A cantilevered arm type pier and construction method

Abstract

The application discloses a cantilevered arm type pier, which comprises a bearing platform, a pier column and support cushion stones. The pier column comprises a column and a cantilevered arm connected to one side of the upper end of the column, and the column is arranged on the bearing platform; the support cushion stones are arranged on the top of the column and the cantilevered arm, the center line of a line formed by the two support cushion stones is arranged eccentrically to the center line of the column, and the center line of the column is arranged eccentrically to the center line of the bearing platform. The cantilevered arm is formed on one side of the upper end of the column of the pier column, so that the problems of construction difficulty and complex structure when existing buildings exist beside the elevated track transit are solved. Meanwhile, the center line of the line formed by the two support cushion stones is arranged eccentrically to the center line of the column, and the center line of the column is arranged eccentrically to the center line of the bearing platform, so that the bearing platform is in a state of being close to axial compression under dead load. The cantilevered arm type pier and the construction method have the advantages of simple structure and convenient construction.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of bridge engineering, in particular to a cantilevered arm type pier and a construction method. BACKGROUND

[0002] When the rail transit viaduct is turned from the roadside to the road or from the road to the roadside, it is limited by the intersection angle and site conditions. For example, when the space for arranging the conventional single-column pier is insufficient due to the existing buildings beside the rail transit viaduct, a portal pier or a continuous beam scheme is usually adopted. The portal pier needs to be constructed in sequence, including the pier column and the bent cap. The continuous beam can be constructed by suspending pouring or formwork casting, which has a long construction period and a large impact on the underground road. In the prior art, when there are existing buildings beside the rail transit viaduct, there are problems of construction difficulty and complex structure. SUMMARY

[0003] Therefore, the embodiments of the present application aim to provide a cantilevered arm type pier and a construction method to solve the problems of construction difficulty and complex structure when there are existing buildings beside the rail transit viaduct.

[0004] To achieve the above-mentioned purpose, the embodiments of the present application provide a cantilevered arm type pier, comprising:

[0005] a pile cap;

[0006] a pier column, comprising a column and a cantilevered arm connected to one side of the upper end of the column, the column being arranged on the pile cap; and

[0007] supporting cushion stones arranged at the top of the column and the cantilevered arm respectively, the center line of the line formed by the two supporting cushion stones being arranged eccentrically to the center line of the column, and the center line of the column being arranged eccentrically to the center line of the pile cap.

[0008] Further, the cantilevered arm type pier further comprises a tensioning assembly arranged on the other side of the column away from the cantilevered arm and connecting the column and the pile cap.

[0009] Further, the cantilevered arm type pier further comprises a tensioning assembly arranged on the other side of the column away from the cantilevered arm and connecting the column and the foundation.

[0010] Further, the other side of the column is formed with a tensioning hole passing through the column, and the tensioning assembly comprises:

[0011] a prestressed tendon formed with a fixed end and a tensioning end, the prestressed tendon being arranged in the tensioning hole, the fixed end being fixed in the pile cap, and the tensioning end being fixed at the upper part of the column.

[0012] Further, the tensioning assembly further comprises:

[0013] An end anchor structure, the fixed end is fixed in the bearing platform through the end anchor structure.

[0014] Further, the cantilevered arm type pier further comprises:

[0015] A waterproof structure is arranged on the column corresponding to the tensioning end to seal the tensioning assembly.

[0016] Further, the prestressed tendon is arranged in a column along the bridge direction of the column.

[0017] Further, the prestressed tendon is a steel strand or a finished deformed bar.

[0018] Further, the calculation formula of the cross-sectional area of the prestressed tendon is:

[0019] Ap×δp1×c≈Nd×a

[0020] Wherein, Ap is the cross-sectional area of the prestressed tendon, a is the distance between the center line of the line and the center line of the column, c is the distance between the prestressed tendon and the center line of the column, δpl is the effective stress of the prestressed tendon, and Nd is the support reaction value of the dead load of the cantilevered arm type pier.

[0021] Another aspect of the embodiment of the application provides a construction method of a cantilevered arm type pier, applied to one of the cantilevered arm type piers, and the construction method comprises:

[0022] Constructing a foundation and the bearing platform;

[0023] Installing the reinforcement of the pier column and the prestressed tendon;

[0024] Installing the pier column formwork and the tensioning hole mold pipe;

[0025] Pouring in situ to form the pier column and the tensioning hole;

[0026] When the strength and age of the pier column reach preset values, tensioning the prestressed tendon;

[0027] Grouting into the tensioning hole to seal the prestressed tendon.

