CN113417215A

CN113417215A - Bridge construction method

Info

Publication number: CN113417215A
Application number: CN202110761927.7A
Authority: CN
Inventors: 张前皓; 李海波; 孙远方
Original assignee: Sixth Engineering Co Ltd of China Railway 20th Bureau Group Co Ltd
Current assignee: Sixth Engineering Co Ltd of China Railway 20th Bureau Group Co Ltd
Priority date: 2021-07-06
Filing date: 2021-07-06
Publication date: 2021-09-21

Abstract

The invention provides a bridge construction method, which comprises the following steps: carrying out foundation construction of the bored pile; carrying out construction of hole digging piles; carrying out comprehensive grounding construction; carrying out foundation expansion construction; carrying out bearing platform construction; carrying out solid pier construction; carrying out hollow pier construction; performing abutment construction; and carrying out construction of a supporting cushion and an anchor bolt hole. In the scheme, the construction scheme is simplified, the construction difficulty is reduced and the construction quality can be ensured by orderly arranging and improving the schemes in the construction process.

Description

Bridge construction method

Technical Field

The invention belongs to the technical field of bridge construction, and particularly relates to a bridge construction method.

Background

In the field of bridge construction, the quality of the bridge is a quality red line, and any construction flaws can cause significant casualties or property loss. The bridge construction scheme in the prior art has the problems of complex construction method, long construction period and poor construction quality because the control of each process is not in place.

In view of the above, there is a need for a new bridge construction method that solves or at least alleviates the above technical drawbacks.

Disclosure of Invention

The invention provides a bridge construction method, and aims to solve the technical problems of complex bridge construction method and long construction period in the prior art.

In order to achieve the above object, the present invention provides a bridge construction method, comprising:

carrying out foundation construction of the bored pile;

carrying out construction of hole digging piles;

carrying out comprehensive grounding construction;

carrying out foundation expansion construction;

carrying out bearing platform construction;

carrying out solid pier construction;

carrying out hollow pier construction;

performing abutment construction;

and carrying out construction of a supporting cushion and an anchor bolt hole.

Optionally, the method for constructing the bored pile foundation includes the following steps:

leveling the ground near the construction site, and determining the position of a pile point;

embedding pile casings around the pile points;

drilling the pile point position by using a drilling machine;

checking and cleaning holes drilled in the drill holes;

hoisting a reinforcement cage into the hole;

and pouring concrete into the hole by adopting a guide pipe.

Optionally, the step of inspecting and cleaning the hole drilled by the drill hole comprises:

manufacturing a hole detector by using a steel reinforcement cage, wherein the outer diameter of the hole detector is equal to the diameter of the hole, and the length of the hole detector is 4-6 times of the diameter of the hole;

when the deviation of the bent hole, the inclined hole or the shrinkage hole from the preset range is detected, re-drilling is needed;

and cleaning sediments in the holes.

Optionally, the method for constructing the dug pile comprises the following steps:

determining the pile point position, and flattening the surface of the pile point position;

pouring an orifice guard ring at the pile point position, and excavating a first pile hole at the orifice guard ring;

detecting construction parameters of the first pile hole, and excavating a second pile hole at the bottom of the first pile hole according to the construction parameters; until the total excavating depth of the pile holes spliced by the plurality of sections of pile holes reaches a preset depth;

manufacturing a reinforcement cage, and putting the reinforcement cage into the total pile hole;

and pouring concrete slurry into the main pile hole to form the pile.

Optionally, the step of detecting a construction parameter of the first pile hole, and excavating a second pile hole at the bottom of the first pile hole according to the construction parameter includes:

detecting the plane position of the first pile hole section, and calculating a first deviation value between the orifice plane and the pile point position;

and when the first deviation value is greater than or equal to a first preset deviation value, adjusting the position of the first pile hole.

Optionally, before the step of manufacturing a reinforcement cage and placing the reinforcement cage into the total pile hole, the method further includes:

detecting whether the side wall of the main pile hole is provided with a water seepage hole or not;

when the side wall of the total pile hole is provided with a water seepage hole, detecting the water seepage amount of the water seepage hole;

when the seepage amount is larger than or equal to the preset seepage amount, treating the seepage holes by adopting cement mortar pressure irrigation pebble rings;

and when the seepage amount is less than the preset seepage amount, dewatering by adopting a water accumulating well method or protecting by adopting a steel casing.

Optionally, the method for constructing the solid pier comprises the following steps:

building a foundation frame of the pier stud at a preset position;

installing a scaffold on the edge of the foundation frame;

installing a pier column die on the foundation frame, and detecting the verticality and the plane position of the pier column die;

installing a funnel and a string tube on the pier stud mold according to the perpendicularity and the plane position;

pouring concrete grout into the pier stud mold through the funnel and the string barrel, and vibrating the concrete grout for preset times;

and after the concrete grout is solidified, removing the pier column mould.

Optionally, the pillar mold includes a plurality of pillar templates, and the step of installing the pillar mold on the base frame includes:

binding steel bars on the foundation frame;

splicing the pier stud templates to form a first annular sub-die and a second annular sub-die in a surrounding manner;

sleeving the first annular sub-mold on the foundation frame and the reinforcing steel bars so as to enclose the foundation frame and the reinforcing steel bars;

splicing the second annular sub die above the first annular sub die and enclosing the foundation frame and the reinforcing steel bars;

the pier stud mould further comprises a plurality of adjusting templates, and after the step of splicing the second annular sub mould above the first annular sub mould, the pier stud mould further comprises:

splicing a plurality of adjusting templates to form an annular adjusting sub-die;

installing the ring-shaped adjusting sub-die between the first ring-shaped sub-die and the second ring-shaped sub-die to adjust the height of the pier stud die.

