A highway bridge engineering construction method

Abstract

The present application relates to a kind of highway bridge engineering construction methods, comprising the following steps: first, pile foundation pouring;Second, excavate foundation pit;Third, dig and set operating area;Fourth, break pile head;Fifth, support first formwork;Sixth, pour cushion;Eighth, support second formwork and third formwork;Ninth, lap pier body embedded reinforcement;Tenth, pour pile cap;Eleventh, backfill foundation pit, twelfth, tie pier body reinforcement, pour pier body, prefabricated plate beam, erect plate beam;The present application is by continuing to dig operating area in the bottom surface of foundation pit, and support first formwork around pile foundation, so that pile cap pouring can form convex section, and nest below the bottom surface of foundation pit, support second formwork and third formwork make pour pier body form insertion part, and nest below the upper surface of pile cap, so that the connection of pile foundation and pile cap, pile cap and pier body can better withstand lateral load, enhance the overall structural strength.

Description

Technical Field

[0001] This invention relates to the field of highway bridge construction technology, and specifically to a highway bridge construction method. Background Technology

[0002] Currently, bridge construction is a major part of highway, high-speed railway, and urban elevated road construction. In bridge construction, regardless of the type of bridge, it is generally divided into two parts: substructure and superstructure. As the support and foundation of the superstructure, the quality and stability of the substructure are closely related to the construction of the entire highway bridge. The substructure generally includes the following three parts: pile foundation, abutment, and pier. As an important part of highway bridge construction, the construction of these three parts not only needs to ensure their own strength and stability, but also needs to ensure the stability and reliability of the connection between the parts when constructing in sections.

[0003] Most of the pile foundations used in construction are bored cast-in-place piles. According to the location provided by the design institute, the holes are drilled downwards, and the steel cage and concrete are poured. After the pile foundation strength reaches the design standard, the pile head is broken and the pile cap is constructed directly on the pile foundation. When the pile cap is poured, the contact surface between the pile cap and the pile foundation is the pile breaking surface. Therefore, when subjected to lateral loads, this contact surface will become the weak surface of the overall structure.

[0004] Similarly, after the foundation is constructed, the pre-embedded pier reinforcement bars are directly tied. After the tying is completed, the formwork is erected and the concrete is poured. The contact surface between the formed pier body and the foundation is the upper surface of the foundation. When subjected to lateral loads, the contact surface between the pier body and the foundation is also the weak surface of the overall structure.

[0005] The superstructure is based on the substructure. If the substructure has quality problems, it means that the entire structure will collapse, and the consequences will be unimaginable. Therefore, if there is a construction method that can change the position of the contact surface between the pile foundation and the abutment, and between the abutment and the pier, so that they can be nested and cooperate with each other, it can greatly enhance the overall structure's ability to bear lateral loads, greatly increase the stability of the substructure, ensure the quality of the overall construction, and increase the service life of the bridge.

[0006] Therefore, it is necessary to study a construction method for highway bridge engineering. Summary of the Invention

[0007] Therefore, the purpose of this invention is to provide a construction method for highway bridge engineering that effectively solves the problem that the contact surface between the abutment and the pile foundation, and the contact surface between the pier and the abutment, cannot withstand lateral loads well.

[0008] To achieve the above objectives, the technical solution adopted by the present invention is: a construction method for highway bridge engineering, characterized by comprising the following steps;

[0009] S1: Pile foundation pouring;

[0010] S2: Excavate the foundation pit to form a construction area and expose the pile heads of the foundation pit to the bottom of the foundation pit;

[0011] S3: Excavate the pile head breaking operation area downwards around the pile foundation, so that the bottom of the operation area is below the bottom of the foundation pit;

[0012] S4: Break the pile head to expose the pile head reinforcement and form a broken pile surface, so that the broken pile surface is above the bottom of the operating area and below the bottom of the foundation pit;

[0013] S5: Erect the first formwork around the pile foundation and backfill the operation area;

[0014] S6: Casting of the foundation layer;

[0015] S7: Tie the pile cap reinforcement to secure the pile head reinforcement to the pile cap reinforcement.

[0016] S8: Erect the pier cap formwork. The pier cap formwork includes a second formwork around the pier cap and a third formwork corresponding to the central axis of the pier body. The third formwork includes a circular bottom mold and a cylindrical vertical mold fixedly connected to the circular bottom mold.

