CN115637695A - Construction method of PHC prestressed high-strength concrete pipe pile - Google Patents
Construction method of PHC prestressed high-strength concrete pipe pile Download PDFInfo
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Abstract
The invention discloses a construction method of a PHC prestressed high-strength concrete pipe pile, which relates to the technical field of prestressed pipe pile construction and comprises the following steps: s1, preparation before construction is carried out; s2, pile testing is carried out; s3, measuring, positioning and paying off; s4, pile sinking is carried out according to a design sequence; s5, piling; s6, welding and pile splicing work is carried out; s7, pile feeding work is carried out; and S8, compiling construction records of the prestressed pipe piles. According to the construction method of the PHC prestressed high-strength concrete tubular pile, each construction procedure of the PHC prestressed high-strength concrete tubular pile in the construction process is determined, the control of each procedure in the construction process is aimed at, the construction efficiency is improved, and the pile sinking quality is ensured; aiming at the requirements of designing the bearing capacity and quality detection of a single pile, recording in detail in the process, strictly staring and controlling, optimizing pile sinking parameters, ensuring qualified one-time detection and reducing the detection cost.
Description
Technical Field
The invention relates to the technical field of prestressed pipe pile construction, in particular to a construction method of a PHC prestressed high-strength concrete pipe pile.
Background
With the increasing number of building engineering projects in China, the PHC high-strength prestressed concrete pipe pile technology is widely applied, and the prestressed pipe pile has the advantages of high single-pile bearing capacity, convenience in transportation and hoisting, quickness in pile splicing, strong adaptability to geological conditions with large fluctuation of bearing layers and the like, and is increasingly applied to foundation design and construction of soft soil foundation projects.
The prior common prestressed pipe pile construction process is a static pile and a hammering pile, and the two pile construction processes have advantages and disadvantages in practical project application. The foundation engineering construction is an important link of the construction engineering construction, and directly influences the stability and the safety of the physical engineering.
In the prior art, quality problems are difficult to avoid due to high brittleness of the tubular pile, uncertainty of geology, inexistence of construction process and different proficiency of operators. The researches on how to ensure the pile sinking quality and the bearing capacity of a single pile and how to reduce the influence of the pile sinking and soil squeezing effect on the surrounding environment are particularly important.
Disclosure of Invention
Aiming at the defects of the prior art, the invention provides a construction method of a PHC prestressed high-strength concrete pipe pile, which aims to solve the problems in the background art.
In order to achieve the purpose, the invention provides the following technical scheme: a construction method of a PHC prestressed high-strength concrete pipe pile comprises the following steps:
s1, preparing before construction, leveling a construction site to a designed elevation, and numbering designed pile points;
s2, pile testing is carried out, and various indexes and construction standards which need to be controlled during large-area construction are determined;
s3, measuring, positioning and paying off;
s4, pile sinking is carried out according to a design sequence;
s5, piling;
s6, welding and pile splicing work is carried out;
s7, carrying out pile feeding work, placing the pile feeding barrel on the pile top of the pile to be fed for pile feeding, marking corresponding scales on the pile feeding barrel to enable the pile top to reach a designed elevation, calculating the soil penetration depth of the pile according to the designed elevation, drawing marked lines on the pile feeding barrel by using red paint for marking, and controlling the elevation of the pile top by observing a level gauge when the pile feeding is close to the designed elevation;
and S8, compiling construction records of the prestressed pipe piles.
Further optimizing the technical scheme, in the step S1, the preparation before construction further includes:
1) Reasonably selecting a piling sequence according to the geological condition and the foundation geometric shape in the piling construction area, and taking preventive measures for surrounding buildings;
2) Selecting a proper pile machine according to design requirements, organizing the approach of the pile machine and arranging the pile machine in place according to the construction progress plan requirements;
3) When the pile hammer is selected, the shape, the size, the weight, the soil penetration length, the structural form and the soil quality of the pile and meteorological conditions are considered, and the tamping energy of the pile hammer must overcome the penetration resistance of the pile, including the energy loss caused by the pile tip resistance, the pile side friction resistance and the resilience of the pile.
