Pile foundation pile pressing construction method

Abstract

The invention provides a pile foundation pile pressing construction method, and relates to the technical field of pile foundation pile pressing construction method.The method comprises the steps that before construction, surveying and paying off are conducted on the basis of a pile position arrangement diagram to determine a pile position and a pile pressing frame operation platform line, acceptance inspection of a precast pile is conducted, and pile pressing is conducted; formal pile hammering, pile splicing and pile feeding are conducted; obtaining a pile position deviation evaluation value, a pile body perpendicularity evaluation value, a pile body bearing capacity evaluation value and a welding quality evaluation value; constructing a pile foundation pile pressing construction quality evaluation matrix; and a pile foundation pile pressing construction quality comprehensive evaluation value is obtained based on the pile foundation pile pressing construction quality evaluation matrix, and the pile foundation pile pressing construction quality is checked and accepted based on the pile foundation pile pressing construction quality comprehensive evaluation value. Through scientific construction quality evaluation, quantitative evaluation indexes and matrix construction, the defects that a traditional method is high in subjectivity, lacks quantitative indexes and standards, lacks comprehensive quality control, is difficult to track and record and lacks standardization and normalization in the aspect of construction quality acceptance are overcome.

Description

Technical Field

[0001] The invention belongs to the technical field of pile foundation driving pile construction methods, and in particular relates to a pile foundation driving pile construction method. Background Art

[0002] The traditional pile foundation driving construction method includes measuring and setting out → positioning the pile driver → checking the pile position → hanging the pile wire rope → lifting the pile → two-way correction of the pile tip entering the soil to stabilize the pile → initial pressurization → checking the verticality of the pile body → formally hammering the pile → observing and correcting the verticality of the pile body → when the pile top is 1 meter from the ground, the second section of the pile is hoisted into place → welding the pile → continuing to hammer the pile → recording the pile elevation → pile formation → moving the machine to the next pile until all piles are completed → cleaning the pile head → cleaning the soil in the pile hole → placing the steel cage → pouring micro-expansion concrete;

[0003] The traditional pile foundation driving construction method relies on experience or a single standard when conducting construction quality acceptance, and has the disadvantages of strong subjectivity, lack of quantifiable indicators, lack of comprehensive quality control, difficulty in tracking and recording, and lack of standardization and regularization. Summary of the invention

[0004] The present invention provides a pile foundation driving pile construction method, which is used to solve at least one of the technical problems mentioned above.

[0005] In order to solve the above technical problems, the present invention discloses a pile foundation pressure pile construction method, comprising the following steps:

[0006] S1. Before construction, the pile positions and the pile frame operating platform line are determined based on the pile position layout diagram, and the prefabricated piles are inspected and accepted;

[0007] S2, hoisting the first section of pile and feeding it steadily into the gripper of the pile driver, adjusting the deviation between the center point of the pile tip of the first section of pile and the pile position and the verticality of the first section of pile before pressing the pile;

[0008] S3, conduct formal pile hammering, pile connection and pile delivery, including (a) preparing to hammer the first section of piles, (b) connecting the second section of piles, (c) connecting the third section of piles, (d) hammering the entire pile into the ground, and (e) hammering the piles to the designed elevation by delivery and connection;

[0009] S4, using GPS positioning equipment, inclinometer, dynamic and static load tester and weld detector during construction, the pile foundation is subjected to several pile position deviation data collection, pile body verticality data collection, pile body bearing capacity data collection and welding strength data collection, and the collected data are respectively input into the trained pile position deviation assessment model, pile body verticality assessment model, pile body bearing capacity assessment model and welding quality assessment model to obtain the pile position deviation assessment value, pile body verticality assessment value, pile body bearing capacity assessment value and welding quality assessment value;

[0010] S5. Construct a pile foundation pressure pile construction quality assessment matrix based on a number of pile position deviation assessment values, pile body verticality assessment values, pile body bearing capacity assessment values ​​and welding quality assessment values ​​and a number of pile position deviation collection data, pile body verticality collection data, pile body bearing capacity collection data and welding strength collection data;

[0011] S6. Obtain a comprehensive evaluation value of the pile foundation driving pile construction quality based on the pile foundation driving pile construction quality evaluation matrix, and inspect and accept the pile foundation driving pile construction quality based on the comprehensive evaluation value of the pile foundation driving pile construction quality.

[0012] Preferably, step S1 comprises:

[0013] S11. Establish a survey control network based on the pile layout diagram, measure and set the main coordinate control points and the building axis, and establish a plane control network for the entire construction site. Measure and set the building axis and main control points to prepare for pile foundation setting out and realize survey and setting out;

[0014] S12. According to the main coordinate control points and the building axis, the pile positions are measured and placed according to the pile position layout diagram, and the center of the pile position is marked with steel bars or bamboo sticks;

[0015] S13. Acceptance of precast piles shall be conducted based on the precast pile appearance quality standards.

