post-pouring belt 5 between the two precast pier columns 2 is 40-60 cm. The exposed end of the embedded steel bar 4 is a closed loop, which provides sufficient strength for the tie beam 3. The width of the post-pouring belt 5 between the two precast pier columns 2 is 40-60 cm, for example, it can be 40 cm, 45 cm, 50 cm, 55 cm, and 60 cm. The tie beam 3 is formed by pouring ordinary concrete in the post-pouring belt 5.

[0036] In an embodiment, referring to Figures 4-5 As shown, the embedded steel bars 4 are distributed at the horizontal two ends of the post-pouring belt 5, and the embedded steel bars 4 are arranged in layers along the height direction of the precast pier column 2. The tie beam 3 is poured with ultra-high performance concrete in the post-pouring belt 5. Ultra-high performance concrete is a special concrete with ultra-high strength, ultra-low water absorption, ultra-strong durability, and corrosion resistance. When the tie beam 3 is poured with ultra-high performance concrete in the post-pouring belt 5, the embedded steel bars 4 are distributed at the horizontal two ends of the post-pouring belt 5, and the tie beam 3 is strengthened by the embedded steel bars 4 to connect the two precast pier columns 2. The number of embedded steel bars 4 in the horizontal direction is determined according to the strength requirement. The embedded steel bars 4 can be arranged at the horizontal two ends, or in rows in the horizontal direction.

[0037] In an embodiment, referring to Figures 4-5 As shown, the embedded steel bars 4 are distributed at the horizontal two ends of the post-pouring belt 5, and the embedded steel bars 4 are arranged in layers along the height direction of the precast pier column 2. When the tie beam 3 is poured with ultra-high performance concrete in the post-pouring belt 5, the width of the post-pouring belt 5 between the two precast pier columns 2 is 10-30 cm. Ultra-high performance concrete is a special concrete with ultra-high strength, ultra-low water absorption, ultra-strong durability, and corrosion resistance. The embedded steel bars 4 are distributed at the horizontal two ends of the post-pouring belt 5 to provide sufficient strength for the tie beam 3. The width of the post-pouring belt 5 between the two precast pier columns 2 is 10-30 cm, for example, it can be 10 cm, 15 cm, 20 cm, 25 cm, and 30 cm. The tie beam 3 is formed by pouring ultra-high performance concrete in the post-pouring belt 5.

[0038] In an embodiment, referring to Figure 1 As shown, the post-pouring belt 5 is located in the middle of the two precast pier columns 2. The post-pouring belt 5 is formed by pouring cast-in-place concrete in the middle of the two precast pier columns 2, which avoids the weak position of the structure and has better connection performance, which is beneficial to improve the strength and ductility of the structure. Cast-in-place concrete is an inorganic non-metallic material with good structural durability and ductility. The height of the tie beam 3 is generally 100 cm.

[0039] In an embodiment, referring to Figure 1 , Figure 2 and Figure 4As shown, the boss 6 is formed on the prefabricated pier column 2, the embedded bar 4 is exposed to the boss 6, and the post-cast strip 5 is reserved between the two bosses 6. When the distance between the two prefabricated pier columns 2 is fixed, the boss 6 is arranged on the two prefabricated pier columns 2, the post-cast strip 5 is reserved between the bosses 6, and the tie beam 3 is poured in the post-cast strip 5, thereby reducing the construction difficulty and workload when the prefabricated pier columns 2 are assembled and connected in the later stage. The width of the boss 6 which is prefabricated at the same time as the prefabricated pier column 2 can be the same as that of the prefabricated pier column 2 or narrower than that of the prefabricated pier column 2. Preferably, the boss 6 has the same width as the prefabricated pier column 2, so as to ensure the structural strength and integrity of the prefabricated assembled pier.