[0028] Further, before the step of constructing the foundation and the bearing platform, the construction method further comprises:

[0029] According to the eccentricity value of the center line of the line and the center line of the pier column, the eccentricity value of the center line of the pier column and the center line of the bearing platform, and the stress of the cantilevered arm type pier, the diameter and the number of the prestressed tendon are determined.

[0030] The embodiment of the application provides a cantilevered arm type pier, the pier column comprises a stand column and a cantilevered arm connected to one side of the upper end of the stand column, and the stand column is arranged on a bearing platform; support cushion stones are arranged at the top of the stand column and the cantilevered arm, the center line of a line formed by the two support cushion stones is arranged eccentrically to the center line of the stand column, and the center line of the stand column is arranged eccentrically to the center line of the bearing platform. The cantilevered arm is formed on one side of the upper end of the stand column of the pier column, so that the problems of construction difficulty and complex structure when existing buildings exist beside the elevated track transit are solved. Meanwhile, the center line of the line formed by the two support cushion stones is arranged eccentrically to the center line of the stand column, and the center line of the stand column is arranged eccentrically to the center line of the bearing platform, so that the bearing platform is in a state of being close to axial compression under dead load. BRIEF DESCRIPTION OF DRAWINGS

[0031] Figure 1 It is a front view schematic diagram of the cantilevered arm type pier in the embodiment of the application.

[0032] Figure 2 It is a top view schematic diagram of the cantilevered arm type pier in the embodiment of the application.

[0033] Figure 3 It is Figure 1 a sectional view in the direction of A-A.

[0034] Figure 4 It is a flow chart of the construction method of the cantilevered arm type pier in the embodiment of the application.

[0035] EXPLANATION OF REFERENCE NUMERALS

[0036] 1, cantilevered arm type pier; 2, bearing platform; 3, pier column; 4, support cushion stone; 5, prestressed tendon; 6, end anchor structure; 31, stand column; 32, cantilevered arm; 51, fixed end; 52, tension end. DETAILED DESCRIPTION

[0037] It should be noted that the embodiments in the application and the technical features in the embodiments can be combined with each other without conflict, and the detailed description in the specific embodiment should be understood as the explanation and description of the purpose of the application, and should not be regarded as improper limitation on the application.

[0038] In the description of the application, the orientation terms are only for the convenience of describing the application and simplifying the description, and are not intended to indicate or imply that the devices or elements indicated must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as a limitation on the application.

[0039] The cantilevered arm type pier provided by the embodiment of the application, referring to Figures 1-3As shown, the bridge pier 1 includes a bearing platform 2, a pier column 3, and support cushion stones 4. The pier column 3 includes a column 31 and a cantilever arm 32 connected to one side of the upper end of the column 31, and the column 31 is arranged on the bearing platform 2. The support cushion stones 4 are arranged on the top of the column 31 and the cantilever arm 32, respectively, and the center line of the line formed by the two support cushion stones 4 is arranged eccentrically to the center line of the column 31, and the center line of the column 31 is arranged eccentrically to the center line of the bearing platform 2. By forming the cantilever arm 32 on one side of the upper end of the column 31 of the pier column 3, the problem of difficult construction and complex structure when there is an existing building beside the elevated rail transit is solved. At the same time, the center line of the line formed by the two support cushion stones 4 is arranged eccentrically to the center line of the column 31, the eccentric distance is a, the center line of the column 31 is arranged eccentrically to the center line of the bearing platform 2, the eccentric distance is b, and the center line of the line and the center line of the column 31 are distributed on both sides of the center line of the bearing platform 2, so that the bearing platform 2 is in a state of being close to axial compression under dead load, and the stability of the overall structure of the cantilever arm type bridge pier 1 is improved.

[0040] In an embodiment, the cantilever arm type bridge pier 1 further includes a tensioning assembly arranged on the other side of the column 31 away from the cantilever arm 32 and connecting the column 31 and the bearing platform 2. The tensioning assembly is arranged on the other side of the column 31 away from the cantilever arm 32 and connects the column 31 and the bearing platform 2, generates a certain force on the bridge pier, generates a reverse unbalanced force on the bridge pier, offsets or partially offsets the unbalanced load of the superstructure of the bridge pier, such as the unbalanced load formed by the cantilever arm 32 formed on one side of the upper end of the column 31 and the center line of the line formed by the two support cushion stones 4 arranged eccentrically to the center line of the column 31, further improves the load-bearing capacity of the cantilever arm type bridge pier 1, and improves the adaptability of the cantilever arm type bridge pier 1.