In step S2, the engineering pile or the test pile represented by each party is selected to perform pile testing before the start of the pile according to the pile foundation design drawing and geological drilling data, so as to check whether the geological data is accurate and the selection of the pile driver and the pile hammer is reasonable.
Further optimizing the technical solution, in the step S3, the measuring, positioning and paying off further comprises:
1) Measurement and positioning: accurately throwing the central point of each pile by a professional according to the size and the angle of a design drawing by using a square grid method according to the reference point, using a reinforcing steel bar head as a sample pile mark, and allowing the throwing error of the pile position to be 2cm;
2) And (3) paying off the pile position: controlling the pile to be released according to the site, firstly determining the position relative coordinates of the pile according to the design requirements when the pile position is released, driving the central position of the pile into the ground by using a wooden pile for 50cm, then releasing the central point of the pile on the wooden pile, and using a quicklime line to define the diameter of the pile.
Further optimizing the technical scheme, in the step S4, the pile sinking operation further includes the following specific steps:
s401, marking length marks in meters on matched engineering pile bodies according to the length of the construction piles, marking the lengths of the piles from bottom to top, observing the depth of the piles into the soil, and recording the hammering number of the piles per meter as an original record;
s402, paving a steel plate with the thickness of 4cm below a track plate of the pile machine, wherein the width of the steel plate is 3 meters wider than that of the pile machine;
and S403, adjusting verticality of the pile in two directions by using a theodolite to ensure that the pile body is vertical.
Further optimizing the technical scheme, in the step S4, the design sequence meets the following design requirements:
1) Sinking the pile in the open field from the center to the periphery;
2) When a building or underground pipeline needing protection is arranged on one side, the process is carried out from the side direction to the direction far away from the side direction;
3) According to the design elevation of the pile type, the pile length and the pile top, the depth is first and then shallow, the length is first and then short, and the size is first and then small;
4) According to the design primary and secondary of the building, the primary is carried out first and the secondary is carried out second;
5) The pile machine operation line is economical and reasonable, and construction is convenient.
Further optimizing the technical scheme, in the step S5, when the pile is driven, the pile hammer, the pile cap and the pile body are kept on the same axis to the maximum extent, the gap between the pile cap and the periphery of the pile is controlled to be 5-10 mm, elastic pads are filled between the pile hammer and the pile cap and between the pile cap and the pile, the thickness of the pads is uniform, and the thickness after hammering and compacting is not less than 120mm; if necessary, the direction of the pile hammer and the guide rod of the pile frame is adjusted according to the direction of the pile body; when the pile driving work is difficult to sink, whether the falling hammer has inclined eccentricity or not is checked, and whether the position between a pile pad and a pile cap is proper or not is checked;
the empirical formula for piling is shown below:
wherein:
Q uk is the ultimate bearing capacity (kN) of the mono-pile;
q is the pile weight (kN);
H 1 H 2 the drop distance of the last 30 hammers of the pile driver and the drop distance (cm) of the hammers in the pile driving process are respectively;
e is the penetration (cm) of each hammer averaged over the last 30 hammers;
n is the total hammering number (impact) of the pile;
alpha is a correction coefficient;
Further optimizing the technical scheme, in the step S6, the welding pile splicing work further includes the following specific steps:
s601, selecting qualified welding rods according to design requirements;
s602, the surface of the pre-buried iron piece is kept clean, the upper pile and the lower pile are directly connected by virtue of a positioning plate during pile connection, a welding seam is fully formed, the requirement of three-level welding is met, and short welded steel bars are added for reinforcement when necessary;
s603, when welding, simultaneously carrying out four electric welding machines, fixing four-point spot welding, and then symmetrically welding;
s604, after two piles are welded, removing welding slag to check the fullness of welding seams, cooling each welding head after welding, and performing epoxy resin coating anticorrosion construction;
s605, during pile splicing, the deviation of the central lines of the upper pile and the lower pile is not more than 5mm, and the bending rise of the node is not more than 0.1% of the pile section.
