CN111455979A - PHC pile construction process for bottom mud treatment plant - Google Patents
PHC pile construction process for bottom mud treatment plant Download PDFInfo
- Publication number
- CN111455979A CN111455979A CN202010014215.4A CN202010014215A CN111455979A CN 111455979 A CN111455979 A CN 111455979A CN 202010014215 A CN202010014215 A CN 202010014215A CN 111455979 A CN111455979 A CN 111455979A
- Authority
- CN
- China
- Prior art keywords
- pile
- welding
- tip
- guide mechanism
- construction
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
- E02D13/06—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers for observation while placing
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/20—Placing by pressure or pulling power
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
A construction process of a PHC pile in a bottom mud treatment plant comprises the following steps: (1) measuring and positioning; (2) the pile driver is in place; (3) installing a pile tip; (4) aligning the pile body; (5) straightening and then tracking and monitoring; (6) pile pressing; (7) pile splicing; (8) static pressure is carried out until the design depth is reached; (9) and (6) checking and accepting. The invention has simple operation and saves cost; the bearing capacity of the soil layer at the pile end can be effectively exerted, and a pile foundation with better strength is formed; the foundation bearing capacity of the bottom mud treatment plant is greatly improved.
Description
Technical Field
The invention belongs to the technical field of pile foundation construction, and particularly relates to a PHC pile construction process in a sediment treatment plant.
Background
Along with the development of modern economy and the progress of society, the scale of buildings is continuously enlarged, the depth of foundation treatment is also continuously increased, and the adoption rate of a pile foundation serving as a deep foundation is also continuously improved. According to incomplete statistics, the consumption of piles in China is more than millions and even more, pile foundation projects account for 20% -30% of the cost of common civil engineering, and the proportion of foundation treatment in soft soil areas is higher. China has wide soft soil distribution, and many complex soft soil foundations exist in Bohai Bay, yellow river delta, Yangtze river delta, Zhujiang delta and other coastal areas. Pile foundations are generally adopted when multi-story high-rise buildings, industrial and civil buildings are built on soft soil foundations.
The pile foundation generally needs to penetrate through a weak soil layer, and the soil layer with good soil quality is used as a pile end bearing layer. Pile foundations play an increasingly important role as a deep foundation form. The precast pile is one of the commonly used pile types in the building field of China, mainly comprises a concrete square pile, a prestressed concrete pipe pile, a steel pile and the like, wherein the prestressed concrete pipe pile is most widely applied, and has the advantages of bearing larger load, avoiding the problems of diameter shrinkage, pile breakage and the like of a cast-in-place concrete pile foundation, but directly piling in the construction process, when the hard geological conditions of soil layers such as a sand layer, a gravel layer and the like are met, the penetrating capability of the precast pile is low, the construction efficiency is slow, particularly, the pile head and the pile bottom of the precast pile can generate huge stress concentration in the pile sinking process, the strength of the pile body is inevitably damaged, the phenomena of pile head splitting, cracking and the like are easily generated, and the building structure safety is seriously influenced under the condition that a building is pressed for a long time.
The foundation treatment of the bottom mud treatment plant in the soft soil area usually adopts a sheet pile type reinforced concrete structure, but the prior foundation treatment construction method of the bottom mud treatment plant has the defects of large on-site labor amount, long construction period, large influence of on-site construction quality on the mechanical property of the structure and the like. Therefore, in order to improve the integrity and the seismic performance of the foundation of a sediment treatment plant and simultaneously improve the construction efficiency and the construction precision, a precast pile construction process is needed to meet the requirements of simplicity, convenient construction and the like.
Disclosure of Invention
In order to solve the problems, the invention provides a PHC pile construction process of a sediment treatment plant. The invention has simple operation and saves cost; the bearing capacity of the soil layer at the pile end can be effectively exerted, and a pile foundation with better strength is formed; the foundation bearing capacity of the bottom mud treatment plant is greatly improved.
The invention adopts the technical scheme to solve the technical problems that the PHC pile construction process in a sediment treatment plant comprises the following steps:
(1) measurement and positioning: after the preparation work is finished, measuring and positioning are carried out, and pile position lofting is carried out;
(2) the pile driver is in place: the pile driver is accurately, horizontally and stably installed in place, and the pile driver is sequentially driven according to the pile foundation construction sequence during pile driving;
(3) pile toe installation: after the pile driver is in place, a pile tip is placed at the pile position, and then a pipe is sunk;
(4) aligning the pile body: after the pile is hung into the pile feeding opening, slowly lowering the pile to a position where the pile is 12-15cm away from the ground, aligning the pile position, pressing the pile into the soil for 0.7-0.8m, and suspending pressing; correcting the perpendicularity of the pile body by using a theodolite from two orthogonal side surfaces of the pile, and formally opening and pressing when the deviation of the perpendicularity of the pile body is less than 0.5 percent and the three central lines of the pile cap, the pile body and the pile position are coincided at the same time and the pile position is confirmed to be not deviated;
(5) alignment and tracking monitoring: the method comprises the following steps of adopting a modulation monitoring system for tracking and monitoring, wherein the modulation monitoring system comprises a pulse type laser range finder, an inclination angle sensor, a communication unit and a data display unit, and the pulse type laser range finder is used for transmitting measured included angle data between a pile cap and a pile body to the data display unit through the communication unit; the inclination angle sensor is used for transmitting the measured horizontal data of the pile cap to the data display unit through the communication unit; the laser range finder comprises a laser source, a charge coupled device image acquisition device and a data processing and transmission module, wherein the laser source, the charge coupled device image acquisition device and the pile body are arranged in a triangular shape; the laser range finder is arranged at the bottom of the pile cap; the pulse type laser range finder is arranged at the bottom of the pile cap; the inclination angle sensor consists of a microcontroller, a three-axis accelerometer, an analog-to-digital conversion module and a communication unit; the inclination angle sensor is fixedly arranged on the pile cap; shock absorbers are arranged in the pulse type laser range finder, the inclination angle sensor and the communication unit; the data display unit is used for displaying laser ranging data, inclination angle sensor azimuth and angle data, fusion horizontal data, attitude displacement data, azimuth angle and pitch angle information data and X, Y, Z shaft angle values;
(6) pile pressing: after the pile tip is installed, observing no deviation, normally driving a pile clamped by a pile machine until the depth meets the design requirement, and observing the verticality of a sunk pile in a cross shape by using two theodolites while pressing the pile, wherein if the pile has overlarge deviation, the pile should be moved in time; or adjusting the pile machine platform for correction; if the pile tip is damaged in the pile sinking process, the pile pipe is pulled out in time, and the pile tip is installed again and driven after being filled with soil or sand;