[0016] Preferably, the precast pile appearance quality standards include:

[0017] The surface of the precast pile is flat and dense, the depth of corner drop does not exceed 10mm, the area of ​​local honeycomb and corner drop defects does not exceed 0.5% of the pile surface area, and shall not be excessively concentrated;

[0018] The depth of cracks on the surface of precast piles shall not exceed 20mm, and the width shall not exceed 0.15mm;

[0019] There shall be no honeycombs, rough surfaces, cracks or chipped corners on the top and tip of precast piles.

[0020] Preferably, step S2 comprises:

[0021] S21. Prefabricated piles are transported by two-lifting point method and lifted by one-lifting point method. The lifting point is set at 0.3 times of the pile length. During the lifting process, the lower part of the pile is stabilized by the support rope. The crane reduces the boom elevation angle and the boom extension length as much as possible, slowly drags the pile to the nearest place of the pile driver, and then starts to lift the hook vertically, and feeds the pile steadily into the pile driver's clamp;

[0022] S23, according to the set main control points, the pile position is rechecked by the rectangular coordinate method, and the first section of piles is lowered after it is correct, and the deviation between the center point of the pile tip of the first section of piles and the pile position is controlled within 20mm;

[0023] S24. When the pile tip enters the soil layer by 500mm, use the theodolite to adjust the pile frame of the pile driver to a vertical position, and then adjust the verticality of the first section of the pile to keep the pile frame parallel to the pile body. The accuracy error is less than 1% of the pile length, and the verticality deviation of the first section of the pile when inserted into the ground shall not exceed 0.3%. The pile can be driven and tracked and monitored during the driving process to command the pile frame to maintain its accuracy. If the tolerance is exceeded, it must be adjusted in time, but the pile body must not be cracked. If necessary, the pile body should be pulled out and re-inserted. The pile body should be pulled out as much as possible, the cause should be found out, the fault should be eliminated, and construction should be carried out after backfilling with sand. It is not allowed to use the method of force to quickly correct the deviation, which may crack or break the pile body.

[0024] Preferably, step S3 includes:

[0025] The first section of piles are hammered into the ground line. After the first section of piles are hammered, they are welded to the second section of piles through pile joints to connect the first and second sections of piles. After welding, the second section of piles are hammered. After the piles are hammered, the second section of piles are welded to the third section of piles through pile joints to connect the second and third sections of piles. After welding, the third section of piles are hammered. After the third section of piles are hammered, they are driven by pile drivers until the pile drivers hammer to the designed elevation.

[0026] Preferably, the hammer pile comprises a first-stage hammer pile, a second-stage hammer pile and a third-stage hammer pile:

[0027] Use the guide sliding fixture or pile hoop of the pile frame to embed the first section of piles in the two guide holes of the pile frame, and slowly lower it into the soil. After the position and verticality of the first section of piles are corrected, the pile cap can be pressed on the first section of piles. At the same time, a ruler should be set on the side or frame of the first section of piles, and records should be made. Then the first section of piles can be hammered. After the first section of piles and the second section of piles are connected, the second section of piles can be hammered. After the second section of piles and the third section of piles are connected, the third section of piles can be hammered.

[0028] During the pile hammering process, if the pile heads of the first, second or third sections are uneven, use sacks or thick cardboard to level them, or apply epoxy mortar to make them smooth first. Start hammering the piles slowly, observe the pile body, and after the pile frame is vertical and consistent, you can switch to normal pressure application. After the pile is driven into the ground to a certain depth and stabilizes, continue to hammer according to the required drop distance.

[0029] Preferably, the pile connection includes the connection between the first-section pile and the second-section pile, and the connection between the second-section pile and the third-section pile:

[0030] When the first section of piles and the second section of piles are connected, the pile position and the first section of piles and the second section of piles are kept on the same axis. When the second section of piles and the third section of piles are connected, the pile position and the second section of piles and the third section of piles are kept on the same axis, and the pile connection is carried out by welding;

[0031] The time for connecting piles should be shortened as much as possible to avoid the soil around the piles becoming heavy and consolidating, which may affect the pile sinking.

[0032] After welding is completed, check and accept it, and wait until the weld temperature drops before piling. It is strictly forbidden to use water for cooling, and piles should be sunk immediately after welding.