Further optimizing the technical scheme, in the step S7, when the pile feeding barrel is marked with scales or is modified, the pile feeding barrel needs to be fixed by a pile feeding barrel fixing device;
send a stake fixing device including mount pad, slide and chute seat, the slide symmetry sets up the both sides at the mount pad upper surface, and the inside symmetry of two slides is provided with the interior clamping piece that is located the mount pad upper surface, sliding connection is carried out with the upper surface of slide to the lower surface of chute seat, one side symmetry of mount pad is provided with the locking piece on the surface, one side symmetry of chute seat is provided with the locking groove with the locking piece adaptation on the surface, one side fixed mounting of chute seat upper surface has the dead lever, the erection joint has been seted up on the top of dead lever, there is the mounting bracket inside of erection joint through screwed connection, fixed mounting has outer clamping piece on the mounting bracket.
Further optimizing the technical solution, in the step S8, the construction record includes: when piling or sending piles, recording the pile number, the operation time, the hammering number per meter, the total hammering number, the drop hammer height, the penetration depth, the penetration degree of the last ten strokes, the plane displacement and the inclination of the pile and the original record of the hammer type drop distance of each pile in detail, and simultaneously recording the abnormal conditions generated in the piling process.
Compared with the prior art, the invention provides a construction method of a PHC prestressed high-strength concrete pipe pile, which has the following beneficial effects:
according to the construction method of the PHC prestressed high-strength concrete tubular pile, each construction procedure of the PHC prestressed high-strength concrete tubular pile in the construction process is determined, the control of each procedure in the construction process is aimed at, the construction efficiency is improved, and the pile sinking quality is ensured; aiming at the requirements of designing the bearing capacity and quality detection of a single pile, recording in detail in the process, strictly staring and controlling, optimizing pile sinking parameters, ensuring qualified one-time detection and reducing the detection cost.
Drawings
FIG. 1 is a schematic flow chart of a construction method of a PHC prestressed high-strength concrete pipe pile provided by the invention;
FIG. 2 is a schematic view of a welded pile in the construction method of a PHC prestressed high-strength concrete pipe pile according to the present invention;
FIG. 3 is a schematic diagram of a pile position design sequence of the construction method of the PHC prestressed high-strength concrete pipe pile provided by the invention;
FIG. 4 is a piling empirical formula diagram of the construction method of the PHC prestressed high-strength concrete pipe pile provided by the invention;
FIG. 5 is a schematic view of a pile driving barrel fixing device according to the present invention;
fig. 6 is a schematic view of the pile-driving barrel fixing device of the present invention in fixing the pile-driving barrel.
In the figure: 1. a mounting seat; 2. a slideway; 3. a chute seat; 4. fixing the rod; 5. an inner clamping block; 6. a locking groove; 7. a locking block; 8. installing a seam; 9. a mounting frame; 10. an outer clamping block.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to 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.
Example (b):
referring to fig. 1, a construction method of a PHC prestressed high-strength concrete pipe pile, by defining each construction process of the PHC prestressed high-strength concrete pipe pile in the construction process, the control of each process in the construction process is aimed at, the construction efficiency is improved, and the pile sinking quality is ensured; aiming at the requirements of designing the bearing capacity and quality detection of a single pile, recording in detail in the process, strictly staring and controlling, optimizing pile sinking parameters, ensuring qualified one-time detection and reducing the detection cost, the method comprises the following steps:
s1, preparation before construction is carried out, a construction site is leveled to a designed elevation, and designed pile points are numbered.
In step S1, the preparation before construction further includes:
1) Reasonably selecting a piling sequence according to the geological condition and the foundation geometric shape in the piling construction area, and taking preventive measures for surrounding buildings;
2) Selecting a proper pile machine according to design requirements, organizing the approach of the pile machine and arranging the pile machine in place according to the construction progress plan requirements;
3) When the pile hammer is selected, the shape, the size, the weight, the soil penetration length, the structural form and the soil quality of the pile and meteorological conditions are considered, and the tamping energy of the pile hammer must overcome the penetration resistance of the pile, including the energy loss caused by the pile tip resistance, the pile side friction resistance and the resilience of the pile.