(7) pile splicing: pile extension is carried out by adopting a welding method, pile extension is carried out when the pile head is 50-100cm away from the ground, and an upper section of pile is hoisted to be aligned with a lower section of pile and is hoisted to be straight; before welding, water, oil, rust and/or other dirt in the pipe orifice must be removed and welded, and continuous and full welding seams must be ensured during welding; welding should be carried out symmetrically, multilayer welding is applied, the welding seam joints of all layers of the tubular pile are staggered, and welding slag is removed from each layer; arranging a stiffening plate at the butt joint of the tubular pile, wherein the width of the stiffening plate is 300-350mm, and the thickness of the stiffening plate is 14-18 mm;
the welding device used during welding comprises a welding gun, a welding vehicle body, a tightening device, a welding guide mechanism, a fence device and a welding gun moving device. The welding vehicle body comprises a vehicle frame, at least three support legs, at least three wheels and a handle, wherein the support legs are sequentially and vertically fixed on the vehicle frame, the bottom ends of the handles are fixed in the middle of the outer sides of the support legs, the number of the wheels is at least three, and the wheels are sequentially and rotatably arranged on the lower portion of the vehicle frame; the cross section of the tightening device is arc-shaped, the outer side surface of the tightening device is attached to the inner side of the supporting leg, clamping blocks are arranged at two ends of the tightening device, and the central angle of the major arc is 300-320 degrees when the major arc is selected by the tightening device;
the welding guide mechanism is fixed at the top end of the supporting leg, the welding guide mechanism is circular, the radius of the welding guide mechanism is not smaller than the curvature radius of the tightening device, the circle centers of the welding guide mechanism and the tightening device are overlapped, the outer side of the welding guide mechanism is provided with the enclosure device, the welding gun moving device is movably arranged on the welding guide mechanism through a bottom wheel, the welding gun is fixed on the welding gun moving device, and the nozzle of the welding gun is moved towards the inner side of the welding guide mechanism by the welding gun;
(8) static pressure is carried out until the design depth is reached;
(9) and (6) checking and accepting.
Preferably, the step (1) further comprises the steps of after rechecking that the measurement control points meet the requirements, encrypting the control points, measuring and releasing pile positions and construction axes of the piles, determining hole positions on the construction axes, determining central points of the pile positions, embedding cross fender piles, controlling the centers of the piles by a bidirectional cross line, wherein the deviation is not more than 50 mm; the verticality deviation of the pile is not more than 0.5 percent of the length of the pile and not more than 100 mm.
In any of the above schemes, preferably, the jumping in step (2) is carried out when the distance between the centers of the piles is within 4 times of the outer diameter of the pile pipe or less than 2 m.
In any of the above schemes, preferably, the pile tip in the step (3) is a cross-shaped pile tip, and is made of a steel plate, so that the lower opening of the tubular pile is tightly fit with the upper fit opening of the pile tip, the pile tip is leveled as much as possible and is welded with the tubular pile, and the welding seam is full and continuous.
In any of the above schemes, preferably, the number of joints of any single pile in the step (7) is not more than 3, so as to avoid pile splicing when the pile tip approaches the hard supporting layer or is positioned in the hard supporting layer; naturally cooling the welded pile joint for more than 8 minutes, and continuously sinking the pile; the deviation of the central line of the pile section is less than or equal to 2mm during pile splicing, and the bending vector of the node is not more than 0.1 percent of the pile length and is less than or equal to 20 mm.
In any of the above schemes, preferably, when the pile top elevation is higher than the designed elevation after pile sinking, pile cutting needs to be performed after the step (8); and cutting the pile head by adopting a special machine with an annular guide rail, and reserving 10cm according to the elevation of the top surface of the cushion layer when cutting the pile head so as to anchor the pile head with a bearing platform.
In any of the above schemes, preferably, the static pressure method is adopted for construction in the step (8), a ZYJ900B type full hydraulic static pressure pile press is selected as pile press equipment, pile press can be terminated when the final pressure of the pile press reaches the characteristic value of the vertical bearing capacity of a single pile not less than 2.0 times, and the final pressure stabilization control times are 3-5 times, each time is about 1 minute; the pile foundation construction is carried out on the basis of the completion of foundation pit excavation.
The invention is obtained according to years of practical application practice and experience, adopts the best technical means and measures to carry out combined optimization, obtains the optimal technical effect, is not simple superposition and splicing of technical characteristics, and has obvious significance.
The invention has the beneficial effects that:
1. the invention has simple operation and saves cost; the bearing capacity of the soil layer at the pile end can be effectively exerted, and a pile foundation with better strength is formed; the foundation bearing capacity of the bottom mud treatment plant is greatly improved.
2. The construction process has high precision and guaranteed quality, improves the on-site construction efficiency, saves on-site labor force, shortens the construction period, improves the integrity of the structure, and can complete the foundation structure quickly, safely, environmentally and efficiently.
3. The invention lays a foundation for building a sediment treatment plant, and reduces manpower, material resources and time spent in pile foundation construction.
4. The invention can effectively reduce the rebound force of the PHC pile body in the piling process, reduce the generation of longitudinal cracks and improve the construction quality of the pile; effectively controlling the occurrence of the crack phenomenon. Meanwhile, the cost is effectively controlled and reduced, the versatility of the pile body is increased, and the horizontal and vertical bearing capacity of the pile body is enhanced.
Detailed Description
The invention is further described with reference to specific examples, but the scope of the claims is not limited thereto.
Example 1
A certain bottom mud treatment plant is positioned in a city in a south, is positioned on the right bank of the downstream of a river at a distance of about 1.5km from the upstream of a high-speed bridge along the river, and occupies about 5.16 square meters. The system mainly comprises a solid-liquid separation tank (sedimentation tank), a pretreatment system (sand washing area), an external sediment disposal area (tail water tank, slurry mixing tank and the like), a water treatment site (a residual water tank, a clean water tank and the like), a dehydration workshop, a pump room, a storage tank, an air storage tank, a mud cake storage, an office area and other facilities.
According to the results of lithology identification of on-site drilling and analysis of indoor geotechnical tests, the stratums distributed in the field are as follows: a fourth plain fill, a miscellaneous fill (Qml), a fourth marine sedimentary silt (Q4mc), a fourth all-new flood-flushing laminated silty clay (Q4al + pl), a later-middle-renewal system sandy cohesive soil (Q2el) and an earthquake-denier all-strong-weathering granite layer (Zh).
Evaluation of ground engineering Properties
(1) Plain filling: the whole body is loose, is not compacted, has thick layer, large component change and poor soil texture uniformity, and is not suitable to be directly used as a bearing stratum of a shallow foundation of a proposed building.