[0033] Preferably, a pile driver must be used when delivering the pile, and a pin-type pile driver can be used;

[0034] When driving piles, the driving depth should be calculated according to the design requirements and marked on the pile driver. When the pile is about 1m away from the design elevation, the surveyor will instruct the pile driver to reduce the speed and track the driving of the pile until the pile reaches the design elevation, and then send a signal to stop driving the pile.

[0035] The holes left after delivering the piles should be promptly backfilled and compacted with ballast. The allowable deviation of the pile top elevation is ±50mm, and the displacement deviation of the pile top should be controlled within the allowable range. The holes left by delivering the piles should be covered with square wood and bamboo plywood to prevent objects and people from falling, and should be backfilled in time to avoid machine sinking.

[0036] Optimally, the pile foundation and pile driving construction quality assessment matrix is ​​as follows:

[0037] Among them, W is the pile foundation pile driving construction quality assessment matrix, A1 is the pile position deviation assessment value output by the pile position deviation assessment model after the first stage of pile hammering is completed, A2 is the pile position deviation assessment value output by the pile position deviation assessment model after the second stage of pile hammering is completed, and A n is the pile position deviation assessment value output by the pile position deviation assessment model after the nth pile hammer pile is completed, B1 is the pile body verticality assessment value output by the pile body verticality assessment model after the first pile hammer pile is completed, B2 is the pile body verticality assessment value output by the pile body verticality assessment model after the second pile hammer pile is completed, and B n is the pile verticality assessment value output by the pile verticality assessment model after the nth pile hammer pile is completed, C1 is the pile bearing capacity assessment value output by the pile bearing capacity assessment model after the first pile hammer pile is completed, C2 is the pile bearing capacity assessment value output by the pile bearing capacity assessment model after the second pile hammer pile is completed, and C n is the pile bearing capacity assessment value output by the pile bearing capacity assessment model after the nth pile hammer pile is completed, D1 is the welding quality assessment value output by the welding quality assessment model after the first pile joint is welded, D2 is the welding quality assessment value output by the welding quality assessment model after the second pile joint is welded, and D n The value is the same as D1. a1 is the data collected after the first stage of pile hammering, and a2 is the data collected after the second stage of pile hammering. nis the data collected for the pile position deviation after the completion of the nth pile hammer pile, b1 is the data collected for the verticality of the pile body after the completion of the first pile hammer pile, b2 is the data collected for the verticality of the pile body after the completion of the second pile hammer pile, b n is the data collected for the verticality of the pile body after the completion of the nth pile hammer pile, c1 is the data collected for the bearing capacity of the pile body after the completion of the first pile hammer pile, c2 is the data collected for the bearing capacity of the pile body after the completion of the second pile hammer pile, c n is the data collected for the bearing capacity of the pile body after the completion of the pile hammering of the nth section, d1 is the data collected for the welding strength after the welding of the first pile joint is completed, d2 is the data collected for the welding strength after the welding of the second pile joint is completed, and d n The value is the same as d1.

[0038] Preferably, the rank of the pile foundation driving pile construction quality assessment matrix is ​​used as the comprehensive assessment value of the pile foundation driving pile construction quality. When the comprehensive assessment value of the pile foundation driving pile construction quality is greater than the preset comprehensive assessment value of the pile foundation driving pile construction quality, the pile foundation driving pile construction quality is qualified, otherwise it is unqualified.

[0039] Compared with the prior art, the present invention has the following beneficial effects:

[0040] The pile foundation driving construction method of the present invention effectively solves the shortcomings of traditional methods in construction quality acceptance, such as strong subjectivity, lack of quantitative indicators and standards, lack of comprehensive quality control, difficulty in tracking and recording, and lack of standardization and regularization, through scientific construction quality evaluation, quantitative evaluation indicators and matrix construction, comprehensive quality control and tracking, and standardized construction quality acceptance, improves the objectivity, accuracy and reliability of construction quality, and provides a more scientific and reliable quality control and evaluation means for pile foundation driving construction. BRIEF DESCRIPTION OF THE DRAWINGS

[0041] The accompanying drawings are used to provide a further understanding of the present invention and constitute a part of the specification. Together with the embodiments of the present invention, they are used to explain the present invention and do not constitute a limitation of the present invention. In the accompanying drawings:

[0042] Figure 1 The present invention is a kind of pile foundation pressure pile construction process diagram proposed by the present invention.

[0043] In the figure: 1. The first section of pile; 2. The second section of pile; 3. The third section of pile; 4. Pile driver; 5. Pile joint; 6. Ground line; 7. Pile driving frame operating platform line. DETAILED DESCRIPTION

[0044] The preferred embodiments of the present invention are described below in conjunction with the accompanying drawings. It should be understood that the preferred embodiments described herein are only used to illustrate and explain the present invention, and are not used to limit the present invention.