And S2, testing the pile, and determining various indexes to be controlled during large-area construction and construction standards.
Specifically, in step S2, during pile testing, according to the pile foundation design drawing and geological drilling data, each party selects a representative engineering pile or test pile to perform pile testing before operation, and checks whether the geological data is accurate or not and rationality of selection of a pile driver and a pile hammer.
And S3, measuring, positioning and paying off.
In this embodiment, in step S3, measuring positioning and paying-off further includes:
1) Measurement and positioning: accurately throwing the central point of each pile by a professional according to the size and the angle of a design drawing by using a square grid method according to the reference point, using a reinforcing steel bar head as a sample pile mark, and allowing the throwing error of the pile position to be 2cm;
2) And (3) paying off the pile position: controlling the pile to be placed according to the field, firstly determining the position relative coordinates of the pile according to the design requirements when the pile position is placed, driving the central position of the pile into the ground by using a wood pile for 50cm, then discharging the central point of the pile on the wood pile, and using a quicklime line to define the diameter of the pile.
And S4, pile sinking is carried out according to the design sequence.
In step S4, the pile sinking operation further includes the following specific steps:
s401, marking length marks in meters on matched engineering pile bodies according to the length of a construction pile, marking the lengths of the piles from bottom to top, observing the depth of the piles into the soil and recording the hammering number of the piles per meter as original records;
s402, paving a steel plate with the thickness of 4cm below a track plate of the pile machine, wherein the width of the steel plate is 3 meters wider than that of the pile machine;
and S403, adjusting verticality of the pile in two directions by using a theodolite to ensure that the pile body is vertical.
Further, in this embodiment, in the step S4, the design sequence meets the following design requirements:
1) Pile sinking is carried out from the center to the periphery in an open field;
2) When a building or underground pipeline needing protection is arranged on one side, the process is carried out from the side direction to the direction far away from the side direction;
3) According to the design elevation of the pile type, the pile length and the pile top, the depth is first and then shallow, the length is first and then short, and the size is first and then small;
4) According to the design primary and secondary of the building, the primary is carried out first and the secondary is carried out second;
5) The pile machine has reasonable running line and convenient construction
In this embodiment, in the step S4, the design sequence meets the following design requirements:
1) Sinking the pile in the open field from the center to the periphery;
2) When a building or underground pipeline needing protection is arranged on one side, the process is carried out from the side direction to the direction far away from the side direction;
3) According to the design elevation of the pile type, the pile length and the pile top, the depth is first and then shallow, the length is first and then short, and the size is first and then small;
4) According to the design primary and secondary of the building, the primary is carried out first and the secondary is carried out second;
5) The pile machine operation line is economical and reasonable, and construction is convenient.
In this embodiment, as shown in fig. 3, the design sequence of a or B is selected, so that the driving can be performed row by row and the driven piles can be driven from the middle to the periphery.
And S5, piling.
Specifically, in the step S5, when the pile is driven, the pile hammer, the pile cap, and the pile body are kept on the same axis to the maximum extent, the gap between the pile cap and the periphery of the pile is controlled to be 5-10 mm, elastic pads are filled between the pile hammer and the pile cap, and between the pile cap and the pile, the thickness of the pads is uniform, and the thickness after hammering and compacting is not less than 120mm; if necessary, the directions of the pile hammer and the pile frame guide rod are adjusted according to the direction of the pile body; when the piling work is difficult to sink, whether the drop hammer has inclined eccentricity or not is checked, and whether the position between the pile pad and the pile cap is proper or not is checked.
In this embodiment, the empirical formula for pile driving is shown in FIG. 4, where:
Q uk is the ultimate bearing capacity (kN) of the mono-pile;
q is the pile weight (kN);
H 1 H 2 the drop distance of the last 30 hammers of the pile driver and the drop distance (cm) of the hammers in the pile driving process are respectively;
e is the penetration (cm) of each hammer averaged over the last 30 hammers;
n is the total hammering number (impact) of the pile;
alpha is a correction coefficient;
The bearing capacity is estimated by adopting a piling formula, the total hammering number and the final penetration of the construction of the hammered immersed tube cast-in-place pile are introduced, the actual side resistance of the pile and the end resistance of the pile are considered, the concept is clear, and the proportion of the actual side resistance of each pile is truly reflected.