[0041] It can be understood that the tensioning assembly can be arranged vertically inside the column 31 or outside the column 31. When the tensioning assembly is arranged outside the column 31, one end of the tensioning assembly is connected to the upper part of the column 31, and the other end is fixed on the bearing platform 2 or the foundation, so as to generate a reverse unbalanced force on the cantilever arm type bridge pier 1 and offset or partially offset the unbalanced load of the superstructure of the cantilever arm type bridge pier 1.

[0042] In an embodiment, referring to Figures 1-3 As shown, the other side of the column 31 is formed with a tensioning hole passing through the column 31, and the tensioning assembly includes a prestressed tendon 5 formed with a fixed end 51 and a tensioning end 52. The prestressed tendon 5 is arranged in the tensioning hole, the fixed end 51 is fixed in the bearing platform 2, and the tensioning end 52 is fixed on the upper part of the column 31. The fixed end 51 and the tensioning end 52 of the prestressed tendon 5 connect the column 31 and the bearing platform 2. After the strength and age of the pier column 3 reach a preset value, the prestressed tendon 5 is tensioned, a reverse unbalanced force is generated on the cantilever arm type bridge pier 1, the unbalanced load of the superstructure of the bridge pier is offset or partially offset, the load-bearing capacity of the cantilever arm type bridge pier 1 is further improved, and the adaptability of the cantilever arm type bridge pier 1 is improved.

[0043] In an embodiment, referring to Figure 1 As shown, the tensioning assembly further comprises an end anchor structure 6, and the fixed end 51 is fixed in the bearing platform 2 through the end anchor structure 6. The end anchor structure 6 comprises an anchor, a clamping piece, an anchor pad plate, and a spiral rib. The fixed end 51 of the prestressed tendon 5 is embedded in the bearing platform 2 through the end anchor structure 6, and forms a reliable connection with the bearing platform 2, thereby increasing the structural stability of the overall structure.

[0044] In an embodiment, the cantilevered arm type pier 1 further comprises a waterproof structure arranged on the stand 31 corresponding to the tensioning end 52 to seal the tensioning assembly. The prestressed tendon 5 is tensioned after the strength and age of the pier column 3 reach a preset value, and grouting is performed in the tensioning hole after the tensioning of the prestressed tendon 5 is completed, so as to seal the anchor of the prestressed steel bar. After the sealing of the anchor is completed, the waterproof structure is arranged on the stand 31 corresponding to the tensioning end 52 to seal the tensioning assembly, and waterproof facilities are provided at the top of the pier to prevent rainwater from eroding and affecting the durability of the prestressed tendon 5, thereby increasing the structural stability of the overall structure of the cantilevered arm type pier 1.

[0045] In an embodiment, referring to Figures 1-3 As shown, the prestressed tendon 5 is arranged in a column along the bridge direction of the stand 31. The prestressed tendon 5 is arranged on the other side of the stand 31 away from the cantilevered arm 32, and connects the stand 31 and the bearing platform 2, so as to generate a reverse unbalanced force on the cantilevered arm type pier 1, thereby offsetting or partially offsetting the unbalanced load of the upper structure of the cantilevered arm type pier 1, such as the unbalanced load formed by the eccentric arrangement of the center line of the line formed by the cantilevered arm 32 on one side of the upper end of the stand 31 and the two support cushion stones 4 and the center line of the stand 31. The prestressed tendon 5 is arranged in a column along the bridge direction of the stand 31, so as to ensure that a uniform force is generated on the cantilevered arm type pier 1, thereby increasing the structural stability of the overall structure of the cantilevered arm type pier 1. It can be understood that the prestressed tendon 5 can be arranged in a single column along the bridge direction of the stand 31, or can be arranged in multiple columns side by side, and the specific arrangement mode is determined according to the arrangement number of the prestressed tendon 5.

[0046] In an embodiment, the prestressed tendon 5 is a steel strand or a finished threaded steel bar. The prestressed tendon 5 is a prestressed steel bar, and the prestressed steel bar can be selected from one or more of a steel strand, a steel wire, and a finished threaded steel bar.