Optionally, the method for constructing the hollow pier comprises the following steps:

installing a first outer mold at a preset position, binding reinforcing steel bars in the first outer mold, and pouring concrete grout into the first outer mold to form a first section of pier body; arranging a scaffold on the edge of the first pier body;

mounting a second inner die on the first section of pier body, mounting a second outer die on the first outer die, and reinforcing the first outer die and the second outer die through connecting bolts; binding reinforcing steel bars between the second outer die and the second inner die;

mounting a third inner die on the second inner die, reinforcing the second inner die and the third inner die through connecting bolts, mounting a third outer die on the second outer die, and reinforcing the second outer die and the third outer die through connecting bolts; binding reinforcing steel bars between the third outer die and the third inner die;

pouring concrete grout between the second outer mold and the second inner mold to form a second hollow pier body, and pouring concrete grout between the third outer mold and the third inner mold to form a third hollow pier body; removing the first external mold;

hoisting the first outer die and installing the first outer die on the third outer die, installing a first inner die on the third inner die, and binding reinforcing steel bars; removing the second outer die and the second inner die;

hoisting and installing the second outer die on the moved first outer die, hoisting and installing the second inner die on the first inner die, and binding reinforcing steel bars; and pouring concrete grout between the first outer die and the first inner die after moving to form a fourth hollow pier body, pouring concrete grout between the second outer die and the second inner die after moving to form a fifth hollow pier body, and repeating the steps until the total height of the hollow pier column reaches a preset height.

Optionally, the first external mold comprises a plurality of mold plates, and the step of installing the first external mold at the preset position comprises:

splicing the templates to form an annular first outer mold;

detecting a staggering value between two adjacent templates;

and when the slab staggering value is greater than or equal to a preset slab staggering value, adjusting the position of the template.

In the above technical scheme of the invention, the bridge construction method comprises the following steps: carrying out foundation construction of the bored pile; carrying out construction of hole digging piles; carrying out comprehensive grounding construction; carrying out foundation expansion construction; carrying out bearing platform construction; carrying out solid pier construction; carrying out hollow pier construction; performing abutment construction; and carrying out construction of a supporting cushion and an anchor bolt hole. In the scheme, the construction scheme is simplified, the construction difficulty is reduced and the construction quality can be ensured by orderly arranging and improving the schemes in the construction process.

Drawings

In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the structures shown in the drawings without creative efforts.

FIG. 1 is a schematic flow chart of a first embodiment of a bridge construction method according to the present invention;

FIG. 2 is a schematic flow chart illustrating a second embodiment of the bridge construction method according to the present invention;

FIG. 3 is a schematic flow chart illustrating a third embodiment of the bridge construction method according to the present invention;

FIG. 4 is a schematic flow chart illustrating a fourth embodiment of the bridge construction method according to the present invention;

FIG. 5 is a schematic flow chart illustrating a fifth embodiment of the bridge construction method according to the present invention;

fig. 6 is a schematic flow chart illustrating a sixth embodiment of the bridge construction method according to the present invention.

Detailed Description

The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is apparent that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be obtained by a person skilled in the art without any inventive step based on the embodiments of the present invention, are within the scope of the present invention.

It should be noted that all the directional indicators (such as the upper and lower … …) in the embodiment of the present invention are only used to explain the relative position relationship, movement, etc. of the components in a specific posture (as shown in the drawings), and if the specific posture is changed, the directional indicator is changed accordingly.

In addition, the descriptions related to "first", "second", etc. in the present invention are only for descriptive purposes and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature.

Moreover, the technical solutions in the embodiments of the present invention may be combined with each other, but it is necessary to be able to be realized by a person skilled in the art, and when the technical solutions are contradictory or cannot be realized, the combination of the technical solutions should be considered to be absent, and is not within the protection scope of the present invention.

Referring to fig. 1, according to a first embodiment of the present invention, there is provided a bridge construction method including:

s100, constructing a bored pile foundation;

s200, performing hole digging pile construction;

s300, carrying out comprehensive grounding construction;

s400, performing foundation expansion construction;

s500, carrying out bearing platform construction;

s600, performing solid pier construction;

s700, constructing the hollow pier;

s800, performing abutment construction;

and S900, constructing a support cushion and an anchor bolt hole.

In the embodiment, the construction scheme is simplified, the construction difficulty is reduced and the construction quality can be ensured by orderly arranging and improving the schemes in the construction process.

Referring to fig. 2, further, according to the second embodiment of the present invention, the method of constructing the bored pile foundation includes the steps of:

s101, leveling the ground near a construction site, and determining the position of a pile point;

s102, embedding a pile casing around the pile point;

s103, drilling the pile point position by using a drilling machine;

s104, checking and cleaning holes drilled in the drill holes;

s105, hoisting the reinforcement cage into the hole;

and S106, pouring concrete into the hole by using a guide pipe.

In the above embodiment, the type of the drilling machine is selected according to the conditions of pile foundation distribution, field geological conditions, designed pile diameter, designed pile length and the like, and the rotary drilling rig and the manual hole digging pile are adopted to form the hole. Before the construction of the drilled pile, the drilled site is cleaned, an excavator is adopted to level the walking access way of the drilling machine, and the excavator is used to level the original surface. After accurately discharging a cross control pile of the drilling pile, performing pile casing embedding work, after pile casing and locking construction is completed, guiding a leveling point elevation to the top surfaces of the pile casing and the locking, and marking by red paint, wherein the top surface is 30cm higher than the ground during pile casing and locking construction. And (3) constructing a settling pond between each pier and each platform and near the center line of the line, wherein the settling circulation pond is arranged on the principle that the mud slag settling capacity can meet the drilling requirement and the environment is protected. And finishing the checking and correcting of the size of the drill bit. The bottom of the drilling machine should be flatly padded and kept stable so as not to generate deviation and sinking, and the bottom of the drilling machine should pass through a plumb line of an upper sliding wheel rim of the drilling frame. And then, after the hole is inspected and cleaned, hoisting a reinforcement cage into the hole, pouring concrete into the hole by using the guide pipe to manufacture a cast-in-place pile, dismantling the guide pipe and carrying out nondestructive testing on the pile foundation. The embodiment has the advantages of simple construction scheme and low construction difficulty. The slope of the protecting cylinder is less than 1%, and the diameter of the protecting cylinder is larger than the diameter of the drill bit of the drilling machine and exceeds a preset value. Specifically, the diameter of the casing is larger than the diameter size of the drill bit by 40 cm; the position deviation of the top surface of the pile casing is required to be not more than 5cm, and the inclination of the pile casing is required to be not more than 1%.

Referring to fig. 3, according to a third embodiment of the present invention, further, the step of inspecting and cleaning the hole drilled by the drilling includes:

s1041, manufacturing a hole detector by using a steel reinforcement cage, wherein the outer diameter of the hole detector is equal to the diameter of the hole, and the length of the hole detector is equal to 4-6 times of the diameter of the hole;

s1042, when detecting that the bent hole, the inclined hole or the shrinkage hole deviates from the preset range, re-drilling is needed;

s1043, cleaning sediments in the holes.