And S6, carrying out welding pile splicing work.
In this embodiment, in step S6, the welding pile splicing work further includes the following specific steps:
s601, selecting qualified welding rods according to design requirements;
s602, the surface of the pre-buried iron piece is kept clean, the upper pile and the lower pile are directly connected by virtue of a positioning plate during pile connection, a welding seam is fully formed, the requirement of three-level welding is met, and short welded steel bars are added for reinforcement when necessary;
s603, when welding, simultaneously carrying out four electric welding machines, fixing four-point spot welding, and then symmetrically welding;
s604, after two piles are welded, removing welding slag to check the fullness of welding seams, cooling each welding head after welding, and performing epoxy resin coating anticorrosion construction;
s605, during pile splicing, the deviation of the central lines of the upper pile and the lower pile is not more than 5mm, and the bending rise of the node is not more than 0.1% of the pile section.
As shown in fig. 2, when welding the pile joint, it is necessary to check whether the upper pile body is overlapped with the central line of the lower pile head, and check whether the joint seam between the bottom end of the upper pile and the top end ring lining of the lower pile is tight, and when the joint seam meets the requirement, the two piles are welded by arc welding according to the welding seam interface reserved for the pile foundation ring lining, and the welding slag is removed, and the pile is continuously driven after the welding slag is checked to be qualified.
And S7, carrying out pile feeding work, putting the pile feeding barrel on the pile top of the pile to be fed for pile feeding, and marking corresponding scales on the pile feeding barrel so that the pile top reaches the designed elevation.
During pile feeding, the depth of the pile into the soil is calculated according to the designed elevation, a marking line is drawn on the pile feeding cylinder by using red paint for marking, and when the pile feeding is close to the designed elevation, the elevation of the pile top is controlled by observing a level gauge.
And S8, compiling construction records of the prestressed pipe piles.
In the present embodiment, the construction record includes: when piling or sending piles, recording the pile number, the operation time, the hammering number per meter, the total hammering number, the drop hammer height, the penetration depth, the penetration degree of the last ten strokes, the plane displacement and the inclination of the pile and the original record of the hammer type drop distance of each pile in detail, and simultaneously recording the abnormal conditions generated in the piling process.
In the step S7, when the pile feeding barrel is marked with scales or is modified, the pile feeding barrel needs to be fixed by the pile feeding barrel fixing device;
as fig. 5 and fig. 6, pile feeding barrel fixing device includes mount pad 1, slide 2 and chute seat 3, slide 2 symmetry sets up the both sides at 1 upper surface of mount pad, and the inside symmetry of two slide 2 is provided with the interior clamping block 5 that is located 1 upper surface of mount pad, sliding connection is carried out with slide 2's upper surface to the lower surface of chute seat 3, one side of mount pad 1 symmetry on the surface is provided with locking piece 7, one side of chute seat 3 symmetry on the surface be provided with the locking groove 6 of locking piece 7 adaptation, one side fixed mounting of chute seat 3 upper surface has dead lever 4, erection joint 8 has been seted up on the top of dead lever 4, there is mounting bracket 9 inside of erection joint 8 through screwed connection, fixed mounting has outer clamping block 10 on the mounting bracket 9.
Send a stake section of thick bamboo fixing device when using, send a stake section of thick bamboo to place inside the device, carry out the centre gripping through outer grip block 10 to the surface of sending a stake section of thick bamboo fixed, carry out the centre gripping through the position of grip block 5 in the adjustment on slide 2 to the internal surface of sending a stake section of thick bamboo fixed, locking piece 7 locks in locking groove 6, fixes the position of grip block to conveniently send a stake section of thick bamboo to go up the mark scale or to sending a stake section of thick bamboo to reform transform.
