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

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

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

C. 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;

D. repeating the step C until the total excavating depth of the pile holes formed by splicing a plurality of pile holes reaches a preset depth;

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

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

2. The bridge pile site construction method of claim 1, wherein the step of casting an orifice guard ring at the pile point location comprises:

acquiring the section area of the first section of pile hole, and arranging a flat working surface at the pile point position according to the section area;

and pouring concrete slurry along the edge of the working surface to form the orifice protecting ring higher than the working surface.

3. The bridge pile site construction method of claim 2, wherein the step of excavating a first section of pile hole at the orifice shield ring comprises:

digging the first pile hole with the area corresponding to the cross-sectional area at the orifice guard ring;

pouring a wall protecting layer according to the current depth of the first pile hole;

and repairing the surface of the wall protection layer to be flat.

4. The method for constructing a pile site of a bridge according to claim 3, wherein before the step of digging the first pile hole with an area corresponding to the cross-sectional area at the orifice guard ring, the method further comprises:

acquiring soil property data below the orifice protective ring;

excavating in a rotary drilling mode when the soil hardness is less than the preset hardness;

and when the soil hardness is greater than the preset hardness, excavating in a percussion drill mode.

5. The bridge pile position construction method according to claim 2, wherein the step of obtaining the cross-sectional area of the first pile hole comprises:

acquiring the diameter of a pile, and acquiring the thickness of the reserved first pile hole wall protecting layer;

and calculating the section area according to the diameter of the pile and the thickness of the wall protection layer.

6. The bridge pile site construction method of claim 1, wherein the step of casting an aperture shroud at the pile point location, excavating a first section of pile hole at the aperture shroud is followed by:

leading a central cross line of the general pile hole to the orifice protecting ring for identification;

and marking the current depth of the total pile hole on the wall protecting layer of the first pile hole.

7. The bridge pile site construction method of claim 1, wherein the step of 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 comprises:

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.

8. The bridge pile site construction method of claim 1, further comprising, after the step of excavating a second pile hole at the bottom of the first pile hole according to the construction parameters:

detecting a first hole site axis of the first pile hole section, detecting a second hole site axis of the second pile hole section, and calculating a second deviation value between the first hole site axis and the second hole site axis;

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

9. The method for constructing the pile position of the bridge according to claim 1, wherein before the step of manufacturing a reinforcement cage and placing the reinforcement cage into the main pile hole, the method further comprises:

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.

10. The method for constructing the pile position of the bridge according to claim 1, wherein before the step of manufacturing a reinforcement cage and placing the reinforcement cage into the main pile hole, the method further comprises:

detecting whether accumulated water is left in the total pile hole;

and when accumulated water still remains in the total pile hole, pumping out the accumulated water in the total pile hole, and dipping the accumulated water in cotton yarn.

Background

The pier stud is used as an important component of the bridge, and the appearance design and quality management of the pier stud have profound influence on the overall stability of the bridge. The management of the appearance construction quality of the reinforced bridge pier stud is started from the aspects of the management of raw materials and the management of a construction process. Pile is as the basis of construction, and in prior art, when the bridge pier stud carries out pile construction, directly excavate the stake hole through the manual work, lead to the position deviation of stake hole to appear easily, adjust very big delay time limit for a project to the stake hole position once more, and cause the quality problems easily.

Disclosure of Invention

The invention mainly aims to provide a bridge pile position construction method, and aims to solve the technical problem of slow construction progress in the prior art.

In order to achieve the purpose, the invention provides a bridge pile position construction method, which 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;

the method is analogized until the total digging depth of the total pile hole formed by splicing the plurality of pile holes reaches the 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 casting an orifice guard ring at the pile point location comprises:

acquiring the section area of the first section of pile hole, and arranging a flat working surface at the pile point position according to the section area;

and pouring concrete slurry along the edge of the working surface to form the orifice protecting ring higher than the working surface.

Optionally, the step of excavating a first pile bore at the aperture shroud comprises:

digging the first pile hole with the area corresponding to the cross-sectional area at the orifice guard ring;

pouring a wall protecting layer according to the current depth of the first pile hole;

and repairing the surface of the wall protection layer to be flat.

Optionally, before the step of excavating the first pile hole with an area corresponding to the cross-sectional area at the aperture guard ring, the method further comprises:

acquiring soil property data below the orifice protective ring;

when the soil hardness is less than the preset hardness, excavating in a shovel and a pneumatic pick mode;

and when the soil hardness is greater than the preset hardness, excavating in a mode of punching by using an air gun.

Optionally, the step of obtaining the cross-sectional area of the first pile hole includes:

acquiring the diameter of a pile, and acquiring the thickness of the reserved first pile hole wall protecting layer;

and calculating the section area according to the diameter of the pile and the thickness of the wall protection layer.