(2) Filling soil with impurities: the construction method is mainly formed by backfilling domestic garbage, local cohesive soil is mainly backfilled, and the layer is not suitable to be directly used as a bearing layer of a shallow foundation of a building to be constructed, and excavation measures are preferably adopted.
(3) Sludge: the product is fluid and plastic, has high compressibility and extremely low strength, and can not be used as a bearing layer of a shallow foundation of a building without treatment.
(4) Powdery clay: the plastic pile has moderate compressibility, general mechanical strength and thinner thickness, and is not suitable for serving as a pile foundation bearing layer.
(5) Sand viscosity: the plastic-hard plastic has medium compression soil, high mechanical strength and good pile foundation bearing layer.
(6) Completely weathered granite: the extremely soft rock has medium and low compressibility, high mechanical strength and deep burial depth, and can be used as a pile foundation bearing layer of a building.
(7) Strongly weathered granite: soft rock with low compressibility, high mechanical strength and deep buried depth is a good bearing layer of pile foundation.
According to site conditions, the pile foundation construction of the sediment treatment plant adopts a pretensioning method prestressed high-strength concrete pipe pile (PHC pile), the concrete grade is not lower than C80, the impervious grade is S10, and the concrete protective layer of the steel bar is thickDegree of 40mm, pile type is AB type (its effective pre-stress value is 6.0N/mm)2)。
The pile foundation construction region divides into 4 regions altogether, and A district (storage tank region), B district (pump house region), C district (dehydration workshop region), D district (gas holder region) promptly, individual regional single pile bearing capacity eigenvalue is 587KN, 575KN, 614KN, 597KN in proper order. The PHC piles are uniform in diameter phi of 500mm and wall thickness of 100mm, the pile length in A, C, D area is 28m, and the pile length in B area is 25 m. The number of the tubular piles in all the areas is 310, and the tubular piles are 8680 m.
The PHC pile construction process of the sediment treatment plant comprises the following steps:
(1) measurement and positioning: after the preparation work is finished, measuring and positioning are carried out, and pile position lofting is carried out;
(2) the pile driver is in place: the pile driver is accurately, horizontally and stably installed in place, and the pile driver is sequentially driven according to the pile foundation construction sequence during pile driving;
(3) pile toe installation: after the pile driver is in place, a pile tip is placed at the pile position, and then a pipe is sunk;
(4) aligning the pile body: after the pile is hung into the pile feeding opening, slowly lowering the pile to a position where the pile is 12-15cm away from the ground, aligning the pile position, pressing the pile into the soil for 0.7-0.8m, and suspending pressing; correcting the perpendicularity of the pile body by using a theodolite from two orthogonal side surfaces of the pile, and formally opening and pressing when the deviation of the perpendicularity of the pile body is less than 0.5 percent and the three central lines of the pile cap, the pile body and the pile position are coincided at the same time and the pile position is confirmed to be not deviated;
(5) alignment and tracking monitoring: the method comprises the following steps of adopting a modulation monitoring system for tracking and monitoring, wherein the modulation monitoring system comprises a pulse type laser range finder, an inclination angle sensor, a communication unit and a data display unit, and the pulse type laser range finder is used for transmitting measured included angle data between a pile cap and a pile body to the data display unit through the communication unit; the inclination angle sensor is used for transmitting the measured horizontal data of the pile cap to the data display unit through the communication unit; the laser range finder comprises a laser source, a charge coupled device image acquisition device and a data processing and transmission module, wherein the laser source, the charge coupled device image acquisition device and the pile body are arranged in a triangular shape; the laser range finder is arranged at the bottom of the pile cap; the pulse type laser range finder is arranged at the bottom of the pile cap; the inclination angle sensor consists of a microcontroller, a three-axis accelerometer, an analog-to-digital conversion module and a communication unit; the inclination angle sensor is fixedly arranged on the pile cap; shock absorbers are arranged in the pulse type laser range finder, the inclination angle sensor and the communication unit; the data display unit is used for displaying laser ranging data, inclination angle sensor azimuth and angle data, fusion horizontal data, attitude displacement data, azimuth angle and pitch angle information data and X, Y, Z shaft angle values;
(6) pile pressing: after the pile tip is installed, observing no deviation, normally driving a pile clamped by a pile machine until the depth meets the design requirement, and observing the verticality of a sunk pile in a cross shape by using two theodolites while pressing the pile, wherein if the pile has overlarge deviation, the pile should be moved in time; or adjusting the pile machine platform for correction; if the pile tip is damaged in the pile sinking process, the pile pipe is pulled out in time, and the pile tip is installed again and driven after being filled with soil or sand;
(7) pile splicing: pile extension is carried out by adopting a welding method, pile extension is carried out when the pile head is 50-100cm away from the ground, and an upper section of pile is hoisted to be aligned with a lower section of pile and is hoisted to be straight; before welding, water, oil, rust and/or other dirt in the pipe orifice must be removed and welded, and continuous and full welding seams must be ensured during welding; welding should be carried out symmetrically, multilayer welding is applied, the welding seam joints of all layers of the tubular pile are staggered, and welding slag is removed from each layer; arranging a stiffening plate at the butt joint of the tubular pile, wherein the width of the stiffening plate is 300-350mm, and the thickness of the stiffening plate is 14-18 mm;
the welding device used during welding comprises a welding gun, a welding vehicle body, a tightening device, a welding guide mechanism, a fence device and a welding gun moving device. The welding vehicle body comprises a vehicle frame, at least three support legs, at least three wheels and a handle, wherein the support legs are sequentially and vertically fixed on the vehicle frame, the bottom ends of the handles are fixed in the middle of the outer sides of the support legs, the number of the wheels is at least three, and the wheels are sequentially and rotatably arranged on the lower portion of the vehicle frame; the cross section of the tightening device is arc-shaped, the outer side surface of the tightening device is attached to the inner side of the supporting leg, clamping blocks are arranged at two ends of the tightening device, and the central angle of the major arc is 300-320 degrees when the major arc is selected by the tightening device;
the welding guide mechanism is fixed at the top end of the supporting leg, the welding guide mechanism is circular, the radius of the welding guide mechanism is not smaller than the curvature radius of the tightening device, the circle centers of the welding guide mechanism and the tightening device are overlapped, the outer side of the welding guide mechanism is provided with the enclosure device, the welding gun moving device is movably arranged on the welding guide mechanism through a bottom wheel, the welding gun is fixed on the welding gun moving device, and the nozzle of the welding gun is moved towards the inner side of the welding guide mechanism by the welding gun;
(8) static pressure is carried out until the design depth is reached;
(9) and (6) checking and accepting.