After the depth of the pile reaches the design requirement, the indexes of the pile diameter, the verticality and the like must be checked and well recorded. The diameter and the verticality of the pile are checked by a hole checking device which is made of a steel reinforcement cage, the outer diameter of the hole checking device is equal to the designed hole diameter, and the length of the hole checking device is equal to 4-6 times of the hole diameter. And if the conditions of hole bending, inclined hole, hole shrinkage and the like are serious, re-drilling is needed. The ballast thickness must be controlled within specification or design requirements. And after the steel bar is qualified, the steel bar cage is started to be put.

Specifically, the drilling process includes several small steps:

1) before drilling, whether various machines and tools are in good state and whether slurry preparation is sufficient is checked. And (4) whether the hydroelectric pipeline is smooth or not so as to ensure the normal operation.

2) Before formal drilling, a slurry pump is started to prepare proper slurry.

3) The drill bit lands on the ground, the drill bit is rotated to start drilling, the drill bit is pressurized and drilled by the dead weight of the drill bit, the drill bit is rotated and extruded, the drill bit is lifted after the drill bit is filled with slurry, and the slurry is timely supplemented and a water head is kept in the lifting process of the drill bit.

And (5) unloading the mud and sand in the drill bit after the drill bit is lifted out. And closing the valve of the drill bit, rotating the drill bit back to the drilling place, fixing the upper end of the rotating body, and descending the drill bit to continue drilling.

4) And after drilling is finished, cleaning the hole for the first time and removing sediments at the bottom of the hole.

5) The drilling operation is continuously carried out without interruption. For stopping drilling, a protective cover is added on the hole opening, and the drill bit is lifted out of the hole channel to prevent burying drilling, and simultaneously, the height of the mud surface in the hole and the specific gravity and viscosity of the mud are kept to meet the requirements.

6) Before drilling, drawing a geological section diagram at a hole position, hanging the geological section diagram on a drill floor, and using the geological section diagram as a reference for selecting proper drill bits, bit pressure, drilling speed and mud proportion for different soil layers. And often paying attention to soil layer changes, fishing slag samples at the soil layer changes to identify the soil layers, checking the slag samples with the designed stratum in a recording table, and filling a drilling recording table in the drilling process.

7) In the drilling process, the loss and the leaked slurry are timely supplemented to be 1.0-1.5 m higher than the water level outside the hole or the underground water level; the slurry concentration in the drilled hole is ensured, and quality accidents such as hole collapse and hole shrinkage are prevented.

8) After the drilling is finished, the hole condition is checked by using a hole checking device, so that accidents such as hole bending and the like are prevented, and the verticality of the pile foundation is ensured to meet the requirement.

9) When the distance between the drill hole and the designed elevation is 1m, the drilling speed and the depth are controlled, the excessive drilling is prevented, and geological data are verified to judge whether the drill hole enters the designed bearing stratum or not.

10) And when the drilling depth meets the design requirement, checking the hole depth, the hole diameter and the hole shape.

After the reinforcement cage is manufactured, the reinforcement cage is transported to the site, and the reinforcement cage can be timely lifted by the drill frame and can also be placed by a crane for a drilling machine. In order to ensure the quality of the formed hole, the time of placing the steel reinforcement cage must be shortened, the length of the steel reinforcement cage is increased as much as possible, the longer steel reinforcement cage is manufactured in sections, each section is about 15m long, and a joint of the steel reinforcement cage adopts single-side lap welding (10 Dd). In order to prevent the reinforcement cage from being placed eccentrically and ensure the thickness of a concrete protective layer, a group of positioning reinforcements is arranged every 2 m. When the steel reinforcement cage is hoisted, the framework is hoisted in place section by section according to the serial number of the hanging plate. Two points are horizontally lifted, and the framework is lifted into the hole by the upper lifting point after being erected.

The concrete pouring adopts a lower conduit to pour underwater, and the pouring conduit adopts a rapid bayonet vertical lifting conduit with the diameter not less than 250 mm. The guide pipe is assembled before being used, the length is required by pre-splicing according to the hole depth, the distance between the bottom and the hole bottom is 30-40 cm, the guide pipe has enough rigidity and strength, a water pressing test is carried out before and after the guide pipe is used for a period of time, and whether the water-insulation plug can pass smoothly is tested. The water pressure in the watertight test is not less than 1.3 times of the pressure of the depth of water in the hole; the water pressure test is determined according to the maximum pressure which may occur during construction. The guide pipes are provided with scales and numbers from bottom to top, and a lifting test is carried out before filling.

The method comprises the steps of accurately calculating the volume of first-tray concrete before first-batch concrete pouring, manufacturing a funnel meeting the volume of bottom-sealing concrete, ensuring that the bottom sealing is smooth, and carrying out normal pouring after the success of the bottom sealing is confirmed. The pouring process is strictly carried out according to the standard, and various detections such as concrete quality, conduit embedding depth and the like are carried out at any time so as to ensure the smoothness of the whole pouring process.

When the concrete in the conduit is not full, the casting is performed slowly to prevent the high-pressure air bag from being formed in the conduit and the conduit from being pressed and leaked. The bottom end of the guide pipe is buried 2-6 m below the concrete surface all the time, and the guide pipe is strictly forbidden to be lifted out of the concrete surface.

And in the concrete pouring process, observing whether the reinforcement cage floats upwards, or else, taking a reinforcing measure.

Towards the end of the pour, the height of the concrete column in the conduit is relatively reduced, the concrete pressure in the conduit is reduced, and the mud consistency of the borehole outside the conduit is increased and the specific gravity is increased. If the concrete is difficult to lift, water can be added into the holes to dilute the slurry, so that the specific gravity of the slurry is reduced, and the pouring work is smoothly carried out.

After the pouring is finished, the elevation of the concrete surface of the pile top is accurately measured by using the measuring rope, and the excess pouring allowance is considered according to the standard requirement.