[0017] S9: A ring of pre-embedded steel bars is arranged around the third template in the circumference of the pier body;

[0018] S10: Cast the foundation cap to form a protruding section below the bottom of the foundation pit;

[0019] S11: After the concrete strength reaches the design standard, remove the second and third formwork and backfill the foundation pit around the foundation. The backfill surface should be flush with the upper surface of the foundation.

[0020] S12: Tie the pier reinforcement bars, set up the pier formwork on the upper surface of the pier cap, and pour concrete into the pier; so that the pier forms an interlocking part in the pier cap.

[0021] Furthermore, the cross-section of the protruding section has the same shape as the cross-section of the pile foundation and is coaxially arranged, and the lower end face of the protruding section coincides with the pile breaking surface.

[0022] Furthermore, the cross-section of the pier body is circular, and the insertion part is a cylinder arranged coaxially with the pier body, and the diameter of the insertion part is smaller than the diameter of the pier body.

[0023] Furthermore, the pile foundation is arranged in two rows below the pile cap, each row including three pile foundations spaced apart in the front-to-back direction.

[0024] Furthermore, the pile head is cut using a double-ring cutting method to ensure that the pile breaking surface is horizontal.

[0025] Furthermore, grounding steel bars are arranged between the pile cap steel bars and the pile head steel bars of the pile foundation. The grounding steel bars connect the pile cap steel bars and the pile head steel bars of the pile foundation and lead out a grounding wire.

[0026] Furthermore, the contact surface between the pier body and the foundation should be roughened before the concrete is poured into the pier body.

[0027] Furthermore, wind cables are installed in four directions on the upper part of the pier body template, and the ends of the wind cables are fixed to the ground by ground anchors.

[0028] The beneficial effects of the above technical solution are:

[0029] To address the weakness of the contact surfaces between pile foundations and pile caps, and between pile caps and piers in existing technologies, which are susceptible to lateral loads, this invention provides a construction method for highway bridge engineering. This method involves excavating an operating area further down from the bottom of the foundation pit, where pile head breaking is performed. The broken pile surface is positioned below the bottom of the pit. After setting up the first formwork, backfilling is carried out to form a cylindrical groove. After the pile cap is poured, a protruding section is formed within the cylindrical groove. The end face of the protruding section is fixed to the broken pile surface. This design prevents displacement of the pile cap under lateral loads due to the foundation's constraints, significantly increasing the stability and strength of the connection between the pile cap and the pile foundation. The contact surface between the pile cap and the pile foundation is located below the contact surface between the pile cap and the foundation layer. The pile cap is integrally cast at the contact surface with the foundation layer, ensuring high structural strength at this point.

[0030] Meanwhile, by supporting the second and third templates, the present invention can form an insertion groove in the middle of the upper surface of the foundation after the foundation is poured. When the pier body is poured, an insertion part will be formed. The insertion part is fitted into the insertion groove and fixed to the foundation as a whole. The contact surface between the foundation and the pier body is moved down, so that when the pier body is subjected to lateral load, the insertion part is restricted by the insertion groove, making it less likely for the pier body to shift, thus enhancing the stability and firmness of the connection between the pier body and the foundation.

[0031] Therefore, the construction method of this invention is novel. By moving the contact surface between the abutment and the pile foundation downward, and moving the contact surface between the pier body and the abutment downward, the substructure can better withstand lateral loads, ensuring the stability of the substructure and thus guaranteeing the overall quality of bridge construction. Attached Figure Description

[0032] Figure 1 This is a structural schematic diagram of the foundation pit excavation.

[0033] Figure 2 A structural schematic diagram of the excavation operation area and the pile head breaking area;

[0034] Figure 3A structural diagram showing the support of the first template;

[0035] Figure 4 A schematic diagram of the structure for backfilling the operating area;

[0036] Figure 5 A schematic diagram of the structure for casting the foundation layer;

[0037] Figure 6 A structural diagram showing the overlapping reinforcement of the foundation, the erection of the second and third formwork, and the pre-embedded reinforcement of the pier body;

[0038] Figure 7 A schematic diagram of the completed foundation casting;

[0039] Figure 8 A structural diagram illustrating the backfilling of the foundation pit, the binding of the pier reinforcement, and the erection of the pier formwork.

[0040] Figure 9 This is a schematic diagram of the overall lower structure;

[0041] Figure 10 This is a construction flowchart for the substructure.