[0045] In addition, in the present invention, the descriptions of "first", "second", etc. are only used for descriptive purposes, and do not specifically refer to the order or sequence, nor are they used to limit the present invention. They are only used to distinguish components or operations described with the same technical terms, and cannot be understood as indicating or implying their relative importance or implicitly indicating the number of technical features indicated. Therefore, the features defined as "first" and "second" may explicitly or implicitly include at least one of the features. In addition, the technical solutions and technical features between the various embodiments can be combined with each other, but they must be based on the ability of ordinary technicians in the field to implement them. When the combination of technical solutions is contradictory or cannot be implemented, it should be considered that such a combination of technical solutions does not exist and is not within the scope of protection required by the present invention.

[0046] The present invention provides the following embodiments

[0047] Example 1

[0048] The embodiment of the present invention provides a pile foundation pressure pile construction method, such as Figure 1 As shown, the following steps are included:

[0049] S1. Before construction, the pile positions and the pile frame operating platform line 7 are determined by measuring and laying out based on the pile position layout diagram, and the prefabricated piles are inspected and accepted;

[0050] S2, lifting the first section pile 1 and feeding it steadily into the gripper of the pile driver, adjusting the deviation between the center point of the pile tip of the first section pile 1 and the pile position and the verticality of the first section pile 1 and then performing pile pressing;

[0051] S3, conduct formal pile hammering, pile connection and pile delivery, including (a) preparing to hammer the first section of piles, (b) connecting the second section of piles, (c) connecting the third section of piles, (d) hammering the entire pile into the ground, and (e) hammering the piles to the designed elevation by delivery and connection;

[0052] S4, using GPS positioning equipment, inclinometer, dynamic and static load tester and weld detector during construction, the pile foundation is subjected to several pile position deviation data collection, pile body verticality data collection, pile body bearing capacity data collection and welding strength data collection, and the collected data are respectively input into the trained pile position deviation assessment model, pile body verticality assessment model, pile body bearing capacity assessment model and welding quality assessment model to obtain the pile position deviation assessment value, pile body verticality assessment value, pile body bearing capacity assessment value and welding quality assessment value;

[0053] S5. Construct a pile foundation pressure pile construction quality assessment matrix based on a number of pile position deviation assessment values, pile body verticality assessment values, pile body bearing capacity assessment values ​​and welding quality assessment values ​​and a number of pile position deviation collection data, pile body verticality collection data, pile body bearing capacity collection data and welding strength collection data;

[0054] S6. Obtain a comprehensive evaluation value of the pile foundation driving pile construction quality based on the pile foundation driving pile construction quality evaluation matrix, and inspect and accept the pile foundation driving pile construction quality based on the comprehensive evaluation value of the pile foundation driving pile construction quality.

[0055] The working principle and beneficial effects of the above technical solution are as follows: the present invention monitors and evaluates key indicators in the pile foundation construction process by using a variety of sensors and instruments, thereby effectively improving the controllability and accuracy of the construction quality. The collected data is processed by the evaluation model to obtain the pile position deviation evaluation value, the pile body verticality evaluation value, the pile body bearing capacity evaluation value and the welding quality evaluation value. By constructing a pile foundation pile driving construction quality evaluation matrix and comprehensively considering the evaluation values ​​of various indicators, a comprehensive evaluation value of the pile foundation pile driving construction quality is obtained. Based on the comprehensive evaluation value, the pile foundation pile driving construction quality can be inspected and accepted, and the pile foundation pile driving construction quality can be objectively and accurately evaluated, thereby improving the controllability and accuracy of the construction quality and ensuring the reliability and safety of the pile foundation construction quality.

[0056] The pile foundation driving construction method of the present invention effectively solves the shortcomings of traditional methods in construction quality acceptance, such as strong subjectivity, lack of quantitative indicators and standards, lack of comprehensive quality control, difficulty in tracking and recording, and lack of standardization and regularization, through scientific construction quality evaluation, quantitative evaluation indicators and matrix construction, comprehensive quality control and tracking, and standardized construction quality acceptance, improves the objectivity, accuracy and reliability of construction quality, and provides a more scientific and reliable quality control and evaluation means for pile foundation driving construction.

[0057] Example 2

[0058] Based on Example 1, step S1 includes:

[0059] S11. Establish a survey control network based on the pile layout diagram, measure and set the main coordinate control points and the building axis, and establish a plane control network for the entire construction site. Measure and set the building axis and main control points to prepare for pile foundation setting out and realize survey and setting out;

[0060] S12. According to the main coordinate control points and the building axis, the pile positions are measured and placed according to the pile position layout diagram, and the center of the pile position is marked with steel bars or bamboo sticks;

[0061] S13. Acceptance of precast piles shall be conducted based on the precast pile appearance quality standards.