Referring to fig. 4, further, according to the fourth embodiment of the present invention, a method of performing bored pile construction includes the steps of:

s201, determining the position of a pile point, and flattening the surface of the pile point;

s202, pouring an orifice protecting ring at the position of a pile point, and excavating a first pile hole at the orifice protecting ring;

s203, detecting construction parameters of the first pile hole, and excavating a second pile hole at the bottom of the first pile hole according to the construction parameters; until the total excavating depth of the pile holes spliced by the plurality of sections of pile holes reaches a preset depth;

s204, manufacturing a reinforcement cage, and placing the reinforcement cage into the main pile hole;

and S205, pouring concrete slurry into the total pile hole to form a pile.

In the process of bridge construction, firstly, piling needs to be carried out at a reliable position on the ground to serve as a foundation of the whole bridge so as to support the whole bridge. In this embodiment, before the pile point position is selected, the field needs to be leveled, then a reliable position is selected as the pile point position, and the surface of the pile point position is leveled, so that the subsequent construction can be performed conveniently. And after the pile point position is selected, pouring the orifice protecting ring on the pile point position, wherein the orifice protecting ring is higher than the plane of the pile point position, and the orifice protecting ring is made of reinforced concrete, so that the strength of the total pile hole is strengthened, and the phenomenon that the ground rainwater flows into the hole to cause hole collapse is avoided. And after the orifice protection ring is manufactured, excavating the total pile hole into the orifice protection ring.

In this embodiment, the excavation of the total pile hole is performed in segments, the first pile hole is excavated in the orifice guard ring, after the excavation of the first pile hole is completed, the construction parameters of the first pile hole are detected, and after the first pile hole is determined to reach the standard, the subsequent construction is performed; when the construction parameters of the first section of pile hole do not reach the standard, the position of the first section of pile hole is adjusted in time, so that the instantaneity of the construction method is improved, the whole body is not required to be adjusted after the total pile hole is completely finished, the construction difficulty is reduced on the side surface, the construction progress is improved, and the construction quality is also ensured.

After the first pile hole is constructed, the construction of a second pile hole is continued on the bottom surface of the first pile hole, namely, the excavation is continued on the bottom surface of the first pile hole, the first pile hole and the second pile hole are communicated with each other, and the axis of the first pile hole is overlapped with the axis of the second pile hole. Thereby ensuring that the pile can be smoothly driven into the main pile hole. And after the second section of pile hole is constructed, continuously excavating to the bottom surface of the second section of pile hole to form a third section of pile hole, and so on until the construction reaches the Nth section of pile hole, wherein the total depth from the first section of pile hole to the Nth section of pile hole is required to be ensured to reach the preset depth, namely the depth is consistent with the depth of the total pile hole. It should be noted that, the number of the nth pile hole may be adjusted according to the depth of the total pile hole, the height of each pile hole may also be adjusted according to the depth of the total pile hole, and the lengths of any two adjacent pile holes may be the same or different.

After the total pile hole is dug, cleaning the interior of the total pile hole to ensure that no sundries exist in the total pile hole; begin the preparation simultaneously steel reinforcement cage to improve the rigidity of stake post, steel reinforcement cage's height with the elevation in total stake hole is unanimous, and the accessible tower crane will steel reinforcement cage installs extremely in the total stake hole. And after the reinforcing cage is installed, pouring concrete grout into the main pile hole, and forming the pile after the concrete grout is solidified.

Further, the step of detecting the construction parameters of the first pile hole and excavating a second pile hole at the bottom of the first pile hole according to the construction parameters comprises the following steps:

and when the first deviation value is greater than or equal to the first preset deviation value, adjusting the position of the first pile hole.

In the process of digging a hole pile, the clearance size and the plane position of the first pile hole and the second pile hole are frequently checked, the axis deflection of the hole position is not more than 0.5% of the hole depth, the section size must meet the section requirement of a designed pile foundation, and the deviation of the plane position of an orifice and the designed pile position is not more than 5 cm.

After the total pile hole is excavated, whether the hole depth, the hole position, the hole diameter and the inclination of the total pile hole reach the standard or not is detected, the hole depth and the hole diameter are not less than a preset standard value, the deviation of the hole position is not more than 50mm, and the inclination is not more than 0.5% of the hole depth; and then, the hole bottom is inspected and treated, and the hole bottom is required to be smooth and has no soft layer such as loose slag, sludge and the like. The depth of the embedded rock layer meets the design requirements. And simultaneously, carrying out drill rod detection on the bearing capacity of the base to judge whether the bearing capacity accords with the design or not and whether the bearing requirement of the pile is met or not, if the hole bottom geological condition and the bearing capacity are not accordant with the design, remedial measures need to be carried out in time. In the embodiment, the pile holes of different sections and the finally formed total pile hole are detected for multiple times, so that the steel reinforcement cage can be accurately placed in the total pile hole.

Further, before the step of making the steel reinforcement cage and putting the steel reinforcement cage into the general pile hole, still include:

when the water seepage amount is less than the preset water seepage amount, dewatering by adopting a water accumulating well method or protecting by adopting a steel casing.

Because the bridge construction is close to the riverbed, and the hole depth reaches more than 20m, the phenomenon that the amount of leaked water is too large may appear in the gravel layer in the excavation process, so whether the water seepage condition exists on the side wall of the total pile hole needs to be frequently checked in the embodiment, and the water seepage position is determined. And meanwhile, observing and detecting the water seepage condition, and carrying out corresponding treatment measures according to the water seepage quantity. Specifically, when water seepage occurs, a water pump with high drainage capacity is adopted to drain accumulated water in holes, and when the water seepage is low, cement and water glass are adopted to plug water leakage channels on the premise of drainage, so that the water seepage is reduced; when the seepage amount is large, if the confined water of the diving layer with large water inflow amount is met, the cement mortar is adopted to press and irrigate the pebble ring for treatment; in addition, when the flowing silt with the local thickness of less than or equal to 1.5m and the possible sand gushing occur, the dosage of the cement and the mixing amount of the accelerator are properly increased when the retaining wall concrete is poured, and the early strength of the concrete is improved. And meanwhile, drain holes are randomly arranged to reduce the side pressure, or a steel protective cylinder is adopted for protection.

Referring to fig. 5, further, according to a fifth embodiment of the present invention, a method of performing solid pier construction includes the steps of:

s601, constructing a foundation frame of the pier stud at a preset position;

s602, installing a scaffold on the edge of the foundation frame;

s603, installing a pier stud mold on the foundation frame, and detecting the verticality and the plane position of the pier stud mold;

s604, installing a funnel and a string tube on the pier stud mold according to the verticality and the plane position;

s605, pouring concrete grout into the pier stud mold through the funnel and the string barrel, and vibrating the concrete grout for preset times;

and S606, after the concrete grout is solidified, removing the pier stud mold.