The step (1) also comprises the steps of after rechecking the measurement control points to meet the requirements, encrypting the control points, measuring and releasing pile positions and construction axes of the piles, determining hole positions on the construction axes, determining the central points of the pile positions, embedding cross guard piles, controlling the centers of the piles by using a bidirectional cross line, wherein the deviation is not more than 50 mm; the verticality deviation of the pile is not more than 0.5 percent of the length of the pile and not more than 100 mm.
And (3) jumping when the center distance of the pile is within 4 times of the outer diameter of the pile pipe or less than 2m in the step (2).
And (3) the pile tip is a cross-shaped pile tip, the pile tip is made of a steel plate, the lower opening of the tubular pile is ensured to be tightly matched with the upper wedge opening of the pile tip, the pile tip is leveled as much as possible and is welded with the tubular pile, and the welding seam is full and continuous.
The number of joints of any single pile in the step (7) is not more than 3, so that pile splicing when the pile tip is close to the hard bearing layer or the pile tip is positioned on the hard bearing layer is avoided; naturally cooling the welded pile joint for more than 8 minutes, and continuously sinking the pile; the deviation of the central line of the pile section is less than or equal to 2mm during pile splicing, and the bending vector of the node is not more than 0.1 percent of the pile length and is less than or equal to 20 mm.
When the pile top elevation is higher than the designed elevation after pile sinking, pile cutting is needed after the step (8); and cutting the pile head by adopting a special machine with an annular guide rail, and reserving 10cm according to the elevation of the top surface of the cushion layer when cutting the pile head so as to anchor the pile head with a bearing platform.
Constructing by adopting a static pressure method in the step (8), wherein a ZYJ900B type full-hydraulic static pressure pile press is selected as pile press equipment, pile press can be stopped when the final pressure of the pile press reaches that the characteristic value of the vertical bearing capacity of a single pile is not less than 2.0 times, and the final pressure stabilization control times are 3-5 times, and each time is about 1 minute; the pile foundation construction is carried out on the basis of the completion of foundation pit excavation.
Example 2
A construction process of a PHC pile in a bottom mud treatment plant comprises the following steps:
(1) measurement and positioning: after the preparation work is finished, measuring and positioning are carried out, and pile position lofting is carried out;
(2) the pile driver is in place: the pile driver is accurately, horizontally and stably installed in place, and the pile driver is sequentially driven according to the pile foundation construction sequence during pile driving;
(3) pile toe installation: after the pile driver is in place, a pile tip is placed at the pile position, and then a pipe is sunk;
(4) aligning the pile body;
(5) straightening and then tracking and monitoring;
(6) pile pressing: after the pile tip is installed, observing no deviation, normally driving a pile clamped by a pile machine until the depth meets the design requirement, and observing the verticality of a sunk pile in a cross shape by using two theodolites while pressing the pile, wherein if the pile has overlarge deviation, the pile should be moved in time; or adjusting the pile machine platform for correction; if the pile tip is damaged in the pile sinking process, the pile pipe is pulled out in time, and the pile tip is installed again and driven after being filled with soil or sand;
(7) pile splicing: pile extension is carried out by adopting a welding method, pile extension is carried out when the pile head is 50-100cm away from the ground, and an upper section of pile is hoisted to be aligned with a lower section of pile and is hoisted to be straight; before welding, water, oil, rust and/or other dirt in the pipe orifice must be removed and welded, and continuous and full welding seams must be ensured during welding; welding should be carried out symmetrically, multilayer welding is applied, the welding seam joints of all layers of the tubular pile are staggered, and welding slag is removed from each layer; arranging a stiffening plate at the butt joint of the tubular pile, wherein the width of the stiffening plate is 300-350mm, and the thickness of the stiffening plate is 14-18 mm;
(8) static pressure is carried out until the design depth is reached;
(9) and (6) checking and accepting.
The step (1) also comprises the steps of after rechecking the measurement control points to meet the requirements, encrypting the control points, measuring and releasing pile positions and construction axes of the piles, determining hole positions on the construction axes, determining the central points of the pile positions, embedding cross guard piles, controlling the centers of the piles by using a bidirectional cross line, wherein the deviation is not more than 50 mm; the verticality deviation of the pile is not more than 0.5 percent of the length of the pile and not more than 100 mm.
And (3) jumping when the center distance of the pile is within 4 times of the outer diameter of the pile pipe or less than 2m in the step (2).
And (3) the pile tip is a cross-shaped pile tip, the pile tip is made of a steel plate, the lower opening of the tubular pile is ensured to be tightly matched with the upper wedge opening of the pile tip, the pile tip is leveled as much as possible and is welded with the tubular pile, and the welding seam is full and continuous.
The number of joints of any single pile in the step (7) is not more than 3, so that pile splicing when the pile tip is close to the hard bearing layer or the pile tip is positioned on the hard bearing layer is avoided; naturally cooling the welded pile joint for more than 8 minutes, and continuously sinking the pile; the deviation of the central line of the pile section is less than or equal to 2mm during pile splicing, and the bending vector of the node is not more than 0.1 percent of the pile length and is less than or equal to 20 mm.
When the pile top elevation is higher than the designed elevation after pile sinking, pile cutting is needed after the step (8); and cutting the pile head by adopting a special machine with an annular guide rail, and reserving 10cm according to the elevation of the top surface of the cushion layer when cutting the pile head so as to anchor the pile head with a bearing platform.
Constructing by adopting a static pressure method in the step (8), wherein a ZYJ900B type full-hydraulic static pressure pile press is selected as pile press equipment, pile press can be stopped when the final pressure of the pile press reaches that the characteristic value of the vertical bearing capacity of a single pile is not less than 2.0 times, and the final pressure stabilization control times are 3-5 times, and each time is about 1 minute; the pile foundation construction is carried out on the basis of the completion of foundation pit excavation.
And (7) when the welding method is adopted for pile splicing in the step (7), the used welding device comprises a welding gun, a welding vehicle body, a tightening device, a welding guide mechanism, a fence device and a welding gun moving device. The welding vehicle body comprises a vehicle frame, at least three support legs, at least three wheels and a handle, wherein the support legs are sequentially and vertically fixed on the vehicle frame, the bottom ends of the handles are fixed in the middle of the outer sides of the support legs, the number of the wheels is at least three, and the wheels are sequentially and rotatably arranged on the lower portion of the vehicle frame; the cross section of the tight device of cover is arc, and the lateral surface of the tight device of cover laminating is in the inboard of landing leg, and the both ends of the tight device of cover are equipped with the clamp splice, and the central angle of major arc is 300 when the tight device of cover chooses the major arc and gives 320.