Optionally, casting an aperture shroud at the pile point location, the step of excavating a first pile bore at the aperture shroud comprising, after:

leading a central cross line of the general pile hole to the orifice protecting ring for identification;

and marking the current depth of the total pile hole on the wall protecting layer of the first pile hole.

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, after the step of excavating a second pile hole at the bottom of the first pile hole according to the construction parameters, the method further comprises:

detecting a first hole site axis of the first pile hole section, detecting a second hole site axis of the second pile hole section, and calculating a second deviation value between the first hole site axis and the second hole site axis;

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

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

detecting whether accumulated water is left in the total pile hole;

and when accumulated water still remains in the total pile hole, pumping out the accumulated water in the total pile hole, and dipping the accumulated water in cotton yarn.

According to the technical scheme, the pile points are dug in sections, and after each pile hole is dug, the pile hole of the current node is measured, so that the positions of the pile holes and the like can be adjusted in time according to the measuring result, and finally the pile holes of all the nodes are spliced to form the total pile hole, so that a mode of adjusting while constructing is realized, the construction progress is greatly improved, and the construction quality is guaranteed.

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 bridge pile position construction method according to a first embodiment of the invention;

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

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

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

fig. 5 is a schematic flow chart of a fifth embodiment of the bridge pile position construction method according to the present invention.

The implementation, functional features and advantages of the objects of the present invention will be further explained with reference to the accompanying drawings.

Detailed Description

The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious 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 derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.

It should be noted that all the directional indicators (such as up, down, left, right, front, and rear … …) in the embodiment of the present invention are only used to explain the relative position relationship between the components, the movement situation, etc. in a specific posture (as shown in the drawing), 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 for descriptive purposes only 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. In addition, technical solutions between various embodiments may be combined with each other, but must be realized by a person skilled in the art, and when the technical solutions are contradictory or cannot be realized, such a combination should not be considered to exist, and is not within the protection scope of the present invention.

The invention provides a bridge pile position construction method, please refer to fig. 1, fig. 1 is a flow diagram of a first embodiment of the bridge pile position construction method of the invention, and the bridge pile position construction method includes:

s10: determining the pile point position, and flattening the surface of the pile point position;

s20: pouring an orifice guard ring at the pile point position, and excavating a first pile hole at the orifice guard ring;

s30: 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;

s40: the method is analogized until the total digging depth of the total pile hole formed by splicing the plurality of pile holes reaches the preset depth;

s50: manufacturing a reinforcement cage, and putting the reinforcement cage into the total pile hole;

s60: and pouring concrete slurry into the main pile hole to form the 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.

According to the technical scheme, the pile points are dug in sections, and after each pile hole is dug, the pile hole of the current node is measured, so that the positions of the pile holes and the like can be adjusted in time according to the measuring result, and finally the pile holes of all the nodes are spliced to form the total pile hole, so that a mode of adjusting while constructing is realized, the construction progress is greatly improved, and the construction quality is guaranteed.

Specifically, referring to fig. 2, fig. 2 is a schematic flow chart of a second embodiment of the bridge pile position construction method of the present invention, where the step S20 includes:

step S21: acquiring the section area of the first section of pile hole, and arranging a flat working surface at the pile point position according to the section area;

step S22: and pouring concrete slurry along the edge of the working surface to form the orifice protecting ring higher than the working surface.

In this embodiment, the site is first leveled by digging a flat working surface at the pile point location, the working surface is about 30cm higher than the top elevation of the pile, the planar dimension of the working surface is about 30cm larger than the top dimension of the manually drilled pile, and the top surface of the pile is approximately leveled. The periphery of the top of the pile column is provided with a drainage slope not less than 5% towards the outside. Measuring the position of the pile needing to be dug, pouring the orifice protective ring according to the size of the cross section area of the first section of pile hole, wherein the orifice protective ring is about 30cm higher than the working surface, the thickness is not less than 30cm, and the material is reinforced concrete. And finishing the preparation work of excavating the first pile hole.

Specifically, step S20 further includes:

step S23: digging the first pile hole with the area corresponding to the cross-sectional area at the orifice guard ring;

step S24: pouring a wall protecting layer according to the current depth of the first pile hole;

step S25: and repairing the surface of the wall protection layer to be flat.