During the process of building the bridge, a plurality of pier columns are required to be arranged to support the bridge deck and pedestrians or vehicles on the bridge deck. The quantity of the pier columns and the size of the interval between two adjacent pier columns need to be adjusted according to the engineering quantity of the bridge. In this embodiment, taking the construction of one of the pillars of the bridge as an example, a base frame is first set up at the preset position, and the shape of the base frame may be set to be substantially similar to the shape of the pillar. The foundation frame is of a reinforced concrete structure and can be made of materials with higher hardness and strength, such as steel plates.

In practical application, the pier stud has a take the altitude, in order to make things convenient for constructor to carry out the construction, the outside of foundation frame has been set up the scaffold, the scaffold can include but not limited to steel pipe scaffold, construction platform and cat ladder etc. and steel pipe scaffold is closed, will have sufficient rigidity and stability and satisfy the construction load. The scaffold is firm in mounting on the vertical surface and the plane and can resist accidental impact during vibration. The scaffold comprises a plurality of support stand columns, the support stand columns are fixed in two mutually perpendicular directions, and the bottom of the scaffold is arranged on an external reliable foundation to prevent the scaffold from collapsing due to shaking or acting force returning and the like during construction.

After the scaffold is installed, just can the foundation frame outside installation the pier stud mould, the pier stud mould sets up on the ground, and the pier stud mould will including the foundation frame encloses, is installing then can be right behind the pier stud mould the straightness and the plane position of hanging down of pier stud mould detect, for example check central line, each position size of mould, top surface elevation, the wrong platform between mould surface roughness and slab joint etc.. And when the detection result does not meet the requirement, indicating that the pier stud mould is deviated or inclined, and correcting the position of the pier stud mould until the detection result meets the requirement. When the detection result meets the requirement, the funnel, the string barrel and the like can be installed on the pier column die, so that concrete slurry can be poured into the pier column die conveniently.

When it is full to live in the pier stud mould concrete thick liquid back, concrete thick liquid then also will simultaneously basic frame covers completely, for guaranteeing concrete thick liquid with phenomenons such as bubbles appear between the basic frame, it is right through many times in this embodiment concrete thick liquid vibrates, in order to guarantee the closely knit degree of concrete thick liquid, and with the degree of combination between the basic frame. After the first vibration, the concrete slurry can be vibrated again at certain intervals.

According to the technical scheme, the foundation frame is firstly built at the preset position, the pier stud mold is installed on the outer side of the foundation frame through the construction frame, so that when concrete grout is poured into the pier stud mold, the foundation frame is covered in the foundation frame, the concrete grout is vibrated for multiple times to improve the compactness of the foundation frame, the integral strength of the formed pier stud is enhanced after the concrete grout is solidified, and the construction quality of the pier stud is improved.

Further, the pier stud mould includes a plurality of pier stud templates, and the step of installing the pier stud mould on basic frame includes:

binding steel bars on the foundation frame;

sleeving the first annular sub-die on the foundation frame and the steel bars to enclose the foundation frame and the steel bars;

splicing the second annular sub-mold above the first annular sub-mold, and enclosing the foundation frame and the reinforcing steel bars;

the pier stud mould still includes a plurality of regulation templates, after the step of piecing together second annular submodule in first annular submodule top, still includes:

and installing an annular adjusting sub-die between the first annular sub-die and the second annular sub-die to adjust the height of the pier stud die.

And after the foundation frame is installed, binding steel bars on the foundation frame so as to further improve the rigidity of the formed pier stud. Firstly, the surface of the steel bar needs to be clean, sundries on the surface of the steel bar are removed before binding, and the steel bar is straight and has no local bending. The blanking sizes of various reinforcing steel bars meet the requirements of design and specification. The reinforcing steel bars and the pier stud foundation anchoring steel bars are firmly connected according to the specification and design requirements to form a whole; and binding cushion blocks on the steel bar framework to keep the accurate position of the steel bar in the template and the thickness of the protective layer.

Will the pier stud template splices and forms first annular submodule, first annular submodule is the annular to the parcel is in the basic frame outside, the pier stud mould is through a plurality of blocks the pier stud template encloses to close and forms, the pier stud template adopts special formulation shaped steel template, and is pleasing to the eye for guaranteeing concrete appearance quality, pier stud template elevation can adopt between 2 meters ~ 3.0 meters. In order to ensure that the templates have enough rigidity and strength, the straps of the pier stud templates are made of channel steel, and the panels of the pier stud templates are made of high-quality cold-rolled steel plates with the thickness of 6 mm or more. During manufacturing, the integral welding is carried out under the control of a clamping fixture on the platform so as to ensure the integral rigidity and the geometric shape of the pier column template.

After the first annular sub-die is installed, because concrete quality and appearance need to be guaranteed, the size of the pier stud die is required, so in this embodiment, in order to guarantee that the height of the pier stud die corresponds to the size of the pier stud, the second annular sub-die is installed on the first annular sub-die. If the height of each pier stud is the same as that of one pier stud template, the first annular sub-mold can be sleeved on the foundation frame. Specifically, the segmental or massive plates are hoisted by a tower crane, and measures are taken to control the deformation of the pier stud template during hoisting. After the pier stud die is installed, the axis and the elevation of the pier stud die are checked to ensure that the pier stud die meets the design requirements.