[0040] In an embodiment, referring to Figures 2-4 As shown, the horizontal ends of the adjacent sides of the two bosses 6 or the bottom ends of the adjacent sides of the two bosses 6 are formed with flanges 7; the corresponding flanges 7 of the two bosses 6 are butted to form a formwork which at least partially surrounds the post-cast strip 5. When the post-cast strip 5 is poured with the tie beam 3, the horizontal ends of the adjacent sides of the two bosses 6 are respectively formed with the flanges 7, so that the formwork does not need to be erected on the horizontal ends. Only the formwork needs to be erected on the bottom of the flange 7 or a formwork is directly hoisted above the post-cast strip 5, thereby reducing the construction difficulty and workload when the prefabricated pier columns 2 are assembled and connected in the later stage, saving the cost of the formwork and reducing the cost. The thickness of the flange is 5-10 cm, for example, 5 cm, 6 cm, 7 cm, 8 cm, 9 cm and 10 cm. It can be understood that the bottom ends of the adjacent sides of the two bosses 6 can also be formed with the flanges 7, so that the formwork does not need to be erected on the bottom ends when the post-cast strip 5 is poured with the tie beam 3. Only the formwork needs to be erected on the horizontal ends of the flanges 7, thereby reducing the construction difficulty and workload when the prefabricated pier columns 2 are assembled and connected in the later stage, saving the cost of the formwork and reducing the cost. The corresponding flanges of the two bosses are spaced apart by a preset distance, and the preset distance is determined according to the construction accuracy and is generally 0-50 mm, for example, 0 mm, 5 mm, 10 mm, 15 mm, 20 mm, 25 mm, 30 mm, 35 mm, 40 mm, 45 mm and 50 mm. When the construction accuracy is relatively accurate, the preset distance can be relatively small, so as to facilitate the plugging of the preset distance between the flanges 7 when the post-cast strip 5 is poured with the tie beam 3, thereby preventing the leakage of the slurry. When the construction accuracy is not very accurate, the preset distance is relatively large, so as to prevent the interference between the flanges 7 on the two prefabricated pier columns 2 when the prefabricated pier columns 2 are assembled and connected. Preferably, the two flanges 7 on the two sides are spaced apart by a preset distance of 10 mm, so as to facilitate the plugging of the preset distance between the flanges 7 when the post-cast strip 5 is poured with the tie beam 3 and prevent the interference between the flanges 7 on the two prefabricated pier columns 2.

[0041] In an embodiment, referring to Figures 2-5As shown, the horizontal ends of the adjacent sides of the two bosses 6 and the bottom ends of the adjacent sides of the two bosses 6 are formed with flanges 7; the corresponding flanges 7 of the two bosses 6 are butted to form the template at least partially surrounding the post-cast strip. When the tie beam 3 is cast in the post-cast strip 5, the flanges 7 of the adjacent sides of the two bosses 6 do not need to be erected with the template, which reduces the construction difficulty and workload when the prefabricated pier column 2 is assembled and connected later, saves the cost of the template, and reduces the cost. The flanges 7 on both sides are spaced apart by a preset distance, which is determined according to the construction accuracy, and is generally 0-50mm, such as 0mm, 5mm, 10mm, 15mm, 20mm, 25mm, 30mm, 35mm, 40mm, 45mm, and 50mm. When the construction accuracy is relatively accurate, the preset distance can be correspondingly smaller, which facilitates the plugging of the preset distance between the flanges 7 when the tie beam 3 is cast in the post-cast strip 5, and prevents slurry leakage. When the construction accuracy is not very accurate, the preset distance is correspondingly larger, which prevents the flanges 7 on the two prefabricated pier columns 2 from interfering with each other when the prefabricated pier columns 2 are assembled and connected. Preferably, the two flanges 7 on both sides are spaced apart by a preset distance of 10mm, which facilitates the plugging of the preset distance between the flanges 7 when the tie beam 3 is cast in the post-cast strip 5, and prevents the flanges 7 on the two prefabricated pier columns 2 from interfering with each other.

[0042] In an embodiment, the double-column prefabricated and assembled pier further comprises a support inclined rod (not shown in the figure). One end of the support inclined rod is fixed on the flange 7 at the bottom end of the boss 6, and the other end is fixed on the prefabricated pier column 2 below the boss 6. One end of the support inclined rod is fixed on the flange 7 at the bottom end of the boss 6, and the other end is fixed on the prefabricated pier column 2 below the boss 6 to form a triangular support structure, which is the main force structure of the post-cast strip 5, forms a post-cast strip 5 with sufficient bearing capacity, ensures the structural strength of the tie beam 3, and further ensures the structural strength and structural integrity of the pier.

[0043] The support inclined rod can be a steel structure support inclined rod, which has sufficient strength to ensure the structural strength of the tie beam 3. When the tie beam 3 is cast, one end of the steel structure support inclined rod is fixed on the flange 7 at the bottom end of the boss 6, and the other end is fixed on the prefabricated pier column 2 below the boss 6. After the tie beam 3 is formed, the steel structure support inclined rod can be taken down for reuse. The support inclined rod can also be a reinforced concrete structure, which is prefabricated together with the prefabricated pier column 2, the boss 6, and the flange 7. Since it is prefabricated together, it ensures the structural strength and structural integrity of the pier.

[0044] In an embodiment, the prefabricated pier column 2 is a hollow structure. Two prefabricated pier columns 2 are arranged oppositely, and the two prefabricated pier columns 2 are connected by the tie beam 3. The prefabricated pier column 2 is a hollow structure, which further reduces the weight of a single prefabricated pier column 2, reduces the requirements for machines and tools during transportation and hoisting, does not need to be installed in sections in the height direction, and has the advantages of simple operation and convenient construction. By arranging the prefabricated pier column 2 as a hollow structure, the weight of the pier column is further reduced, the construction difficulty during the later connection of the prefabricated pier column 2 is reduced, materials are saved, and costs are reduced.