The beneficial effects of the invention are:
according to the construction method of the PHC prestressed high-strength concrete tubular pile, each construction procedure of the PHC prestressed high-strength concrete tubular pile in the construction process is determined, the control of each procedure in the construction process is aimed at, the construction efficiency is improved, and the pile sinking quality is ensured; aiming at the requirements of designing the bearing capacity and quality detection of a single pile, recording in detail in the process, strictly staring and controlling, optimizing pile sinking parameters, ensuring qualified one-time detection and reducing the detection cost.
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.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (10)
1. A construction method of a PHC prestressed high-strength concrete pipe pile is characterized by comprising the following steps:
s1, preparing before construction, leveling a construction site to a designed elevation, and numbering designed pile points;
s2, pile testing is carried out, and various indexes and construction standards which need to be controlled during large-area construction are determined;
s3, measuring, positioning and paying off;
s4, pile sinking is carried out according to a design sequence;
s5, piling;
s6, welding and pile splicing work is carried out;
s7, carrying out pile feeding work, placing the pile feeding barrel on the pile top of the pile to be fed for pile feeding, marking corresponding scales on the pile feeding barrel to enable the pile top to reach a designed elevation, calculating the soil penetration depth of the pile according to the designed elevation, drawing marked lines on the pile feeding barrel by using red paint for marking, and controlling the elevation of the pile top through observation of a level gauge when the pile feeding is close to the designed elevation;
and S8, compiling construction records of the prestressed pipe piles.
2. The construction method of the PHC prestressed high-strength concrete pipe pile according to claim 1, wherein in step S1, the preparation before construction further comprises:
1) Reasonably selecting a piling sequence according to the geological condition and the foundation geometric shape in the piling construction area, and taking preventive measures for surrounding buildings;
2) Selecting a proper pile machine according to design requirements, organizing the approach of the pile machine and arranging the pile machine in place according to the construction progress plan requirements;
3) When the pile hammer is selected, the shape, the size, the weight, the soil penetration length, the structural form and the soil quality of the pile and meteorological conditions are considered, and the tamping energy of the pile hammer must overcome the penetration resistance of the pile, including the energy loss caused by the pile tip resistance, the pile side friction resistance and the resilience of the pile.
3. The method according to claim 1, wherein in step S2, the engineering pile or the test pile represented by each party is selected for pile testing before the start of the pile according to a pile foundation design drawing and geological drilling data, and whether the geological data is accurate or not and the selection of the pile driver and the pile hammer is reasonable are checked.
4. The construction method of the PHC prestressed high-strength concrete pipe pile as claimed in claim 1, wherein in said step S3, the measuring, positioning and setting out further comprises:
1) Measurement and positioning: accurately throwing the central point of each pile by a professional according to the size and the angle of a design drawing by using a square grid method according to the reference point, using a reinforcing steel bar head as a sample pile mark, and allowing the throwing error of the pile position to be 2cm;
2) And (3) paying off the pile position: controlling the pile to be released according to the site, firstly determining the position relative coordinates of the pile according to the design requirements when the pile position is released, driving the central position of the pile into the ground by using a wooden pile for 50cm, then releasing the central point of the pile on the wooden pile, and using a quicklime line to define the diameter of the pile.
5. The construction method of the PHC prestressed high-strength concrete pipe pile according to claim 1, wherein in the step S4, the pile sinking operation further comprises the following specific steps:
s401, marking length marks in meters on matched engineering pile bodies according to the length of the construction piles, marking the lengths of the piles from bottom to top, observing the depth of the piles into the soil, and recording the hammering number of the piles per meter as an original record;
s402, paving a steel plate with the thickness of 4cm below a track plate of the pile machine, wherein the width of the steel plate is 3 meters wider than that of the pile machine;
and S403, adjusting verticality of the pile in two directions by using a theodolite to ensure that the pile body is vertical.