[0062] The working principle and beneficial effects of the above technical solution are as follows: by establishing a measurement control network, the main coordinate control points and the building axis are accurately determined, and the establishment of a plane control network for the construction site is ensured, which not only lays a solid foundation for the subsequent pile position layout, but also ensures the accuracy of the relative position of the building, thereby effectively avoiding construction problems caused by measurement errors. According to the main coordinate control points and the building axis, the pile positions are measured and laid out according to the pile position layout diagram, and each pile position is marked with steel bars or bamboo sticks. This method makes the positioning of the pile position more intuitive and reliable, and effectively avoids the deviation of the pile foundation position caused by errors during the construction process.

[0063] Example 3

[0064] Based on Example 2, the precast pile appearance quality standards include:

[0065] The surface of the precast pile is flat and dense, the depth of corner drop does not exceed 10mm, the area of ​​local honeycomb and corner drop defects does not exceed 0.5% of the pile surface area, and shall not be excessively concentrated;

[0066] The depth of cracks on the surface of precast piles shall not exceed 20mm, and the width shall not exceed 0.15mm;

[0067] There shall be no honeycombs, rough surfaces, cracks or chipped corners on the top and tip of precast piles.

[0068] The working principle and beneficial effects of the above technical solution are as follows: clear precast pile appearance quality standards can effectively control the manufacturing process of precast piles, ensure that the appearance quality of precast piles meets the design and construction requirements, provide qualified precast piles for subsequent pile foundation driving construction, and improve construction quality and project reliability. The introduction of this standard plays an important guiding role in the quality control of precast piles and helps to ensure the safety and reliability of pile foundation construction.

[0069] Example 4

[0070] Based on Example 1, step S2 includes:

[0071] S21. Prefabricated piles are transported by two-lifting point method and lifted by one-lifting point method. The lifting point is set at 0.3 times of the pile length. During the lifting process, the lower part of the pile is stabilized by the support rope. The crane reduces the boom elevation angle and the boom extension length as much as possible, slowly drags the pile to the nearest place of the pile driver, and then starts to lift the hook vertically, and feeds the pile steadily into the pile driver's clamp;

[0072] S23, according to the set main control points, the pile position is rechecked by the rectangular coordinate method, and the first section pile 1 is lowered after it is correct, and the deviation between the center point of the pile tip of the first section pile 1 and the pile position is controlled within 20mm;

[0073] S24. When the pile tip enters the soil layer by 500mm, use the theodolite to adjust the pile frame of the pile driver to a vertical position, and then adjust the verticality of the first section of the pile 1 to keep the pile frame parallel to the pile body. The accuracy error is less than 1% of the pile length, and the verticality deviation of the first section of the pile 1 when inserted into the ground shall not exceed 0.3%. The pile can be driven and tracked and monitored during the driving process to command the pile frame to maintain its accuracy. If the tolerance is exceeded, it must be adjusted in time, but the pile body must not be cracked. If necessary, the pile body should be pulled out and reinserted as much as possible, the cause should be found out, the fault should be eliminated, and construction should be carried out after backfilling with sand. It is not allowed to use the method of force to quickly correct the deviation, which may crack or break the pile body.

[0074] The working principle and beneficial effects of the above technical solution are as follows: first, the prefabricated piles are transported by the two-lifting point method, and lifted by the one-lifting point method. The lifting point is set at 0.3 times the length of the pile. During the lifting process, the lower part of the pile is stabilized by a supporting rope, and the boom elevation angle and the boom extension length are minimized as much as possible. The pile is slowly dragged to the position closest to the pile driver, and then the vertical hook is started to feed the pile steadily into the pile driver clamp. This operation method can ensure the smooth lifting and positioning of the pile, and avoid violent shaking and instability of the pile body. According to the set main control points, the rectangular coordinate method is used to conduct a secondary review of the pile position to ensure the accuracy of the pile position. When lowering the first section of the pile, the deviation between the center point of the pile tip of the first section of the pile and the pile position must be controlled within 20mm to ensure the accuracy of the pile position. When the pile tip enters the soil layer 500mm, Use the theodolite to adjust the vertical position of the pile frame of the pile driver, and adjust the verticality of the first section of the pile to keep the pile frame parallel to the pile body. The accuracy error between the pile frame and the pile body should be less than 1% of the pile length, and the verticality deviation of the first section of the pile when inserted into the ground shall not exceed 0.3%. During the pile driving process, tracking and monitoring are required, and the pile frame is directed to maintain its accuracy. If an out-of-tolerance situation occurs, it must be adjusted in time, but the pile body must not be cracked. If adjustment is required, the pile body should be pulled out as much as possible. After finding out the cause and troubleshooting, construction after sand backfilling should be carried out. It is not allowed to use the method of forced pulling for rapid correction to avoid cracking or breaking the pile body. This can ensure the safety and precision requirements of the pile lifting, positioning and pile driving process, which will improve the accuracy and controllability of pile foundation driving construction and ensure the quality and safety of pile foundation construction.