The welding guide mechanism is fixed on the top end of the supporting leg, the welding guide mechanism is circular, the radius of the welding guide mechanism is not smaller than the curvature radius of the tightly sleeving device, the circle centers of the welding guide mechanism and the tightly sleeving device coincide with each other, the outer side of the welding guide mechanism is provided with the surrounding and blocking device, the welding gun moving device is movably arranged on the welding guide mechanism through a bottom wheel, the welding gun is fixed on the welding gun moving device, and the nozzle of the welding gun is moved towards the inner side of the welding guide mechanism.
The two welding gun moving devices and the two welding guns are respectively arranged at two ends of one diameter of the welding guide mechanism, and one welding gun is respectively fixed on each welding gun moving device.
When the welding device is used for welding, the welding vehicle body is pushed to the PHC pile, the tightening device is hooped on the outer side face of the PHC pile, the circle centers of the welding guide mechanism and the top end face of the PHC pile are aligned, and the clamping blocks are tightened to enable the tightening device to hoop the PHC pile, so that the welding guide mechanism is fixed on the PHC pile. And (3) aligning a nozzle of a welding gun to the top end face of the PHC pile, starting the welding gun moving device to enable the welding gun moving device to do circular motion along the welding guide mechanism, starting the welding gun, welding the top end face of the PHC pile by using the welding gun, and continuing to rotate reversely after each welding gun moving device rotates for one circle to realize automatic welding.
The welding device is used for welding the butt weld of the PHC piles in the field construction, solves the problems of high welding difficulty, severe working environment, high labor intensity of workers, low efficiency, delay of construction period and the like in the PHC field construction, improves the working efficiency, improves the working environment, reduces the personnel investment and saves the enterprise cost.
Example 3
A construction process of a PHC pile in a bottom mud treatment plant comprises the following steps:
(1) measurement and positioning: after the preparation work is finished, measuring and positioning are carried out, and pile position lofting is carried out;
(2) the pile driver is in place: the pile driver is accurately, horizontally and stably installed in place, and the pile driver is sequentially driven according to the pile foundation construction sequence during pile driving;
(3) pile toe installation: after the pile driver is in place, a pile tip is placed at the pile position, and then a pipe is sunk;
(4) aligning the pile body: after the pile is hung into the pile feeding opening, slowly lowering the pile to a position where the pile is 12-15cm away from the ground, aligning the pile position, pressing the pile into the soil for 0.7-0.8m, and suspending pressing; correcting the perpendicularity of the pile body by using a theodolite from two orthogonal side surfaces of the pile, and formally opening and pressing when the deviation of the perpendicularity of the pile body is less than 0.5 percent and the three central lines of the pile cap, the pile body and the pile position are coincided at the same time and the pile position is confirmed to be not deviated;
(5) alignment and tracking monitoring: the method comprises the following steps of adopting a modulation monitoring system for tracking and monitoring, wherein the modulation monitoring system comprises a pulse type laser range finder, an inclination angle sensor, a communication unit and a data display unit, and the pulse type laser range finder is used for transmitting measured included angle data between a pile cap and a pile body to the data display unit through the communication unit; the inclination angle sensor is used for transmitting the measured horizontal data of the pile cap to the data display unit through the communication unit; the laser range finder comprises a laser source, a charge coupled device image acquisition device and a data processing and transmission module, wherein the laser source, the charge coupled device image acquisition device and the pile body are arranged in a triangular shape; the laser range finder is arranged at the bottom of the pile cap; the pulse type laser range finder is arranged at the bottom of the pile cap; the inclination angle sensor consists of a microcontroller, a three-axis accelerometer, an analog-to-digital conversion module and a communication unit; the inclination angle sensor is fixedly arranged on the pile cap; shock absorbers are arranged in the pulse type laser range finder, the inclination angle sensor and the communication unit; the data display unit is used for displaying laser ranging data, inclination angle sensor azimuth and angle data, fusion horizontal data, attitude displacement data, azimuth angle and pitch angle information data and X, Y, Z shaft angle values;
(6) pile pressing: after the pile tip is installed, observing no deviation, normally driving a pile clamped by a pile machine until the depth meets the design requirement, and observing the verticality of a sunk pile in a cross shape by using two theodolites while pressing the pile, wherein if the pile has overlarge deviation, the pile should be moved in time; or adjusting the pile machine platform for correction; if the pile tip is damaged in the pile sinking process, the pile pipe is pulled out in time, and the pile tip is installed again and driven after being filled with soil or sand;
(7) pile splicing: pile extension is carried out by adopting a welding method, pile extension is carried out when the pile head is 50-100cm away from the ground, and an upper section of pile is hoisted to be aligned with a lower section of pile and is hoisted to be straight; before welding, water, oil, rust and/or other dirt in the pipe orifice must be removed and welded, and continuous and full welding seams must be ensured during welding; welding should be carried out symmetrically, multilayer welding is applied, the welding seam joints of all layers of the tubular pile are staggered, and welding slag is removed from each layer; arranging a stiffening plate at the butt joint of the tubular pile, wherein the width of the stiffening plate is 300-350mm, and the thickness of the stiffening plate is 14-18 mm;
the welding device used during welding comprises a welding gun, a welding vehicle body, a tightening device, a welding guide mechanism, a fence device and a welding gun moving device. The welding vehicle body comprises a vehicle frame, at least three support legs, at least three wheels and a handle, wherein the support legs are sequentially and vertically fixed on the vehicle frame, the bottom ends of the handles are fixed in the middle of the outer sides of the support legs, the number of the wheels is at least three, and the wheels are sequentially and rotatably arranged on the lower portion of the vehicle frame; the cross section of the tightening device is arc-shaped, the outer side surface of the tightening device is attached to the inner side of the supporting leg, clamping blocks are arranged at two ends of the tightening device, and the central angle of the major arc is 300-320 degrees when the major arc is selected by the tightening device;
the welding guide mechanism is fixed at the top end of the supporting leg, the welding guide mechanism is circular, the radius of the welding guide mechanism is not smaller than the curvature radius of the tightening device, the circle centers of the welding guide mechanism and the tightening device are overlapped, the outer side of the welding guide mechanism is provided with the enclosure device, the welding gun moving device is movably arranged on the welding guide mechanism through a bottom wheel, the welding gun is fixed on the welding gun moving device, and the nozzle of the welding gun is moved towards the inner side of the welding guide mechanism by the welding gun;
(8) static pressure is carried out until the designed depth is reached, then a high-pressure rotary jet drilling machine is put in place, and a rotary jet drilling rod is drilled to a bottom soil layer of the PHC pile through the hollow part of the PHC pile; the rotary spraying drill rod performs reciprocating impact and suction up and down in a soil layer with a certain depth at the bottom of the PHC pile to form a cavity which is larger than the PHC pile and meets the design requirement; filling the slurry into the cavity through the rotary spraying drill rod to form an enlarged head with a small upper part and a large lower part, and pulling the rotary spraying drill rod upwards to pull out the rotary spraying drill rod; the static pressure PHC pile is sunk into the enlarged head for about 20cm, so that the enlarged head and the PHC pile are effectively combined together to form a whole;
the PHC pile is positioned in a soft soil layer, the outer wall of the PHC pile is in contact with the soil layer to provide side friction resistance, and the enlarged head is positioned on a pile end bearing layer with better soil quality to provide larger pile end resistance. The pile bearing capacity of the structure consists of side friction resistance and pile end resistance, and the side friction resistance and the pile end resistance jointly bear upper load. Because the enlarged footing has a larger bottom area and higher compressive strength, and the PHC pile has higher strength, the pile top load can be effectively transmitted to the pile end soil bearing layer, the pile end resistance is fully exerted, and the load is mainly borne by the pile end resistance.