6. The construction method of the PHC prestressed high-strength concrete pipe pile according to claim 1, characterized in that in the step S4, the design sequence meets the following design requirements:
1) Pile sinking is carried out from the center to the periphery in an open field;
2) When a building or underground pipeline needing protection exists on one side, the process is carried out from the side direction to the direction far away from the side direction;
3) According to the design elevation of the pile type, the pile length and the pile top, the depth is firstly followed by the depth, the length is firstly followed by the length, and the size is firstly followed by the size;
4) According to the design primary and secondary of the building, the primary is carried out first and the secondary is carried out second;
5) The pile machine operation line is economical and reasonable, and construction is convenient.
7. The method as claimed in claim 1, wherein in step S5, the pile hammer, the pile cap and the pile body are kept on the same axis to the maximum extent during pile driving, the clearance between the pile cap and the pile is controlled to be 5-10 mm, elastic pads are filled between the pile hammer and the pile cap and between the pile cap and the pile, the thickness of the pads is uniform, and the thickness after hammering and compacting is not less than 120mm; if necessary, the direction of the pile hammer and the guide rod of the pile frame is adjusted according to the direction of the pile body; when the pile driving work is difficult to sink, whether the falling hammer has inclined eccentricity or not is checked, and whether the position between a pile pad and a pile cap is proper or not is checked;
the empirical formula for pile driving is shown below:
wherein:
Q uk is the ultimate bearing capacity (kN) of the mono-pile;
q is the pile weight (kN);
H 1 H 2 the drop distance of the last 30 hammers of the pile driver and the drop distance (cm) of the hammers in the pile driving process are respectively;
e is the penetration (cm) of each hammer averaged over the last 30 hammers;
n is the total hammering number (impact) of the pile;
alpha is a correction coefficient;
8. The construction method of the PHC prestressed high-strength concrete pipe pile according to claim 1, characterized in that in step S6, the welding pile splicing work further comprises the following specific steps:
s601, selecting qualified welding rods according to design requirements;
s602, the surface of the pre-buried iron piece is kept clean, the upper pile and the lower pile are directly connected by virtue of a positioning plate during pile connection, a welding seam is fully formed, the requirement of three-level welding is met, and short welded steel bars are added for reinforcement when necessary;
s603, when welding, simultaneously carrying out four electric welding machines, fixing four-point spot welding, and then symmetrically welding;
s604, after two piles are welded, removing welding slag to check the fullness of welding seams, cooling each welding head after welding, and performing epoxy resin coating anticorrosion construction;
s605, during pile splicing, the deviation of the central lines of the upper pile and the lower pile is not more than 5mm, and the bending rise of the node is not more than 0.1% of the pile section.
9. The construction method of the PHC prestressed high-strength concrete pipe pile according to claim 1, wherein in step S7, when the pile feeding barrel is marked with scales or is modified, the pile feeding barrel needs to be fixed by a pile feeding barrel fixing device;
send stake section of thick bamboo fixing device includes mount pad (1), slide (2) and spout seat (3), slide (2) symmetry sets up in the both sides of mount pad (1) upper surface, and the inside symmetry of two slide (2) is provided with interior clamping piece (5) that are located mount pad (1) upper surface, the lower surface of spout seat (3) carries out sliding connection with the upper surface of slide (2), one side of mount pad (1) symmetry is provided with locking piece (7) on the surface, one side of spout seat (3) symmetry is provided with locking groove (6) with locking piece (7) adaptation on the surface, one side fixed mounting of spout seat (3) upper surface has dead lever (4), erection joint (8) has been seted up on the top of dead lever (4), the inside of erection joint (8) has mounting bracket (9) through screwed connection, fixed mounting has outer clamping piece (10) on mounting bracket (9).
10. The construction method of the PHC prestressed high-strength concrete pipe pile as claimed in claim 1, wherein in said step S8, the construction records include: when piling or sending piles, recording the pile number, the operation time, the hammering number per meter, the total hammering number, the drop hammer height, the penetration depth, the penetration degree of the last ten strokes, the plane displacement and the inclination of the pile and the original record of the hammer type drop distance of each pile in detail, and simultaneously recording the abnormal conditions generated in the piling process.
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