[0075] Example 5

[0076] Based on Example 1, step S3 includes:

[0077] The first section pile 1 is hammered into the ground line 6. After the first section pile 1 is hammered, it is welded to the second section pile 2 through the pile joint 5 to achieve the connection between the first section pile 1 and the second section pile 2. After welding, the second section pile 2 is hammered. After the hammering is completed, the second section pile 2 is welded to the third section pile 3 through the pile joint 5 to achieve the connection between the second section pile 2 and the third section pile 3. After welding, the third section pile 3 is hammered. After the hammering of the third section pile 3 is completed, it is driven by the pile driver 4 until the pile driver 4 hammers to the designed elevation.

[0078] The working principle and beneficial effects of the above technical solution are: clear regulations on the steps of pile hammering and pile connection can effectively improve the efficiency and quality of pile foundation construction, ensure the connection strength and stability between each section of piles, and provide a reliable foundation for subsequent construction links.

[0079] Example 6

[0080] On the basis of Example 5, the hammer pile includes a first-stage hammer pile, a second-stage hammer pile and a third-stage hammer pile:

[0081] Use the guide sliding fixture or pile hoop of the pile frame to embed the first section pile 1 in the two guides of the pile frame, slowly lower it into the soil, and after the position and verticality of the first section pile 1 are corrected, the pile cap can be pressed on the first section pile 1. At the same time, a ruler should be set on the side or frame of the first section pile 1, and records should be made. Then, the first section pile can be hammered. After the first section pile 1 and the second section pile 2 are connected, the second section pile can be hammered. After the second section pile 2 and the third section pile 3 are connected, the third section pile can be hammered.

[0082] During the pile hammering process, if the pile heads of the first section pile 1, the second section pile 2 or the third section pile 3 are uneven, use sacks or thick cardboard to level them, or you can first fill them with epoxy mortar to make them smooth. Start hammering the piles slowly, observe the pile body, and after the pile frame is vertical and consistent, you can switch to normal pressure application. After the pile is driven into the ground to a certain depth and stabilizes, continue to hammer according to the required drop distance.

[0083] Preferably, the pile cap is made of cast steel or steel plate, the hammer pad is mostly made of hardwood or white palm rope coil, the pile pad is mostly made of pine or paper pad or phenolic laminated plastic, synthetic rubber, etc. The surface of the pile cap in contact with the first section pile 1 must be flat, and should be in the same straight line as the pile body of the first section pile 1 to avoid deflection when the pile is pressed. If the pile needs to be deeply buried in the soil, a pile driver 4 should be used. The pile driver 4 is made of steel, and the length and diameter are determined as needed. When in use, the pile driver 4 is placed on the top of the first section pile 1 so that it is in the same vertical line as the first section pile 1, and the first section pile 1 is slowly pressed into the soil. During the pile sinking process, attention should be paid to whether the pile body has displacement and tilt. If any problems are found, they should be corrected in time. During the pile sinking process, records of pile sinking construction should be made. When it is close to the design requirements, the penetration or burial elevation can be observed until the design requirements are met, and then the pile driver is moved to the new pile position.

[0084] The working principle and beneficial effects of the above technical solution are as follows: the pile hammering process includes hammering in the first-section pile 1, the second-section pile 2 and the third-section pile 3 one by one. First, the first-section pile 1 is fixed in the guide injection of the pile frame by using the guide sliding clamp or pile hoop of the pile frame, and then slowly lowered and inserted into the soil. After the position and verticality are corrected, the pile cap is pressed on the first-section pile 1, and a ruler is set on the side of the first-section pile 1 or on the pile frame to record the progress to ensure accurate pile hammering depth. Then, after the first-section pile 1 is connected to the second-section pile 2, the second-section pile is hammered, and then the third-section pile is hammered. During the pile hammering process, if it is found that the pile heads of the first-section pile 1, the second-section pile 2 or the third-section pile 3 are uneven, they need to be leveled with sacks or thick cardboard. If necessary, epoxy mortar can be used to fill them to ensure flatness. The pile hammering should be started slowly, and the verticality of the pile body and the pile frame should be observed. Only after ensuring consistency can normal pressure be applied, and wait. After the pile hammer has penetrated into the soil to a certain depth and stabilized, it is driven at the required distance to ensure the stability of the pile foundation. The pile cap is made of cast steel or steel plate, and the hammer pad is mostly made of hardwood or white palm rope coil. The pile pad can be made of pine wood, paper pad or phenolic laminated plastic, synthetic rubber and other materials. The contact surface between the pile cap and the first section of the pile 1 must be flat and on the same straight line to avoid deflection when the pile is pressed. If deeper penetration is required, a steel pile driver 4 is used for assistance. Ensure that the pile driver is on the same vertical line as the first section of the pile 1 and slowly press it into the soil. During the pile sinking process, it is necessary to continuously monitor whether the pile body has displacement and tilt, and correct it in time. At the same time, keep construction records. By refining the pile hammer process, it can be ensured that the hammering process of each section of the pile meets the design requirements, enhancing the accuracy and stability of the pile foundation construction, which will greatly improve the overall quality and safety of the project and ensure the smooth progress of subsequent construction.