The position of the hole opening of the first section of pile hole (namely, the side close to the ground) is generally excavated manually, the rock substrate is chiseled by an air pick, and the locking part is strictly forbidden to be blasted so as to prevent the locking part from being cracked by vibration or causing flying stones. Specifically, holes are punched and excavated by manually matching a shovel, a pneumatic pick or a pneumatic gun. Chiseling the strongly weathered rock stratum by using an air pick; hard rock is punched by an air gun and is discharged by manual work. It should be noted that the diameter of the first pile hole needs to be larger than the diameter of the pile, so as to reserve a space for the wall protection layer around the pile. When the hole is dug, the reinforced concrete is poured along the side wall of the first section of the pile hole in time to form a wall protection layer, in practical application, one section of the wall protection layer is poured every 1m, namely, one section of the wall protection layer is poured every 1m of the first section of the pile hole, and the two procedures of pile hole excavation and concrete wall protection layer must be sequentially operated. The wall thickness of dado concrete wall is suitable for 20cm, suitable for reading 15cm to guarantee the rigidity of first festival stake hole inside wall prevents the condition that takes place to collapse in the first festival stake hole, fills the position of gushing water when meetting the condition of gushing water simultaneously in the excavation process. According to the scheme, the calculation mode of the cross-sectional area of the first pile hole is as follows: acquiring the diameter of a pile, and acquiring the thickness of the reserved first pile hole wall protecting layer; and taking the sum of the diameter of the pile and the thickness of the reserved first pile hole wall protection layer as the diameter of the cross section area, and calculating the cross section area.

And excavating downwards according to the diameter of the pile and the thickness of the retaining wall layer, and after the first retaining wall layer is poured, part of concrete is gathered at the bottom of the pile hole, so that the part of the concrete at the bottom needs to be excavated after the concrete is poured, and the retaining wall layer is smoothly chiseled. In the excavation process, the excavated dregs or other sundries are transported to a pile hole, a winch lifting frame with a self-locking device is used for discharging the dregs in the hole, a steel wire rope with enough safety factor is used for lifting, a U-shaped clamp is matched, a dreg discharging barrel must be durable, the barrel bottom is firmly connected with the periphery, and the top surface of the dregs is lower than the barrel edge by 5cm during the dreg charging. The lifting facilities should be checked frequently, and hidden dangers are found and replaced in time. The lifted slag blocks are timely transported to the slag discarding position and cannot stay at the hole opening. The dregs and sundries are sampled in the hole digging process, and the detection needs to be carried out again when the geology in the hole is found to be inconsistent with the design, so that construction accidents are avoided. Recorded data for sampling of muck and debris include, but are not limited to, excavation, stopping time, depth, geology, and the like; sampling the slag soil and impurities once every two meters, separately placing the samples in a slag sample box according to the excavation sequence and marking the positions of the samples. When the robot works, the opening of the hole is kept in a closed state so as to avoid people falling.

Along with the increase of the excavation depth, the excavation difficulty is increased, the oxygen content is reduced, and other equipment can be adopted for continuing excavation; or, the excavation may also be performed directly by using equipment, specifically, referring to fig. 3, fig. 3 is a schematic flow chart of a third embodiment of the bridge pile position construction method according to the present invention, and before step S20, the method further includes:

step S70: acquiring soil property data below the orifice protective ring;

step S80: excavating in a rotary drilling mode when the soil hardness is less than the preset hardness;

step S90: and when the soil hardness is greater than the preset hardness, excavating in a percussion drill mode.

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. Before formal drilling, a slurry pump is started to prepare proper slurry. 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. And after drilling is finished, cleaning the hole for the first time and removing sediments at the bottom of the hole. 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. 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. Before carrying out the drilling, need detect and the record to the soil layer texture, along with the soil layer degree of depth is different, the texture changes, drags for the sediment sample in soil layer change department and distinguishes the soil layer, when dealing with the soil layer of different textures, adopts different drilling modes, specifically as follows.

Table 1:

in the drilling process, the loss and the leaked slurry are timely supplemented to be 1.0 to 1.5m 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. 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. 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. And when the drilling depth meets the design requirement, checking the hole depth, the hole diameter and the hole shape.

In order to further improve the accuracy of drilling, the present embodiment further includes the following steps:

step S100: leading a central cross line of the general pile hole to the orifice protecting ring for identification;

step S110: and marking the current depth of the total pile hole on the wall protecting layer of the first pile hole.

In the embodiment, the embedding work of the pile casing can be carried out, and the diameter of the pile casing is 40cm larger than that of the drill bit; 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%; and after the construction of the pile casing and the locking notch is finished, guiding the leveling point elevation to the top surfaces of the pile casing and the locking notch, and marking the top surfaces by red paint, wherein the top surfaces are 30cm higher than the ground during the construction of the pile casing and the locking notch. And then, leading the central cross line of the total pile hole to the protective ring for marking and protecting so as to control the central position of the hole position to ensure that the hole position is correct, and marking the top of the protective wall to facilitate inspection of the hole depth.

Further, referring to fig. 4, fig. 4 is a schematic flow chart of a fourth embodiment of the bridge pile position construction method of the present invention, where the step S30 includes:

step S31: 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;

step S32: 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.