[0047] In an embodiment, referring to Figure 1As shown, the center line of the line is a distance a from the center line of the column 31, the prestressed tendon 5 is a distance c from the center line of the column 31, the cross-sectional area of the prestressed tendon 5 is Ap, the effective stress of the prestressed tendon 5 is δpl, the fulcrum reaction value of the cantilevered arm type bridge pier 1 and the dead load is Nd, and the calculation formula of the cross-sectional area Ap of the prestressed tendon 5 is: Ap×δp1×c≈Nd×a. The number of the prestressed tendon 5 is determined according to the upper structure load and the eccentricity value of the cantilevered arm type bridge pier 1, wherein δpl is the effective stress of the prestressed tendon 5 after removing the loss, and generally can be replaced by 1.05 times the tension control stress. After the design of the cantilevered arm type bridge pier 1 is determined, the center line of the line is a distance a from the center line of the column 31, the prestressed tendon 5 is a distance c from the center line of the column 31, the effective stress of the prestressed tendon 5 is δpl, and the fulcrum reaction value of the cantilevered arm type bridge pier 1 and the dead load is Nd, which can be obtained by calculation. According to the calculation formula of the cross-sectional area Ap of the prestressed tendon 5: Ap×δp1×c≈Nd×a, the cross-sectional area Ap of the prestressed tendon 5 is calculated, and the diameter of the prestressed tendon 5 is determined according to the actual situation, and the number of the required prestressed tendon 5 is calculated.

[0048] In another aspect of the embodiments of the present application, a construction method of a cantilevered arm type bridge pier is provided, which is applied to the cantilevered arm type bridge pier of any one of the above embodiments, and the construction method is described with reference to Figure 4 As shown, the construction method comprises:

[0049] S1: constructing a foundation and a pile cap;

[0050] S2: installing the reinforcement and the prestressed tendon of the pier column;

[0051] S3: installing the pier column formwork and the tensioning hole form pipe;

[0052] S4: on-site pouring to form the pier column and the tensioning hole;

[0053] S5: the strength and the age of the pier column reach preset values, and the prestressed tendon is tensioned;

[0054] S6: grouting into the tensioning hole to anchor the prestressed tendon.

[0055] In the prior art, when the rail transit viaduct is transferred from the road side to the road center or from the road center to the road side, it is limited by the intersection angle and the site conditions. For example, when the space for arranging the conventional single-column pier is insufficient due to the existing buildings beside the rail transit viaduct, the portal pier or continuous beam scheme is usually adopted. However, the portal pier or continuous beam scheme has the following disadvantages:

[0056] (1) Long construction period and great influence on the road. The portal pier needs to be constructed in sequence, i.e., the pier column and the bent cap, which has a long construction period and great interference with the road. The continuous beam has many suspension pouring construction procedures and a long construction period, and the support cast-in-place scheme has great influence on the road traffic.

[0057] (2) Influence road clearance, in addition, the landscape is poor, and the coordination with the surrounding environment is poor. There is a cover beam across the road on the door pier, the beam height near the pier in the continuous beam is larger, which will lower the road clearance below; in addition, it affects the structural beauty and the coordination with the surrounding environment.

[0058] (3) When the line position is seriously deviated to one side of the pier column, the door pier is adopted, the structure stress is unreasonable, and the reinforcement of the pier column and the foundation may exceed the reasonable range.

[0059] (4) High cost, poor economy. The door pier and the continuous beam engineering have large engineering volume, high structural cost, and poor economic benefit.

[0060] The construction method of the cantilever type pier provided in the embodiments of the present application sets the cantilever 32 on one side of the upper end of the column 31, and the center line of the line formed by the two support cushion stones 4 is eccentric to the center line of the column 31, thereby reducing the interference with the road below and the influence on the surrounding landscape. The prestressed tendon 5 is set while the reinforcement of the pier column 3 is installed, and the pier column 3 and the tensioning duct are formed by pouring on site. After the strength and age of the pier column 3 reach the preset values, the prestressed tendon 5 is tensioned to offset or partially offset the unbalanced load of the upper structure of the cantilever type pier 1, thereby improving the bearing capacity of the cantilever type pier 1 and the adaptability of the cantilever type pier 1. The construction process is simple and easy to implement, and has certain advantages in construction period; has good stress performance, meets the structural safety, and has engineering adaptability.