[0042] Attached reference numerals: 1 is the bottom of the foundation pit, 2 is the pile foundation, 201 is the pile head reinforcement, 3 is the operating area, 4 is the pile breaking surface, 5 is the first formwork, 6 is the backfill soil of the operating area, 7 is the concrete cushion layer, 8 is the second formwork, 9 is the third formwork, 10 is the pile cap reinforcement, 11 is the pre-embedded reinforcement of the pier body, 12 is the pile cap, 13 is the protruding section, 14 is the backfill soil of the foundation pit, 15 is the pier body reinforcement, 16 is the pier body formwork, 17 is the pier body, 18 is the splice. Detailed Implementation

[0043] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0044] Example 1: A construction method for a highway bridge project, comprising the following steps:

[0045] like Figure 1As shown, the first step is pile foundation pouring. Pile foundation 2 is set up in two rows below the pile cap, each row including three pile foundation 2 arranged at intervals in the front-to-back direction, for a total of six pile foundation 2. The pile foundation 2 is constructed using bored cast-in-place piles. First, according to the points provided by the design institute, the excavation is carried out downward to the depth of the casing. Then, the casing is hoisted and placed according to the pile position. The casing opening should be 30cm above the ground. The bottom and surrounding area are backfilled with clay and compacted. The center of the pile position is determined again with a total station to ensure that the center deviation of the top surface of the casing is within 5cm and the slope is within 1%. A mud pit is arranged in a suitable location. The volume of the mud pit is 1.2 to 1.5 times the volume of the borehole. To prevent the borehole from collapsing, high-quality mud slurry must be used for wall protection, and the mud slurry performance must meet the specifications.

[0046] After the drilling rig is in place, drilling operations begin. The interval drilling method is used to ensure that two adjacent holes are not drilled at the same time to avoid water seepage and collapse. After drilling is completed, the first hole cleaning is carried out. The hole cleaning is done by the slurry replacement method. When cleaning and removing slag, the water head must be maintained to prevent collapse.

[0047] After the borehole inspection is passed, the reinforcing cage should be lowered immediately. Positioning blocks to control the thickness of the protective layer should be set on the outside of the reinforcing cage, with a vertical spacing of 2m and 4 blocks set on the horizontal circumference. The adjacent upper and lower layers should be evenly staggered. Use a crane to lift, place, and overlap the sections of the reinforcing cage at the borehole opening. The upper and lower sections of the reinforcing cage must be on the same vertical line. The main reinforcement bars should be lapped, and the lap distance should not be less than ten times the diameter of the reinforcement bar. The allowable deviations for the fabrication and hoisting of the reinforcing cage are: main reinforcement bar spacing ±10mm; stirrup spacing ±20mm; cage outer diameter ±10mm; cage inclination 0.5%; cage center plane position 20mm; cage top elevation ±20mm; cage bottom elevation ±50mm.

[0048] After the reinforcing cage is lowered, the guide pipe should be placed immediately. The guide pipe should be a quick-connect steel pipe with a diameter of not less than 25cm. It should be lowered section by section using a crane. Before lowering, a water tightness pressure test should be carried out. There should be no leakage of water or air. The quality of the underwater concrete product should meet the design and specification requirements of the concrete cast-in-place pile. The concrete mixture should have good workability and maintain good and sufficient fluidity during pouring. Its slump should be maintained in the range of 10-15cm. The first batch of concrete should be slowly poured into the funnel. After the funnel is full of concrete, the storage hopper should be filled with enough concrete for the first batch. Then, the ball can be sheared to let all the concrete fall.

[0049] Step 2: Excavate the foundation pit; excavate the foundation pit to the bottom surface 1 of the foundation pit to reach the design elevation, form a construction area and expose the pile heads of the pile foundations 2 to the bottom surface 1 of the foundation pit.

[0050] like Figure 2As shown in the figure, the third step is to excavate the pile head breaking operation area 3 with a depth of 60cm from the bottom surface 1 of the foundation pit to the pile foundation 2, so that the bottom surface of the operation area 3 is below the bottom surface 1 of the foundation pit.

[0051] Step 4: Use the double ring cutting method to cut the pile head of pile foundation 2, so that the pile head reinforcement 201 is exposed and a broken pile surface 4 is formed. Ensure that the broken pile surface 4 is horizontal and is above the bottom surface of the operation area 3 and below the bottom surface 1 of the foundation pit.