Referring to fig. 6, further, according to the sixth embodiment of the present invention, the method of performing the construction of the hollow pier comprises the steps of:

s701, installing a first outer mold at a preset position, binding reinforcing steel bars in the first outer mold, and pouring concrete grout into the first outer mold to form a first section of pier body; arranging a scaffold on the edge of the first pier body;

s702, mounting a second inner die on the first section of pier body, mounting a second outer die on the first outer die, and reinforcing the first outer die and the second outer die through connecting bolts; binding steel bars between the second outer die and the second inner die;

s703, mounting a third inner die on the second inner die, reinforcing the second inner die and the third inner die through connecting bolts, mounting a third outer die on the second outer die, and reinforcing the second outer die and the third outer die through connecting bolts; binding steel bars between the third outer die and the third inner die;

s704, pouring concrete grout between the second outer mold and the second inner mold to form a second hollow pier body, pouring concrete grout between the third outer mold and the third inner mold to form a third hollow pier body, and removing the first outer mold;

s705, hoisting the first outer die and installing the first outer die on the third outer die, installing the first inner die on the third inner die, and binding reinforcing steel bars; removing the second outer die and the second inner die;

s706, hoisting and installing the second outer die on the moved first outer die, hoisting and installing the second inner die on the first inner die, and binding reinforcing steel bars; and pouring concrete grout between the first outer die and the first inner die after moving to form a fourth hollow pier body, pouring concrete grout between the second outer die and the second inner die after moving to form a fifth hollow pier body, and repeating the steps until the total height of the hollow pier column reaches the preset height.

During the process of building the bridge, a plurality of pier columns are required to be arranged to support the bridge deck and pedestrians or vehicles on the bridge deck. The quantity that the pier stud was established and the interval size between two adjacent pier studs need adjust according to the engineering volume of bridge, and according to the engineering requirement, part position pier stud sets up to hollow pier stud. The preset position is the actual position of the pier in the bridge, in this embodiment, one of the hollow pier columns of the bridge is constructed, the hollow pier column has a certain height, the hollow pier column is constructed according to different heights in a segmented mode, firstly, the preset position is used for setting the first section pier body, a reliable ground plane is selected to serve as the preset position, a bearing platform is arranged at the preset position, four angular points are placed on the top surface of the bearing platform, marks are popped out through ink lines, and construction frames are erected around the preset position, so that construction personnel can construct the bridge.

And building the first external mold along the ink line mark, and leveling the bottom of the first external mold. And binding reinforcing steel bars in the first external mold to improve the rigidity of the pier body at the first section, removing internal sundries, and reinforcing and correcting the first external mold. And pouring concrete grout into the first outer mold, forming the first section of pier body after the concrete grout is solidified and molded, and timely covering the top surface and watering for maintenance after the concrete pouring is finished. And preparing the lower step pier body for construction. The first section pier shaft is as the support part of hollow pier stud bottommost, adopts the mode that the entity was pour to improve the overall stability of hollow pier stud.

It should be noted that the hollow pier stud has a certain height, so that the construction of the constructor is facilitated, the scaffold can include, but is not limited to, a steel pipe scaffold, a construction platform, a ladder and the like, and the steel pipe scaffold is closed and has sufficient rigidity and stability to meet construction load. The scaffold is firm in mounting on the vertical surface and the plane and can resist accidental impact during vibration. The scaffold comprises a plurality of support stand columns, the support stand columns are fixed in two mutually perpendicular directions, and the bottom of the scaffold is arranged on an external reliable foundation to prevent the scaffold from collapsing due to shaking or acting force returning and the like during construction.

After the construction of the first section of pier body is finished, a second section, a third section and other pier bodies are erected on the first section of pier body, wherein the first section of pier body is a hollow pier body. In this embodiment, taking the construction of the second and third pier bodies as an example, the first external mold is not removed, the second internal mold is installed on the first pier body, the second external mold is installed on the first external mold, and the second external mold and the second internal mold are reinforced by using a pull rod to pull oppositely. Set up centre form construction platform, connect long scaffold, utilize the tower crane to promote pier shaft reinforcing bar the second external mold with ligature reinforcing bar between the second centre form, the main muscle connects and adopts two-sided overlap joint welding to connect, guarantees construction quality. And similarly, the third outer die is arranged on the second outer die, and the third inner die is arranged on the second inner die. And pouring concrete grout between the second outer die and the second inner die to form a second hollow pier body, pouring concrete grout between the third outer die and the third inner die to form a third hollow pier body, and constructing the pier bodies at two ends at one time to improve the construction efficiency.

After the second section and the third section of the pier body are constructed, the first outer mold is detached, the first outer mold is lifted by a tower crane, the first outer mold is installed on the third outer mold after the lifting height reaches the requirement, and the first inner mold and the pier body reinforcing steel bars are bound through the first inner mold. And after the first inner die is installed, the second outer die and the second inner die are detached, lifted by the tower crane and correspondingly installed on the first outer die and the second inner die, and pier body steel bars are bound. And pouring concrete grout between the first outer die and the first inner die after moving to form a fourth hollow pier body, and pouring concrete grout between the second outer die and the second inner die after moving to form a fifth hollow pier body. In this embodiment, after the construction of the first section of pier body is completed, two sections of hollow pier bodies are sequentially installed on the first section of pier body, and so on until the preset height requirement of the hollow pier column is met. Two sections hollow pier shaft of installation at every turn in this embodiment to reduce the skilled requirement of mould, divide the segmentation to be under construction simultaneously, so that even adjust the position of pier shaft, prevent the deviation, improve construction quality. It should be noted that the erection height of the scaffold can be adjusted according to the construction progress of the pier body.

According to the technical scheme, the first section of pier body is built at the preset position, the second outer mold and the like are installed on the first outer mold through the construction frame, so that the second hollow pier body, the third hollow pier body and the like are built upwards gradually in an accumulation mode until the preset height requirement is met, the requirement on a construction mold is low, the error condition of the hollow pier column during construction can be adjusted in time, the construction cost is reduced, and the construction efficiency is improved.

Further, the first external mold comprises a plurality of templates, and the step of installing the first external mold at the preset position comprises the following steps:

splicing the templates to form a first annular outer mold;

detecting a staggering value between two adjacent templates;

and when the slab staggering value is greater than or equal to the preset slab staggering value, adjusting the position of the template.

It should be noted that, in this embodiment, the first outer mold, the first inner mold, the second outer mold, the second inner mold, the third outer mold, and the third inner mold are all formed by splicing a plurality of mold plates. According to the requirement of internal and external beauty of concrete at each part of the pier body, the internal and external molds are carefully cleaned and coated with a release agent before the mold is erected, so that the mold is conveniently removed, and the appearance color of the concrete is kept consistent. When the template is integrally assembled, the dislocation is required to be less than 1mm, the splicing seam is required to be less than 1mm, and the template joint adopts special double-sided waterproof adhesive tape for buildings. During installation, the total station is used for correcting the inclination of two vertical directions of the steel template and the accuracy of four angular points, and concrete is poured after the supervision engineer checks and signs. The template enhances cleaning and maintenance, always keeps the surface thereof flat, has accurate shape, does not leak slurry, and has enough strength and rigidity. Any warped, raised or broken forms are trimmed before reuse until they are ready for use. And deformation is prevented in the template transportation and disassembly processes. The template should be vertical and uniform when lifted, and the lifting height of the template should be the concrete pouring height. The template installation should be firm, and design pull rod quantity can not reduce at will, and the chamfer pull rod sets up according to the strict requirement.