(9) And (6) checking and accepting.
The step (1) also comprises the steps of after rechecking the measurement control points to meet the requirements, encrypting the control points, measuring and releasing pile positions and construction axes of the piles, determining hole positions on the construction axes, determining the central points of the pile positions, embedding cross guard piles, controlling the centers of the piles by using a bidirectional cross line, wherein the deviation is not more than 50 mm; the verticality deviation of the pile is not more than 0.5 percent of the length of the pile and not more than 100 mm.
And (3) jumping when the center distance of the pile is within 4 times of the outer diameter of the pile pipe or less than 2m in the step (2).
And (3) the pile tip is a cross-shaped pile tip, the pile tip is made of a steel plate, the lower opening of the tubular pile is ensured to be tightly matched with the upper wedge opening of the pile tip, the pile tip is leveled as much as possible and is welded with the tubular pile, and the welding seam is full and continuous.
The number of joints of any single pile in the step (7) is not more than 3, so that pile splicing when the pile tip is close to the hard bearing layer or the pile tip is positioned on the hard bearing layer is avoided; naturally cooling the welded pile joint for more than 8 minutes, and continuously sinking the pile; the deviation of the central line of the pile section is less than or equal to 2mm during pile splicing, and the bending vector of the node is not more than 0.1 percent of the pile length and is less than or equal to 20 mm.
When the pile top elevation is higher than the designed elevation after pile sinking, pile cutting is needed after the step (8); and cutting the pile head by adopting a special machine with an annular guide rail, and reserving 10cm according to the elevation of the top surface of the cushion layer when cutting the pile head so as to anchor the pile head with a bearing platform.
Constructing by adopting a static pressure method in the step (8), wherein a ZYJ900B type full-hydraulic static pressure pile press is selected as pile press equipment, pile press can be stopped when the final pressure of the pile press reaches that the characteristic value of the vertical bearing capacity of a single pile is not less than 2.0 times, and the final pressure stabilization control times are 3-5 times, and each time is about 1 minute; the pile foundation construction is carried out on the basis of the completion of foundation pit excavation.
Before construction, a small loose D60P bulldozer is adopted in a PHC pile construction area for obstacle removal and surface cleaning, and the thickness is 1.6m3And (5) leveling the field to 9.0m elevation by matching the backhoe with the field leveling construction.
And (3) testing:
A. detecting pile head handling
The pile foundation for static load test should ensure the pile head surface to be flat, and the flatness deviation is not more than +/-2 mm. During detection, measures such as fine sand paving, steel plate padding and the like are adopted to ensure that the top surface of the pile head is not subjected to local pressure bearing damage.
B. Pile inspection arrangement
And testing the pile after the test pile is driven, firstly detecting the integrity of the pile body by adopting a low-strain method before testing the pile, and determining the characteristic value of the vertical bearing capacity of the single pile by using a static load test method.
The detection quantity of the pile in the test by the low strain method is temporarily determined as follows: A. b, C, D areas each have 1 root and a total of 4.
This vertical bearing capacity static test of experimental stake single pile detects, and quantity is temporarily for: A. b, C, D areas each have 1 root and a total of 4.
And the related requirements of the test pile detection are executed according to design drawings and technical specifications of the building pile foundation JGJ94-2008 and technical specifications of the building pile foundation detection JGJ 106-2014.
And the test pile is used as a main engineering structure after being inspected to be qualified.
C. Report on test results
1. Record of the experiment
When the test pile is constructed, static pressure pile construction records are made according to the standard requirements, and single-pile vertical load loading and settlement records of detection points generated along with time are made in the detection process.
2. Achievement report submission
(1) And the low-strain detection method automatically generates a low-strain detection curve through instrument feedback data, and judges the integrity of the pile body through a low-strain detection curve graph.
(2) And drawing a relation curve (namely Q-S curve) of load and displacement through a corresponding static load test, and submitting a corresponding measured vertical bearing capacity value of the single pile.
(3) And providing a characteristic value of the vertical bearing capacity of the single pile of the test pile.
(4) And providing a test result general report (comprising main contents such as a construction process, a construction method, a detection result and the like) of the test section, and comprehensively analyzing the test results.
In addition, in order to achieve better technical effects, the technical solutions in the above embodiments may be combined arbitrarily to meet various requirements of practical applications.
According to the embodiment, the method is simple to operate and saves cost; the bearing capacity of the soil layer at the pile end can be effectively exerted, and a pile foundation with better strength is formed; the foundation bearing capacity of the bottom mud treatment plant is greatly improved.
The construction process has high precision and guaranteed quality, improves the on-site construction efficiency, saves on-site labor force, shortens the construction period, improves the integrity of the structure, and can complete the foundation structure quickly, safely, environmentally and efficiently.
The invention lays a foundation for building a sediment treatment plant, and reduces manpower, material resources and time spent in pile foundation construction.
The invention can effectively reduce the rebound force of the PHC pile body in the piling process, reduce the generation of longitudinal cracks and improve the construction quality of the pile; effectively controlling the occurrence of the crack phenomenon. Meanwhile, the cost is effectively controlled and reduced, the versatility of the pile body is increased, and the horizontal and vertical bearing capacity of the pile body is enhanced.
While the invention has been described with reference to a preferred embodiment, it will be understood by those skilled in the art that various changes may be made and equivalents may be substituted for elements thereof without departing from the scope of the invention. However, any simple modification, equivalent change and modification of the above embodiments according to the technical essence of the present invention are within the protection scope of the technical solution of the present invention.