[0052] like Figure 3 and Figure 4 As shown in the figure, the fifth step is to erect the first template 5 around the pile foundation 2. The first template 5 is a circular vertical template with the same diameter as the pile foundation. The bottom of the first template 5 is attached to the bottom surface of the operating area 3, and the upper surface of the first template 5 is higher than the bottom surface 1 of the foundation pit, and the length of the excess part is greater than the design thickness of the cushion layer. After the first template 5 is arranged, the operating area 3 is backfilled with the backfill soil 6 to the same height as the bottom surface 1 of the foundation pit, and then compacted with a tamping tool.

[0053] like Figure 5 As shown in the figure, the sixth step is to pour the foundation layer 7; the bottom surface 1 of the foundation pit is laid out and measured to determine the position of the foundation layer template, and the wooden foundation layer template is erected. The upper end of the foundation layer template is flush with the upper end of the first template 5. After the foundation layer template is arranged, the concrete of the foundation layer 7 is poured. The thickness of the foundation layer 7 is 15cm, which isolates the soil.

[0054] like Figure 6 As shown, step seven: Bend the exposed pile head steel bars of pile foundation 2 outwards so that they are at a 75-degree angle to the bottom surface 1 of the foundation pit. Based on the pile head steel bars of pile foundation 2, tie the foundation steel bars 10 on them. Before tying the foundation steel bars 10, first lay out the plan position of the foundation 12, mark the plan position of each bottom layer steel bar, and accurately place the steel bars. The foundation steel bars 10 are tied from the bottom layer, layer by layer upwards. Grounding steel bars are arranged between the foundation steel bars 10 and the pile head steel bars 201. The grounding steel bars connect the foundation steel bars and the pile head steel bars 201 and lead out the grounding wire. A circular groove is reserved in the middle of the top three layers to facilitate the next step of construction.

[0055] Step 8: Erect the foundation formwork. The foundation formwork includes the second formwork 8 on the periphery of the foundation and the third formwork 9 corresponding to the central axis of the pier. The position of the second formwork 8 is determined by measurement and layout. The third formwork 9 includes a circular bottom mold and a cylindrical vertical mold fixedly connected to the circular bottom mold. The third formwork 9 can be directly fitted into the circular groove reserved in the previous step. After the third formwork 9 is installed, support rods are arranged in the cylindrical vertical mold to support the side walls of the cylindrical vertical mold.

[0056] Step 9: Arrange a ring of pre-embedded steel bars 11 around the third template 9 in the circumference of the pier body. The position of the pre-embedded steel bars 11 is positioned by a steel positioning frame to ensure the position of the pre-embedded steel bars. Concrete can be poured only after the position is confirmed to be correct.

[0057] like Figure 7 As shown, step ten: pour the foundation 12, so that the foundation 12 forms a protruding section 13 below the bottom surface 1 of the foundation pit. The cross-section of the protruding section 13 has the same shape as the cross-section of the pile foundation 2 and is coaxially arranged. The lower end face of the protruding section 13 coincides with the broken pile surface 4. When the free fall height of the concrete exceeds 1.5m, a chute or pipe should be used to ensure that the concrete mixture does not segregate. The large volume of concrete for the foundation 12 should be poured continuously in layers. The thickness of each layer is generally no more than 0.6 meters. Within each layer, pouring should start from the short side of the foundation and proceed from both sides towards the middle. The pouring of concrete should be continuous, with no interruptions. The interval between pours should be minimized and should not exceed the initial setting time of the concrete. That is, the next layer of concrete should be poured before the initial setting of the previous layer to ensure that there are no cold joints between layers. In the pouring process, layer-by-layer vibration is also required, using an immersion vibrator. During operation, the vibrator's range of action must be strictly followed, and omissions are strictly prohibited. After the concrete is poured, before the initial setting, the concrete surface should be troweled and smoothed to remove early plastic cracks on the concrete surface. After the concrete is poured, it should be watered to keep it continuously moist. Plastic film can be used as a curing medium to retain moisture. The curing time should not be less than 7 days.

[0058] Temperature monitoring of large-volume concrete uses copper resistance temperature detectors (RTDs) as the sensing element. During installation, the element is fixed in the designed position to ensure accurate positioning and secure fixation. The wire is led out along the reinforcing steel to a certain height above the top surface of the foundation 12, and the wire ends are wrapped with tape to prevent them from getting dirty. At the same time, the led-out wires are numbered one by one for easy temperature monitoring. Temperature is measured every 4 hours for the first 3 days, and then the measurement interval is appropriately extended according to the temperature changes. Temperature age curves are plotted, and the analysis focuses on the concrete pouring temperature, the highest internal temperature of the concrete, and the final stable temperature.