[0045] In an embodiment, referring to FIG. 1, Figure 1 The connection between the pier column and the pile cap 8 of the double-column prefabricated and assembled pier 1 can be in the form of cast-in-place concrete, grouting sleeve or grouting metal bellows, and the like. After the pier column and the pile cap 8 are matched and positioned, the pouring construction between the pier column and the pile cap 8 can be performed synchronously with the pouring of the tie beam 3 in the post-pouring belt 5, thereby saving the construction period. The pouring between the pier column and the pile cap 8 is performed by using conventional concrete materials, which has low cost and good economy.

[0046] In an embodiment, the prefabricated pier column 2 is prefabricated in a factory or on site, and the prefabricated pier column 2 is stored for 2-3 months. The prefabricated pier column 2 is transported to the bridge site for hoisting, so that the bottom of the pier column is matched and positioned with the pile cap 8, the post-pouring belt 5 is matched and positioned, the tie beam 3 template is installed, ordinary concrete or super high performance concrete is poured in the post-pouring belt 5, the template is removed after the concrete is solidified, and the construction of the next double-column prefabricated and assembled pier 1 is performed, and the cycle is repeated.

[0047] It can be understood that when the flanges 7 are formed on the adjacent sides of the two bosses 6 on the pier column, the prefabricated pier column 2 is transported to the bridge site for hoisting, so that the bottom of the pier column is matched and positioned with the pile cap 8, the flanges 7 of the adjacent sides of the two bosses 6 are matched and positioned, and then the gap between the flanges 7 of the two bosses 6 is sealed, without the need to erect the tie beam 3 template, ordinary concrete or super high performance concrete is poured in the flanges 7 to form the tie beam 3, and the step of subsequently removing the tie beam 3 template is not needed, thereby reducing the construction difficulty and workload during the later connection of the prefabricated pier column 2, saving the cost of the template, and reducing costs. According to the construction period requirement on site, the pouring of the tie beam 3 can be performed synchronously with the pouring of the pier column and the pile cap 8, thereby shortening the construction period.

[0048] The various embodiments / implementation modes provided in the present application can be combined with each other without contradiction.

[0049] The above is only a preferred embodiment of the present application and is not intended to limit the present application. Those skilled in the art can make various changes and modifications to the present application. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims

1. A double-column precast assembled pier, characterized in that, The application relates to a double-column type prefabricated assembling bridge pier, which comprises the following parts: prefabricated pier columns provided with at least partially exposed embedded steel bars, the two prefabricated pier columns are oppositely arranged, a post-cast strip is reserved between the two prefabricated pier columns, and the exposed ends of the embedded steel bars of the two prefabricated pier columns are overlapped on the post-cast strip; bosses are formed on the prefabricated pier columns, the embedded steel bars are exposed on the bosses, and the post-cast strip is reserved between the two bosses; horizontal ends of adjacent sides of the two bosses and / or bottom ends of adjacent sides of the two bosses are formed with flanges; the corresponding flanges of the two bosses are butted to form a formwork which at least partially surrounds the post-cast strip; the corresponding flanges are spaced apart by a preset distance, the preset distance is in the range of 0mm to 50mm; the thickness of the flanges is in the range of 5cm to 10mm; the embedded steel bars are arranged at horizontal ends or are arranged in rows in the horizontal direction; and a tie beam is cast in the post-cast strip to connect the two prefabricated pier columns; the exposed end of the embedded steel bar is a closed ring, the embedded steel bars are arranged in layers along the height direction of the prefabricated pier column, the tie beam is ordinary concrete cast in the post-cast strip, and the width of the post-cast strip between the two prefabricated pier columns is in the range of 40cm to 60cm; or the embedded steel bars are arranged in layers along the height direction of the prefabricated pier column, the tie beam is ultra-high performance concrete cast in the post-cast strip, and the width of the post-cast strip between the two prefabricated pier columns is in the range of 10cm to 30cm; the prefabricated pier column is a hollow structure, and along the height direction of the prefabricated pier column, the prefabricated pier column is an integral whole.

2. The twin-column precast assembled pier according to claim 1, wherein, The corresponding embedded steel bars on the two prefabricated pier columns are welded or tied.

3. The double-column type prefabricated assembling bridge pier according to claim 1, characterized in that the post-cast strip is located in the middle part of the two prefabricated pier columns.

4. The twin-column precast bridge pier of claim 1, wherein, The double-column type prefabricated assembling bridge pier further comprises: supporting inclined rods, one end of each supporting inclined rod is connected to the flange at the bottom end of the boss, and the other end of each supporting inclined rod is connected to the prefabricated pier column below the boss.

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