Specifically, the method of comprehensive grounding construction comprises the following steps:

(1) the bridge comprehensive grounding adopts a bridge tunnel type grounding terminal.

(2) The pile foundation pier is grounded, a through long grounding steel bar is arranged in each pile, the grounding steel bars in the piles are connected in a ring mode in a bearing platform, two grounding steel bars are arranged on one side of the pier, one end of each grounding steel bar is connected with the ring connecting steel bars in the bearing platform, and the other end of each grounding steel bar is connected with a grounding terminal at the position of a pier top cap.

(3) In the integrated grounding system, the grounding resistance at the through ground access should not be greater than 1 Ω.

The construction of the enlarged foundation includes:

(1) excavation of foundation pit

Firstly, excavating according to the elevation and the size shown by a design drawing, adopting a support to reinforce the pit wall of a foundation pit to perform slope excavation construction according to the field environment and geological conditions, performing excavation operation by using machinery and manual cooperation, and changing manual excavation to 10cm below the design elevation when the excavation depth of the foundation pit by using an excavator is close to the design depth.

Secondly, the following matters should be noted during construction:

facilities for preventing ground water from flowing into the intercepting ditch of the foundation pit and the like are arranged at the bottom of the top surface of the foundation pit.

The size of the foundation pit should meet the construction requirements. When the foundation pit is a water seepage soil substrate, the size of the base is determined according to the drainage requirement and the size of the foundation pit required by the foundation module. The substrate should generally be wider than the planar dimension of the substrate by 0.5-1.0 m. According to the condition of the water level of the basement underground water, corresponding drainage measures are taken, a drainage ditch and a water collection well can be arranged on one side of the bottom of the foundation pit, and a water pump is matched for drainage.

According to the address condition of the location of the project, the depth of the foundation pit, the construction method and other conditions, the gradient of the pit wall of the foundation pit is determined to be 1: 0.33-1: 0.75.

Thirdly, after the foundation pit is excavated to the designed elevation of the foundation which is below 10cm, the soil quality of the foundation is identified in time, the bearing capacity of the foundation is detected, if the bearing capacity of the foundation cannot meet the original design requirement, corresponding measures (overexcavation and backfill of corresponding materials or change of basic design) are taken in time for remediation until the requirement is met. And after the substrate is detected to be qualified, the pit bottom is processed and leveled by grasping.

(2) Form panel

And rechecking the size of the basic plane, wherein the error is within the standard allowable range, adopting a large-block steel die for the template, adopting split bolts to ensure tight splicing and smooth surface, removing rust and cleaning the surface of the template before assembly, uniformly coating a release agent, and sealing the seam by using a double faced adhesive tape after the template is erected.

(3) Reinforcing bar

The processing and binding of the steel bars are strictly in accordance with the technical specification and quality requirements, the protective layer adopts concrete cushion blocks, and the embedded pier (platform) body steel bars are welded on the foundation steel bar net for positioning.

(4) Pouring concrete

All technical indexes of raw materials for mixing concrete and the design and mixing ratio of the concrete are qualified by inspection of supervision engineers and can be used.

Before concrete pouring, all the supports, the templates and the steel bar embedded parts are checked according to the requirements of design drawings, and sundries in the templates are cleaned up.

Mixing concrete: the materials are mixed according to the construction mixing proportion, the mixing proportion of various cements and mineral aggregates of different grades is accurate, and the mixing time and the water-cement ratio of the mixture meet the requirements.

And fourthly, the workability and slump of the mixed concrete meet the requirements of the specification and design.

The foundation concrete is expanded by adopting layered pouring, a vibrator is inserted for vibration, the moving distance of a vibrating rod is not more than 1.5 times of the radius of the vibration action, the distance between the vibrating rod and a side die is kept between 50 and 100mm, the vibrating rod is inserted into the lower layer concrete for 50 to 100mm, after each position is vibrated, the vibrating rod is required to be vibrated and pulled out slowly, and the vibrating rod is required to avoid the vibration from colliding with a template, a reinforcing steel bar and other embedded parts. The operation on the concrete surface is required to be thorough during pouring, and the mortar is tightly attached to the template, so that the concrete surface is smooth and has no water pocket, air bag or honeycomb.

And (5) well maintaining after the concrete pouring is finished, and watering for health maintenance frequently. After concrete is poured in the weather of sudden temperature drop or in cold seasons, attention needs to be paid to covering and heat preservation, and the health preservation is strengthened.

The method for constructing the bearing platform comprises the following steps:

excavation of a foundation pit: the left line grand bridge of the family is a land bearing platform, and the foundation pit excavation adopts a mechanical excavation mode and is finished through manual matching. And during the excavation of the foundation pit, water drainage and precipitation are cared for.

Pile breaking: and (3) breaking the pile by adopting a pneumatic rock drill, remaining the last 10-20 cm of the pile head, and manually breaking the pile, wherein the integrity of the pile head is kept after the pile is broken. And (4) removing the bottom sealing concrete higher than the bottom surface of the bearing platform while breaking the pile. And excavating the rest bearing platforms to the pile breaking position by adopting a manual matching excavator, manually removing the rest earthwork after pile breaking is finished, and hardening the substrate.

Template: the bearing platform template uses a combined steel mould, a transverse and longitudinal buckling belt made of square steel is used for leveling and straightening the steel mould, and short square wood is used for supporting on the pit wall at the cross point.

Reinforcing steel bars: the reinforcing steel bars of the bearing platform are formed by binding on site by adopting semi-finished products bent in a processing field. The reinforcing steel bar protection layer is controlled by using the same-grade concrete prefabricated cushion block.