[0059] like Figure 8 and Figure 9 As shown in the figure, in step eleven: after the concrete strength of the foundation 12 reaches the design standard, the second formwork 8 and the third formwork 9 are removed and the foundation pit backfill soil 14 is used to backfill the area around the foundation. The backfill surface is flush with the upper surface of the foundation 12, and the bottom surface of the circular groove in the middle of the foundation 12 is roughened.

[0060] Step 12: Based on the pre-embedded steel bars 11 in the pier body, tie the pier body steel bars 15 on top. After tying, mark the positions of the pier body formwork 16 on the upper surface of the foundation 12, and then erect the pier body formwork 16 on the upper surface of the foundation 12. After the pier body formwork 16 is set up, wind cables are laid around its upper perimeter with a slope of 1:1.5. The ends of the wind cables are fixed to the ground with ground anchors. A support frame is erected around the pier body formwork 16 to facilitate personnel access. The support frame is constructed using Φ48 steel pipes with longitudinal and transverse spacing of 120cm. The scaffolding measures 120cm x 120cm, with longitudinal and transverse horizontal bar spacing of 120cm. The horizontal bar spacing near the top of the pier is 60cm. The scaffolding is equipped with longitudinal and transverse ground-level bracing, with the ground-level bracing 20cm from the top surface of the pier cap, and is also equipped with scissor bracing. Concrete is poured into the pier body 17 using a concrete pump truck, and tamping is performed layer by layer with an insert-type tamping rod to compact the concrete, so that the pier body 17 forms an insertion part 18 in the pier cap. The cross-section of the pier body 17 is circular, and the insertion part 18 is a cylinder arranged coaxially with the pier body 17, and the diameter of the insertion part 18 is smaller than the diameter of the pier body 17.

[0061] After the concrete has set, it should be watered immediately to keep it constantly moist. Plastic film can be used as a curing medium to retain moisture. The curing time should be no less than 7 days. After the concrete strength is sufficient to ensure that the surface and edges of the pier body 17 are not damaged by the removal of the formwork, the formwork should be removed. The formwork and supports should be removed in a certain order, that is, the order of removing the supports after the supports are removed and removing the supports after the supports are removed. Throwing is strictly prohibited during the removal process. After the formwork and supports are removed, they should be repaired, sorted and stored properly for future use.

[0062] Once the substructure of the bridge is completed, the bridge can be erected using existing technology.

[0063] All templates used in this embodiment should be custom-made according to the dimensions provided by the design institute to ensure the accuracy of construction. Steel templates with a wall thickness of 5mm are used in construction. Before the templates are assembled, the rust and debris on the surface must be cleaned and the release oil must be applied before use. Steel ribs are used to support the outside of the templates to increase rigidity. The spacing between the inner steel ribs is 750mm and the spacing between the outer steel ribs is 850mm. M25 round steel is used as tie bolts between opposite templates. High-strength bolts are used to fix adjacent templates, and the bolt fixing direction is arranged alternately in positive and negative directions. To ensure that the concrete does not leak, double-sided tape is used at the joints of the steel templates, and the surface is sealed with glass glue.

[0064] Mortar spacers are arranged between the foundation reinforcement 10 and the second formwork 8 and the third formwork 9. The mortar spacers are prefabricated and are fixed to the foundation reinforcement 10 with binding wire to support the formwork and ensure the thickness of the protective layer of the foundation 12. Similarly, mortar spacers are also fixed between the pier reinforcement 15 and the pier formwork 16 to ensure the thickness of the protective layer of the pier.

[0065] Therefore, this embodiment provides a construction method for highway bridge engineering. By continuing to excavate the operating area downwards from the bottom of the foundation pit and setting up a first formwork around the pile foundation, a protruding section can be formed during the pouring of the pile cap, which is nested below the bottom of the foundation pit. The second and third formwork are set up to form an interlocking part during the pouring of the pier body, which is nested below the upper surface of the pile cap. This allows the connection between the pile foundation and the pile cap, and between the pile cap and the pier body, to better withstand the lateral loads, making the overall construction structure more stable, enhancing the overall tensile strength, and meeting the load-bearing requirements.