In addition, in order to further ensure the construction precision, after the N-th pile hole is dug, the whole total pile hole needs to be detected, in this embodiment, two pile holes are provided in total as an example,

step S33: detecting a first hole site axis of the first pile hole section, detecting a second hole site axis of the second pile hole section, and calculating a second deviation value between the first hole site axis and the second hole site axis;

step S34: and when the second deviation value is greater than or equal to a second preset deviation value, adjusting the positions of the first pile hole section and/or the second pile hole section.

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, referring to fig. 5, fig. 5 is a schematic flow chart of a fifth embodiment of the bridge pile position construction method of the present invention, before step S50, the method further includes:

step S120: detecting whether the side wall of the main pile hole is provided with a water seepage hole or not;

step S130: 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;

step S140: 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;

step S150: 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.

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.

Further, in order to ensure the construction quality, the in-hole technology needs to be further processed before the pile is poured, and the method further comprises the following steps:

step S160: detecting whether accumulated water is left in the total pile hole;

step S170: and when accumulated water still remains in the total pile hole, pumping out the accumulated water in the total pile hole, and dipping the accumulated water in cotton yarn.

In this embodiment, the accumulated water in the total pile hole is completely treated to reduce the influence on the pouring of concrete slurry. And simultaneously, manufacturing the reinforcement cage, leveling the field, placing a stiffening hoop on a horizontal plane by using a sleeper pad, positioning, symmetrically spot-welding the installation main reinforcements to form a reinforcement framework, and then installing the spot-welding main reinforcements one by one to form the reinforcement cage. The manufacturing of the steel reinforcement cage has the advantages of straight main reinforcements, small error, smooth stirrups and good visual effect. The manufacturing parameters of the reinforcement cage are as follows:

table 2:

and after the reinforcement cage is manufactured, hoisting and installing the reinforcement cage through a crane. The hoisting points are arranged at the reinforcing ribs at the top of the steel reinforcement cage, after the crane hoists the steel reinforcement cage to be vertical, the crane large arm is swung to move the steel reinforcement cage to the hole opening, and then the steel reinforcement cage is slowly inserted into the hole. And calculating the length of a hanging rib of the steel bar cage according to the elevation of the top of the cage and the elevation of the orifice, fixing the hanging rib on the orifice shoulder arm cage steel pipe by adopting two steel bars with the diameter of 25mm, entering the orifice of the steel bar cage, and welding the hanging rib and the shoulder arm cage steel pipe after checking and correcting the position of the hanging rib.

And after the reinforcement cage is installed and fixed, concrete is poured immediately, and the bottom surface of the main pile hole is not exposed for too long time. The particle size of the pile concrete coarse aggregate is not more than 60 mm, the concrete matching ratio and the stirring time are strictly executed according to a bottoming and blending notice, and the slump of the stirred concrete must meet the requirement. The mixed concrete is transported to a construction site in time for pouring, the concrete transportation intermission time is not more than 60 minutes, when the concrete segregation or the slump is too small and unqualified during transportation, cement paste with the same proportion is added to carry out secondary mixing under the condition of keeping the raw water-cement ratio unchanged, and the mixed concrete cannot be used if the mixed concrete is not qualified. So as to ensure the construction quality and eliminate potential safety hazards. The concrete is transported to the site by a concrete transport vehicle, and the concrete is guided to the orifice by a chute and is connected with the stringing barrel and then is put into the orifice. The filling in the hole adopts the feeding of the string cylinder, and the lower drop of the string cylinder opening is not more than 2 m. Concrete is poured in layers, each layer is not larger than 30cm, the concrete is vibrated in time after being fed, the concrete is vibrated by using an inserted vibrating rod, the distance between inserting points is 50-70 cm, the inserting points are arranged in a quincunx shape, the lower layer is inserted by 5-10 cm, the vibrating rod needs to be inserted quickly and pulled slowly, and the reinforcing steel bars and the connecting cylinder cannot be collided. The vibration time is determined according to the concrete slump, and is generally 18-25 seconds. The vibration is carried out until the concrete sinks stably, no air bubbles are generated, the surface is smooth, and the slurry is spread. When the pile top is poured, the tamping is strengthened, the surface laitance is cleaned, the coarse aggregate surface is exposed, and the top surface of the concrete is 10-20 cm higher than the designed elevation. The pile concrete is poured once without interruption, and finally the pile is formed.

The above description is only a preferred embodiment of the present invention, and is not intended to limit the scope of the present invention, and all modifications and equivalents of the present invention, which are made by the contents of the present specification and the accompanying drawings, or directly/indirectly applied to other related technical fields, are included in the scope of the present invention.