Pouring concrete: the concrete of the bearing platform is supplied in a centralized way by adopting a mixing station # 1 of the project part, is transported to the site by a concrete transport vehicle, and is pumped into a mold by a concrete pump vehicle or a transport pump. And (4) layering during pouring, wherein the layering thickness is not more than 30 cm. The concrete is vibrated by using an inserted vibrator, when the concrete is poured to a designed elevation, the surface is scrubed by using a wood trowel, the light trowelling and the polishing are performed, and the light trowelling and the polishing are performed for multiple times before the concrete is initially set so as to prevent the surface of the concrete from generating shrinkage cracks. The surface is watered and maintained in a covering mode.

The abutment construction method comprises the following steps: the outer mold is a large shaped steel template, trusses or channel steel are arranged on the inner side and the outer side of the outer mold to support the outer mold through tie bars when the outer mold is erected, and the platform body is formed by one-time mold erection through pouring. The platform body reinforcing steel bars and the template are hoisted by adopting a truck crane. The concrete is intensively mixed, and a concrete tank truck is used for transporting concrete and constructing a concrete delivery pump.

The position and the elevation of the abutment are accurately measured according to the design drawing, and the correctness is ensured.

And after the foundation is completed, backfilling the foundation pit according to the design in time, and treating the original ground around the foundation according to the design requirement so as to ensure the requirement of the support on the foundation when the conical slope is filled and the flange plate at the top of the abutment is poured. And (4) cleaning and polishing the template after entering the field, brushing a release agent on the template with the standard of no stain, and covering the template with a plastic film. When the support is erected, the support is fixed in two mutually perpendicular directions and is supported on a reliable foundation.

And (5) checking the visa in time after binding the steel bars and erecting the formwork, and pouring the tissue concrete. The concrete is prepared by automatic metering and centralized mixing, and the concrete is transported to the site by a concrete transport vehicle. And lifting by using a crane during concrete pouring to ensure that the height of the concrete when falling is not more than 2 m. The concrete is poured in layers, the thickness of each layer of concrete is strictly controlled within 30cm, and the concrete is vibrated according to the operation requirement, so that honeycombs and pitted surfaces are avoided, and bubbles are reduced to the minimum.

The mold stripping time is strictly controlled, and the mold sticking caused by insufficient maintenance time is avoided. And after the template is removed, covering a plastic film or coating a curing agent for curing in time.

The construction method of the support cushion stone and the anchor bolt hole comprises the following steps:

and in the concrete pouring process, observing whether the positions of the arranged embedded bolt, the preformed hole and the embedded support move at any time, and correcting in time if the displacement is found. And (4) paying attention to the supporting conditions of the template, the bracket and the like, setting a special person for checking, immediately correcting and reinforcing the displacement or the subsidence if the deformation exists, and continuously pouring after the treatment. When concrete is poured to the top surface of the support base rubble, screeding and compacting are paid attention to, and the reservation of anchor bolt holes is paid particular attention (round timbers with the same size are adopted, the positions of the round timbers are controlled in the pouring process, and the design positions of the round timbers are ensured to meet the requirement of girder erection), if the height of the support base is changed from the height reserved in the design, the height of the support base rubble is regulated according to the height of the bottom of the beam at the center of the support base, and the height of the support base rubble is controlled at a negative tolerance (+0/-10 mm). And (4) pouring the supporting pad stone of the abutment after the pouring of the abutment is finished and the design strength reaches 75%, and reserving and processing the anchor bolt hole in place. And tracking measurement and accurate positioning measures are adopted to strictly control the position and elevation of the robot.

Although the embodiment of the present invention has been shown and described, the scope of the present invention is not limited thereto, it should be understood that the above embodiment is illustrative and not to be construed as limiting the present invention, and that those skilled in the art can make changes, modifications and substitutions to the above embodiment within the scope of the present invention, and that these changes, modifications and substitutions should be covered by the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.

In the present invention, the terms "first", "second", "third", "fourth" and "fifth" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance, and those skilled in the art can understand the specific meanings of the above terms in the present invention according to specific situations.

In the description herein, references to the description of the term "one embodiment," "some embodiments," "an example," "a specific example," or "some examples," etc., mean that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the invention. In this specification, the schematic representations of the terms used above are not necessarily intended to refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples. Furthermore, various embodiments or examples and features of different embodiments or examples described in this specification can be combined and combined by one skilled in the art without contradiction.

Claims

1. A bridge construction method is characterized by comprising the following steps:

carrying out foundation construction of the bored pile;

carrying out construction of hole digging piles;

carrying out comprehensive grounding construction;

carrying out foundation expansion construction;

carrying out bearing platform construction;

carrying out solid pier construction;

carrying out hollow pier construction;

performing abutment construction;

and carrying out construction of a supporting cushion and an anchor bolt hole.

2. The bridge construction method according to claim 1, wherein the method of performing bored pile foundation construction comprises the steps of:

embedding pile casings around the pile points;

drilling the pile point position by using a drilling machine;

checking and cleaning holes drilled in the drill holes;

hoisting a reinforcement cage into the hole;

and pouring concrete into the hole by adopting a guide pipe.

3. The bridge construction method according to claim 2, wherein the step of inspecting and cleaning the holes drilled by the drilling comprises:

and cleaning sediments in the holes.

4. The bridge construction method according to claim 1, wherein the method of performing the bored pile construction comprises the steps of:

and pouring concrete slurry into the main pile hole to form the pile.

5. The bridge construction method of claim 4, wherein the step of detecting a construction parameter of the first pile hole and excavating a second pile hole at the bottom of the first pile hole according to the construction parameter comprises:

6. The bridge construction method according to claim 4, wherein before the step of fabricating the reinforcement cage and placing the reinforcement cage into the main pile hole, the method further comprises:

7. The bridge construction method according to claim 1, wherein the method of performing the solid pier construction comprises the steps of:

building a foundation frame of the pier stud at a preset position;

installing a scaffold on the edge of the foundation frame;

and after the concrete grout is solidified, removing the pier column mould.

8. The bridge construction method according to claim 7, wherein the pier stud molds comprise a plurality of pier stud templates, and the step of installing the pier stud molds on the foundation frame comprises:

binding steel bars on the foundation frame;

9. The bridge construction method according to claim 1, wherein the method of performing the construction of the hollow pier comprises the steps of:

10. The bridge construction method according to claim 9, wherein the first external mold comprises a plurality of formworks, and the step of installing the first external mold at a predetermined position comprises:

splicing the templates to form an annular first outer mold;

detecting a staggering value between two adjacent templates;