Claims

1. A construction method for highway bridge engineering, characterized in that... Includes the following steps; S1: Pile foundation (2) pouring; S2: Excavate the foundation pit to form a construction area and expose the pile heads of the pile foundation (2) to the bottom surface of the foundation pit (1). S3: Excavate the pile head breaking operation area (3) downward around the pile foundation (2) so that the bottom surface of the operation area (3) is below the bottom surface (1) of the foundation pit; S4: Break the pile head of the pile foundation (2) to expose the pile head reinforcement (201) and form a broken pile surface (4), so that the broken pile surface (4) is above the bottom surface of the operation area (3) and below the bottom surface of the foundation pit (1); S5: The first template (5) is erected around the pile foundation (2) and the operating area (3) is backfilled; the first template is a circular vertical template, and the diameter of the circular vertical template is the same as the diameter of the pile foundation. The bottom of the first template is attached to the bottom surface of the operating area, and the upper surface of the first template is higher than the bottom surface of the foundation pit and the length of the excess part is greater than the design thickness of the cushion layer; after the first template is arranged, the operating area is backfilled with the backfill soil of the operating area until it is the same height as the bottom surface of the foundation pit, and then compacted with a tamping tool; S6: Pouring the foundation layer (7); Layout and measure the bottom of the foundation pit to determine the position of the foundation layer template, set up the wooden foundation layer template, and make the upper end of the foundation layer template flush with the upper end of the first template. After setting up the foundation layer template, pour the concrete of the foundation layer. S7: Tie the pile cap reinforcement (10) to fix the pile head reinforcement (201) to the pile cap reinforcement (10); bend the exposed pile head reinforcement outward to make it 75 degrees with the bottom of the pit, and tie the pile cap reinforcement on the pile head reinforcement as the foundation. Before tying the pile cap reinforcement, first lay out the plan position of the pile cap, mark the plan position of each bottom reinforcement, and accurately place the reinforcement. Tie the pile cap reinforcement from the bottom layer upward. Grounding reinforcement is arranged between the pile cap reinforcement and the pile head reinforcement. The grounding reinforcement connects the pile cap reinforcement and the pile head reinforcement and leads out the grounding wire; reserve a circular groove in the middle of the top three layers to facilitate the next step of construction. S8: Erect the foundation formwork. The foundation formwork includes the second formwork (8) around the foundation and the third formwork (9) corresponding to the central axis of the pier. The third formwork (9) includes a circular bottom mold and a cylindrical vertical mold fixedly connected to the circular bottom mold. S9: A ring of pre-embedded steel bars (11) is arranged around the third template (9) in a circumferential direction. S10: Cast the foundation (12) to form a protruding section (13) below the bottom of the foundation pit. S11: After the concrete strength reaches the design standard, remove the second formwork (8) and the third formwork (9) and backfill the foundation pit around the foundation. The backfill surface is flush with the upper surface of the foundation (12). S12: Tie the pier body reinforcement (15), set up the pier body formwork (16) on the upper surface of the pier cap (12), and pour concrete for the pier body (17); so that the pier body (17) forms an insertion part (18) in the pier cap (12).

2. The construction method for highway bridge engineering according to claim 1, characterized in that: The cross-section of the protruding section (13) has the same shape as the cross-section of the pile foundation (2) and is coaxially arranged. The lower end face of the protruding section (13) coincides with the pile breaking surface (4).

3. A construction method for highway bridge engineering according to claim 1 or 2, characterized in that: The cross-section of the pier body (17) is circular, and the plug part (18) is a cylindrical shape arranged coaxially with the pier body (17), and the diameter of the plug part (18) is smaller than the diameter of the pier body (17).

4. A construction method for highway bridge engineering according to claim 1 or 2, characterized in that: The pile foundation (2) is arranged in two rows below the pile cap (12), each row including three pile foundations (2) spaced apart in the front-back direction.

5. A construction method for highway bridge engineering according to claim 1 or 2, characterized in that: The pile head is cut using a double-ring cutting method to ensure that the pile breaking surface (4) is a horizontal plane.

6. A construction method for highway bridge engineering according to claim 1 or 2, characterized in that: Grounding steel bars are provided between the foundation steel bars (10) and the pile head steel bars (201). The grounding steel bars connect the foundation steel bars (10) and the pile head steel bars (201) and lead out the grounding wire.

7. A construction method for highway bridge engineering according to claim 1, characterized in that: The contact surface between the pier body (17) and the abutment (12) should be roughened before concrete is poured on the pier body (17).

8. A construction method for highway bridge engineering according to claim 1, characterized in that: Wind cables are installed in four directions on the upper part of the pier body template (16), and the ends of the wind cables are fixed to the ground by ground anchors.

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