[0061] Compared with the prior art, the cantilever type pier provided in the embodiments of the present application is safe and reliable in structure, simple in construction, saves construction period, has little influence on the traffic below the ground and the surrounding landscape environment, has high comprehensive performance price ratio, has strong competitiveness, and can be popularized and applied to all situations where the space for laying the pier does not meet the space for laying the conventional single-column pier, but the situation can be solved by setting the cantilever 32, setting the eccentricity of the pier column 3, and being provided with the prestressed tendon 5. The cantilever 32 is set on the column 31 to meet the space requirement for the arrangement of the upper structure of the cantilever type pier 1, the pier column 3 is set to be eccentric and provided with the prestressed tendon 5 to solve the problems of insufficient space for the arrangement of the column 31 and unbalanced stress, and the pier column 3 and the foundation are in the state of nearly axial compression under the dead load through the reverse eccentricity of the pier column 3. The cantilever type pier 1 only needs to pour and reach the strength and age of the pier column 3, and then tension the prestressed tendon 5, without needing to sequentially construct the pier column 3, the cover beam, and then tension the prestressed tendon 5 and other multiple processes like the door type pier; at the same time, the cantilever type pier 1 avoids the long construction period of the continuous beam scheme which adopts the suspended pouring or the support cast-in-place construction. The cantilever type pier 1 does not need to be constructed across the road, the pier support has little interference with the road traffic, the whole pier structure is more coordinated with the environment, and the landscape effect is good. The cantilever type pier 1 belongs to the single-column 31 pier type, and is light and has low engineering cost.

[0062] In an embodiment, the reinforcing steel and the prestressed tendon 5 of the pier column 3 are installed. By arranging the two support abutments 4 to form a line of center line offset from the center line of the pier column 31 by arranging a cantilever arm 32 on one side of the upper end of the column 31, the bridge pier support does not need to be constructed across the road, and the bridge pier support has little interference with the road traffic. The reinforcing steel of the pier column 3 and the strengthening of the foundation are increased to meet the stress requirements of the substructure.

[0063] In an embodiment, referring to Figure 4 Before the construction of the foundation and the pile cap 2, the construction method further includes determining the diameter and the number of the prestressed tendon 5 according to the offset value of the center line of the line from the center line of the pier column 3, the offset value of the center line of the pier column 3 from the center line of the pile cap 2, and the stress of the cantilever-type bridge pier 1.

[0064] Specifically, referring to Figure 1 The center line of the line is a distance a from the center line of the column 31, the prestressed tendon 5 is a distance c from the center line of the column 31, the cross-sectional area of the prestressed tendon 5 is Ap, the effective stress of the prestressed tendon 5 is δpl, and the support point reaction force value of the cantilever-type bridge pier 1 and the dead load is Nd. The calculation formula of the cross-sectional area Ap of the prestressed tendon 5 is Ap×δpl×c≈Nd×a. The number of the prestressed tendon 5 is determined according to the upper structure load and the offset value of the cantilever-type bridge pier 1, wherein δpl is the effective stress of the prestressed tendon 5 after removing the loss, which can generally be replaced by 1.05 times the tension control stress. After the design of the cantilever-type bridge pier 1 is determined, the distance a of the center line of the line from the center line of the column 31, the distance c of the prestressed tendon 5 from the center line of the column 31, the effective stress δpl of the prestressed tendon 5, and the support point reaction force value Nd of the bridge pier and the dead load can all be known by calculation. According to the calculation formula of the cross-sectional area Ap of the prestressed tendon 5: Ap×δpl×c≈Nd×a, the cross-sectional area Ap of the prestressed tendon 5 is calculated, and the diameter of the prestressed tendon 5 is determined according to the actual situation, and the number of the prestressed tendon 5 required is calculated.

[0065] The prestressed tendon 5 is crucial to the safety of the cantilever-type bridge pier 1 structure, and the prestressed tendon 5 must be arranged in the pier in advance. The reinforcing steel of the pier column 3 is installed at the same time as the prestressed tendon 5. The prestressed tendon 5 has a fixed end 51 and a tension end 52. The prestressed tendon 5 is arranged in the tension hole, the fixed end 51 is fixed in the pile cap 2, and the tension end 52 is fixed in the upper part of the column 31. The fixed end 51 and the tension end 52 of the prestressed tendon 5 connect the column 31 and the pile cap 2. After the strength and age of the pier column 3 reach the preset value, the prestressed tendon 5 is tensioned to generate a reverse unbalanced force on the bridge pier, which offsets or partially offsets the unbalanced load of the upper structure of the cantilever-type bridge pier 1, further improves the carrying capacity of the cantilever-type bridge pier 1, and improves the adaptability of the cantilever-type bridge pier 1.