Claims (7)
1. A construction process of a PHC pile in a bottom mud treatment plant is characterized by comprising the following steps:
(1) measurement and positioning: after the preparation work is finished, measuring and positioning are carried out, and pile position lofting is carried out;
(2) the pile driver is in place: the pile driver is accurately, horizontally and stably installed in place, and the pile driver is sequentially driven according to the pile foundation construction sequence during pile driving;
(3) pile toe installation: after the pile driver is in place, a pile tip is placed at the pile position, and then a pipe is sunk;
(4) aligning the pile body: after the pile is hung into the pile feeding opening, slowly lowering the pile to a position where the pile is 12-15cm away from the ground, aligning the pile position, pressing the pile into the soil for 0.7-0.8m, and suspending pressing; correcting the perpendicularity of the pile body by using a theodolite from two orthogonal side surfaces of the pile, and formally opening and pressing when the deviation of the perpendicularity of the pile body is less than 0.5 percent and the three central lines of the pile cap, the pile body and the pile position are coincided at the same time and the pile position is confirmed to be not deviated;
(5) alignment and tracking monitoring: the method comprises the following steps of adopting a modulation monitoring system for tracking and monitoring, wherein the modulation monitoring system comprises a pulse type laser range finder, an inclination angle sensor, a communication unit and a data display unit, and the pulse type laser range finder is used for transmitting measured included angle data between a pile cap and a pile body to the data display unit through the communication unit; the inclination angle sensor is used for transmitting the measured horizontal data of the pile cap to the data display unit through the communication unit; the laser range finder comprises a laser source, a charge coupled device image acquisition device and a data processing and transmission module, wherein the laser source, the charge coupled device image acquisition device and the pile body are arranged in a triangular shape; the laser range finder is arranged at the bottom of the pile cap; the pulse type laser range finder is arranged at the bottom of the pile cap; the inclination angle sensor consists of a microcontroller, a three-axis accelerometer, an analog-to-digital conversion module and a communication unit; the inclination angle sensor is fixedly arranged on the pile cap; shock absorbers are arranged in the pulse type laser range finder, the inclination angle sensor and the communication unit; the data display unit is used for displaying laser ranging data, inclination angle sensor azimuth and angle data, fusion horizontal data, attitude displacement data, azimuth angle and pitch angle information data and X, Y, Z shaft angle values;
(6) pile pressing: after the pile tip is installed, observing no deviation, normally driving a pile clamped by a pile machine until the depth meets the design requirement, and observing the verticality of a sunk pile in a cross shape by using two theodolites while pressing the pile, wherein if the pile has overlarge deviation, the pile should be moved in time; or adjusting the pile machine platform for correction; if the pile tip is damaged in the pile sinking process, the pile pipe is pulled out in time, and the pile tip is installed again and driven after being filled with soil or sand;
(7) pile splicing: pile extension is carried out by adopting a welding method, pile extension is carried out when the pile head is 50-100cm away from the ground, and an upper section of pile is hoisted to be aligned with a lower section of pile and is hoisted to be straight; before welding, water, oil, rust and/or other dirt in the pipe orifice must be removed and welded, and continuous and full welding seams must be ensured during welding; welding should be carried out symmetrically, multilayer welding is applied, the welding seam joints of all layers of the tubular pile are staggered, and welding slag is removed from each layer; arranging a stiffening plate at the butt joint of the tubular pile, wherein the width of the stiffening plate is 300-350mm, and the thickness of the stiffening plate is 14-18 mm;
the welding device used during welding comprises a welding gun, a welding vehicle body, a tightening device, a welding guide mechanism, a fence device and a welding gun moving device. The welding vehicle body comprises a vehicle frame, at least three support legs, at least three wheels and a handle, wherein the support legs are sequentially and vertically fixed on the vehicle frame, the bottom ends of the handles are fixed in the middle of the outer sides of the support legs, the number of the wheels is at least three, and the wheels are sequentially and rotatably arranged on the lower portion of the vehicle frame; the cross section of the tightening device is arc-shaped, the outer side surface of the tightening device is attached to the inner side of the supporting leg, clamping blocks are arranged at two ends of the tightening device, and the central angle of the major arc is 300-320 degrees when the major arc is selected by the tightening device;
the welding guide mechanism is fixed at the top end of the supporting leg, the welding guide mechanism is circular, the radius of the welding guide mechanism is not smaller than the curvature radius of the tightening device, the circle centers of the welding guide mechanism and the tightening device are overlapped, the outer side of the welding guide mechanism is provided with the enclosure device, the welding gun moving device is movably arranged on the welding guide mechanism through a bottom wheel, the welding gun is fixed on the welding gun moving device, and the nozzle of the welding gun is moved towards the inner side of the welding guide mechanism by the welding gun;
(8) static pressure is carried out until the design depth is reached;
(9) and (6) checking and accepting.
2. The PHC pile construction process of the sediment treatment plant according to claim 1, characterized in that the step (1) further comprises the steps of after rechecking the measurement control points to meet the requirements, encrypting the control points, measuring and releasing the pile positions and the construction axis of each pile, determining hole positions on the construction axis, determining the central points of the pile positions, embedding a cross pile protector, controlling the center of the pile by a two-way cross wire, wherein the deviation is not more than 50 mm; the verticality deviation of the pile is not more than 0.5 percent of the length of the pile and not more than 100 mm.
3. The PHC pile construction process of the sediment treatment plant according to the claim 1-2, characterized in that the pile is beaten when the distance between the centers of the piles is within 4 times of the outer diameter of the pile pipe or less than 2m in the step (2).
4. The PHC pile construction process of the bottom mud treatment plant according to the claims 1-3, characterized in that the pile tip in the step (3) is a cross-shaped pile tip, which is made of steel plate to ensure that the lower opening of the pipe pile is tightly fit with the upper part of the pile tip, the pile tip should be leveled as much as possible and welded with the pipe pile, and the welding seam is full and continuous.
5. The PHC pile construction process of the sediment treatment plant according to claim 4, characterized in that the number of joints of any single pile in the step (7) is not more than 3, and pile splicing when the pile tip is close to or in a hard bearing layer is avoided; naturally cooling the welded pile joint for more than 8 minutes, and continuously sinking the pile; the deviation of the central line of the pile section is less than or equal to 2mm during pile splicing, and the bending vector of the node is not more than 0.1 percent of the pile length and is less than or equal to 20 mm.
6. The PHC pile construction process of the bottom sediment disposal plant according to the claim 1 to 5, characterized in that when the pile top elevation is higher than the design elevation after pile sinking, pile cutting is needed after the step (8); and cutting the pile head by adopting a special machine with an annular guide rail, and reserving 10cm according to the elevation of the top surface of the cushion layer when cutting the pile head so as to anchor the pile head with a bearing platform.