[0085] Example 7

[0086] On the basis of Example 5, the pile connection includes connecting the first-section pile 1 with the second-section pile 2, and connecting the second-section pile 2 with the third-section pile 3:

[0087] When the first-section pile 1 and the second-section pile 2 are connected, the pile position and the first-section pile 1 and the second-section pile 2 are kept on the same axis. When the second-section pile 2 and the third-section pile 3 are connected, the pile position and the second-section pile 2 and the third-section pile 3 are kept on the same axis, and the piles are connected by welding;

[0088] The time for connecting piles should be shortened as much as possible to avoid the soil around the piles becoming heavy and consolidating, which may affect the pile sinking.

[0089] After welding is completed, check and accept it, and wait until the weld temperature drops before piling. It is strictly forbidden to use water for cooling, and piles should be sunk immediately after welding.

[0090] Preferably, the prefabricated piles are spliced ​​into whole piles by end plate welding. Before welding, the embedded iron parts of the pile head (the first section pile 1 or the second section pile 2) must be cleaned of rust to expose the metallic luster. When welding, the four corners should be spot welded and fixed, and then welded symmetrically at the same time to reduce welding deformation. The weld seam is required to be continuous and full, and the weld seam thickness must meet the design requirements. When manually welding, the first layer must be primed with a Φ3.2mm electric welding rod to ensure that the root is welded through. The second layer can use a thick welding rod (Φ4mm or Φ5mm), and an E4303 or E4316 welding rod is used;

[0091] The welding part of the groove groove at the joint should be divided into more than three layers for symmetrical circumferential welding, and measures should be taken to reduce welding deformation, correctly control the welding current and speed, the welding thickness of each layer should be uniform, the welding slag between each layer must be knocked off before welding the next layer, the welding of the groove groove must be full, the welding thickness should be 1mm higher than the groove, the weld must be checked for each layer, the weld should not have defects such as slag inclusion and pores, the allowable deviation table of the joint seam is as follows:

[0092] Table of allowable deviation of joints

[0093] Serial number Deviation name Allowable deviation value 1 Pile curvature ≤L / 1200 2 Gap between the two ends of the pile ≤2mm 3 Bevel misalignment ≤2mm 4 Welding height ≤1mm

[0094] The working principle and beneficial effects of the above technical solution are as follows: in the process of connecting piles, first of all, it should be ensured that the first section pile 1 and the second section pile 2 are connected on the same axis, while maintaining the accuracy of the pile position. When the second section pile 2 and the third section pile 3 are connected, it is also necessary to ensure that the two remain on the same axis. In order to achieve this, welding is used for pile connection. The time during welding should be shortened as much as possible to avoid the consolidation of the soil around the pile due to too long a time, thereby affecting the subsequent pile sinking process. After welding is completed, the weld needs to be inspected and accepted, and pile driving can be carried out after the weld cools down naturally. It is strictly forbidden to use water cooling to prevent cracks or other defects in the weld. The splicing of prefabricated piles is connected by end plate welding. Before welding, the rust on the embedded iron parts of the pile head (the first section pile or the second section pile) should be removed to expose the metallic luster to ensure the welding quality. When welding, first fix the four corners by spot welding, and then weld symmetrically at the same time to reduce welding deformation and ensure that the weld is continuous and full. The thickness of the weld must meet the design requirements. During manual welding, the first layer needs to be primed with a Φ3.2mm welding rod to ensure full penetration before using a thick welding rod (Φ4mm or Φ5mm) for subsequent welding. The welding part of the groove groove at the joint should be symmetrically welded in three or more layers, and corresponding measures should be taken to reduce welding deformation. The control of welding current and speed is crucial. The welding thickness of each layer should be uniform, and the welding slag must be removed before welding each layer. The welding of the groove groove should be fully welded, and the welding thickness should be 1mm higher than the groove. The weld must be inspected at each layer to ensure that there are no defects such as slag inclusions and pores, thereby ensuring the strength and stability of the welding. To ensure the quality of pile connection, the allowable deviation of the joint should meet the following standards: pile body curvature ≤L / 1200, gap between the two ends of the pile ≤2mm, groove misalignment ≤2mm, welding height ≤1mm. The above rigorous welding regulations and testing standards can effectively improve the quality of pile foundation connection, ensure the smooth progress of the subsequent pile sinking process, and enhance the overall safety and reliability of the project.