[0066] After the prestressing tendon 5 is tensioned, grout is injected into the tensioning duct to seal the prestressing tendon. The quality of the sealing must be ensured, and waterproofing measures must be implemented at the pier top to prevent rainwater erosion from affecting the durability of the prestressing tendon 5. The eccentricity between the centerline of the pier column 3 and the centerline of the pier cap 2 needs to be determined comprehensively based on the foundation layout, site conditions, and stress calculations.

[0067] In one embodiment, if the superstructure of the cantilever pier 1 is constructed using segmental precast beams or whole-span erection, the beam transport and erection conditions of the pier column 3 and the foundation can be checked. If the structural and stress requirements are met, relevant construction operations can proceed.

[0068] The various embodiments / implementations provided in this application can be combined with each other without creating contradictions.

[0069] The above are merely preferred embodiments of this application and are not intended to limit the scope of this application. Various modifications and variations can be made to this application by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this application should be included within the scope of protection of this application.

Claims

1. A bent-arm type pier, characterized by, The application relates to a cantilevered pier for a bridge, which comprises: a bearing platform; a pier column, which comprises a vertical column and a cantilevered arm connected to one side of the upper end of the vertical column, and is arranged on the bearing platform; a tensioning assembly arranged on the other side of the vertical column away from the cantilevered arm, and connecting the vertical column with the bearing platform and / or a foundation base, and vertically arranged inside or outside the vertical column; the other side of the vertical column is formed with a tensioning hole passing through the vertical column, the tensioning assembly comprises a prestressed tendon and an end anchoring structure; the prestressed tendon is formed with a fixed end and a tensioning end, the prestressed tendon is arranged in the tensioning hole, the fixed end is fixed in the bearing platform, and the tensioning end is fixed in the upper part of the vertical column; the fixed end is fixed in the bearing platform through the end anchoring structure, and the end anchoring structure comprises an anchorage device, a clamping piece, an anchor pad and a spiral tendon; the prestressed tendon is arranged in a single column along the bridge direction of the vertical column, or is arranged in multiple columns side by side; and supporting cushion stones arranged on the top of the vertical column and the cantilevered arm respectively, the center line of a line formed by the two supporting cushion stones is arranged eccentrically to the center line of the vertical column, the center line of the vertical column is arranged eccentrically to the center line of the bearing platform, and the center line of the line and the center line of the vertical column are distributed on the two sides of the center line of the bearing platform, so that the bearing platform is in a state of being close to axial compression under dead load.

2. The bent-pier according to claim 1, wherein The cantilevered pier further comprises: a waterproof structure arranged on the vertical column corresponding to the tensioning end to seal the tensioning assembly.

3. The finger pier according to any one of claims 1 to 2, wherein The prestressed tendon is a steel strand or a finished threaded steel bar.

4. The bent-pier according to any one of claims 1 to 2, wherein The calculation formula of the cross-sectional area of the prestressed tendon is: Ap x delta p1 x c = Nd x a wherein, Ap is the cross-sectional area of the prestressed tendon, a is the distance between the center line of the line and the center line of the vertical column, c is the distance between the prestressed tendon and the center line of the vertical column, delta p1 is the effective stress of the prestressed tendon, and Nd is the fulcrum reaction value of the dead load of the cantilevered pier.

5. A method of constructing a bent of the pick-up arm type, characterized in that, The application is applied to the cantilevered pier according to any one of claims 1-4, and the construction method comprises the following steps: constructing a foundation base and the bearing platform; installing the reinforcing steel bars of the pier column and the prestressed tendons; installing the pier column formwork and the tensioning hole mold pipe; on-site pouring to form the pier column and the tensioning hole; tensioning the prestressed tendons when the strength and age of the pier column reach preset values; grouting into the tensioning hole to seal the prestressed tendons.

6. The construction method according to claim 5, characterized in that, Before the step of constructing the foundation base and the bearing platform, the construction method further comprises the following steps: determining the diameter and quantity of the prestressed tendons according to the eccentricity value between the center line of the line and the center line of the pier column, the eccentricity value between the center line of the pier column and the center line of the bearing platform, and the stress of the cantilevered pier.

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