7. The PHC pile construction process of the sediment treatment plant as claimed in claims 1-6, characterized in that the construction in step (8) is carried out by static pressure method, the pile pressing equipment is ZYJ900B type full hydraulic static pile pressing machine, the pile pressing machine can stop pressing the pile when the final pressure reaches the characteristic value of vertical bearing capacity of single pile not less than 2.0 times, the final pressure stabilizing control times are 3-5 times, each time is about 1 minute; the pile foundation construction is carried out on the basis of the completion of foundation pit excavation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010014215.4A CN111455979A (en) | 2020-01-07 | 2020-01-07 | PHC pile construction process for bottom mud treatment plant |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010014215.4A CN111455979A (en) | 2020-01-07 | 2020-01-07 | PHC pile construction process for bottom mud treatment plant |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN111455979A true CN111455979A (en) | 2020-07-28 |
Family
ID=71676675
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010014215.4A Pending CN111455979A (en) | 2020-01-07 | 2020-01-07 | PHC pile construction process for bottom mud treatment plant |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111455979A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112854284A (en) * | 2021-01-15 | 2021-05-28 | 中国电建集团港航建设有限公司 | Construction method of tubular pile foundation for bottom mud treatment plant |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004108054A (en) * | 2002-09-19 | 2004-04-08 | Asahi Kasei Construction Materials Co Ltd | Rotary embedding method of precast pile |
| CN103628481A (en) * | 2012-08-27 | 2014-03-12 | 李孝虎 | Static pressure construction technology of prestressed pipe piles |
| CN107130650A (en) * | 2017-06-30 | 2017-09-05 | 中交上海三航科学研究院有限公司 | A kind of large-diameter pile axis verticality real-time monitoring system |
| CN108797571A (en) * | 2018-07-09 | 2018-11-13 | 江苏地基工程有限公司 | A kind of novel stiff composite pile efficient construction method |
| CN109208600A (en) * | 2018-08-21 | 2019-01-15 | 江苏兴厦建设工程集团有限公司 | A kind of construction of Static Pressure Pile method |
| CN109848619A (en) * | 2017-11-30 | 2019-06-07 | 上海宝冶集团有限公司 | PHC automatic soldering devices and its application method |
| CN110273413A (en) * | 2019-06-12 | 2019-09-24 | 宁波中淳高科股份有限公司 | A kind of efficient construction method of prefabricated pile |
| US20190368149A1 (en) * | 2006-09-08 | 2019-12-05 | Benjamin G. Stroyer | Pile coupling for helical pile/torqued in pile |
-
2020
- 2020-01-07 CN CN202010014215.4A patent/CN111455979A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004108054A (en) * | 2002-09-19 | 2004-04-08 | Asahi Kasei Construction Materials Co Ltd | Rotary embedding method of precast pile |
| US20190368149A1 (en) * | 2006-09-08 | 2019-12-05 | Benjamin G. Stroyer | Pile coupling for helical pile/torqued in pile |
| CN103628481A (en) * | 2012-08-27 | 2014-03-12 | 李孝虎 | Static pressure construction technology of prestressed pipe piles |
| CN107130650A (en) * | 2017-06-30 | 2017-09-05 | 中交上海三航科学研究院有限公司 | A kind of large-diameter pile axis verticality real-time monitoring system |
| CN109848619A (en) * | 2017-11-30 | 2019-06-07 | 上海宝冶集团有限公司 | PHC automatic soldering devices and its application method |
| CN108797571A (en) * | 2018-07-09 | 2018-11-13 | 江苏地基工程有限公司 | A kind of novel stiff composite pile efficient construction method |
| CN109208600A (en) * | 2018-08-21 | 2019-01-15 | 江苏兴厦建设工程集团有限公司 | A kind of construction of Static Pressure Pile method |
| CN110273413A (en) * | 2019-06-12 | 2019-09-24 | 宁波中淳高科股份有限公司 | A kind of efficient construction method of prefabricated pile |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112854284A (en) * | 2021-01-15 | 2021-05-28 | 中国电建集团港航建设有限公司 | Construction method of tubular pile foundation for bottom mud treatment plant |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US20220145574A1 (en) | System and method for monitoring earth pressure and displacement of miniature steel pipe pile body | |
| CN108797587A (en) | A kind of novel sinking construction technology of static pressed pile | |
| CN203846485U (en) | Long pile percussion drill hole forming construction device | |
| CN110631560B (en) | Underground excavation interval monitoring and measuring method for subway station in dense building area | |
| CN102535263B (en) | Roadbed with pile-net composite structure and construction method thereof | |
| CN109797749B (en) | Underwater foundation pit construction device and construction method | |
| CN103243747A (en) | Deviation rectifying method of prestressed concrete pipe pile foundation | |
| CN112609692A (en) | Construction method of prestressed pipe pile in complex geological area filled with sea | |
| CN105040715A (en) | Method for building bridge construction cofferdam through steel sheet piles | |
| CN110387879A (en) | A kind of concrete filling pile construction method of hydraulic vibration hammer hidden pipe | |
| CN112392049A (en) | Excavation construction method for deep foundation pit in weak stratum | |
| CN112144514A (en) | Simple method for forming hole and pile in sand and pebble stratum easy to collapse during rotary drilling machine | |
| Gao et al. | Influence of Benoto bored pile construction on nearby existing tunnel: A case study | |
| Ergun | Deep excavations | |
| CN111455979A (en) | PHC pile construction process for bottom mud treatment plant | |
| CN106869038B (en) | The auxiliary device and its construction method for preventing overpass from settling | |
| CN111335912B (en) | Large-pipe-diameter mechanical pipe jacking construction process for soft soil foundation in collapsible loess area | |
| CN117211826A (en) | Box culvert jacking construction method based on under-crossing airport runway pipe curtain method | |
| CN113174991B (en) | Pile periphery stratum collapse grouting reinforcement method for ocean deepwater inclined piles | |
| CN114016495A (en) | Construction method for underground continuous wall system under weak geological conditions in sea reclamation area | |
| McVay et al. | Field testing of jet-grouted piles and drilled shafts. | |
| CN112281821A (en) | Cast-in-situ bored pile construction process | |
| CN112854284A (en) | Construction method of tubular pile foundation for bottom mud treatment plant | |
| Tang et al. | Steel Piles Driving Procedure and Result Analysis of Extradosed Bridge Mainland–Pelješac | |
| CN214368163U (en) | Pipe ramming construction equipment |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20200728 |
|
| RJ01 | Rejection of invention patent application after publication |