[0095] Example 8

[0096] On the basis of Embodiment 5, a pile driver 4 must be used when driving the pile, and a pin-type pile driver can be used;

[0097] When driving the pile, the driving depth should be calculated according to the design requirements, and a conspicuous mark should be made on the pile driver 4. When the pile is driven to about 1m from the design elevation, the surveyor instructs the pile driver to reduce the speed and tracks and observes the driving of the pile until the pile reaches the design elevation, and then sends a signal to stop driving the pile.

[0098] The holes left after delivering the piles should be promptly backfilled and compacted with ballast. The allowable deviation of the pile top elevation is ±50mm, and the displacement deviation of the pile top should be controlled within the allowable range. The holes left by delivering the piles should be covered with square wood and bamboo plywood to prevent objects and people from falling, and should be backfilled in time to avoid machine sinking.

[0099] The working principle and beneficial effects of the above technical solution are as follows: in the process of pile driving, a pile driver 4 must be used, and a pin-type pile driver can be selected. Before driving the pile, the depth of the pile driving should be calculated according to the design requirements, and a conspicuous mark should be made on the pile driver 4 so that the operator can accurately grasp the depth of the pile driving. When the pile is driven to about 1m from the design elevation, the surveyor instructs the pile driver operator to reduce the speed and continuously track and observe the pile driving situation until the pile reaches the design elevation. Once the design elevation is reached, a signal should be sent to stop the pile driving to ensure the accuracy and stability of the pile driving. After the pile is driven, backfilling and tamping must be carried out in time. For the holes left by the pile, the allowable deviation of the pile top elevation is ±50mm, and the deviation of the pile top displacement must be controlled within the allowable range. To avoid accidents and personal injury, the holes left by the piles should be covered with square wood, bamboo plywood and other materials to prevent objects or people from falling. At the same time, the holes should be backfilled in time to avoid unsafe situations such as machine traps. By clearly defining the pile delivery operation procedures and precautions, the accuracy, safety and stability of pile delivery can be ensured, which will improve the efficiency and quality of pile foundation construction, reduce the risk of accidents, and provide a reliable foundation for the smooth progress of subsequent projects.

[0100] Example 9

[0101] Based on Example 1, the pile foundation and pile driving construction quality assessment matrix is ​​as follows:

[0102] Among them, W is the pile foundation pile driving construction quality assessment matrix, A1 is the pile position deviation assessment value output by the pile position deviation assessment model after the first section pile 1 is hammered, A1 is the pile position deviation assessment value output by the pile position deviation assessment model after the second section pile 2 is hammered, and A n is the pile position deviation assessment value output by the pile position deviation assessment model after the pile hammering of the nth pile is completed, B1 is the pile body verticality assessment value output by the pile body verticality assessment model after the pile hammering of the first pile 1 is completed, B2 is the pile body verticality assessment value output by the pile body verticality assessment model after the pile hammering of the second pile 2 is completed, B n is the pile verticality assessment value output by the pile verticality assessment model after the nth pile is hammered, C1 is the pile bearing capacity assessment value output by the pile bearing capacity assessment model after the first pile 1 is hammered, C2 is the pile bearing capacity assessment value output by the pile bearing capacity assessment model after the second pile 2 is hammered, C n is the pile bearing capacity assessment value output by the pile bearing capacity assessment model after the nth pile hammer pile is completed, D1 is the welding quality assessment value output by the welding quality assessment model after the first pile joint 5 is welded, D2 is the welding quality assessment value output by the welding quality assessment model after the second pile joint 5 is welded, and D n The value is the same as D1. a1 is the data collected after the first section of pile 1 is hammered, and a2 is the data collected after the second section of pile 2 is hammered. nis the data collected for the pile position deviation after the pile hammering of the nth section is completed, b1 is the data collected for the verticality of the pile body after the pile hammering of the first section 1 is completed, b2 is the data collected for the verticality of the pile body after the pile hammering of the second section 2 is completed, b n is the data collected for the verticality of the pile body after the nth pile is hammered, c1 is the data collected for the bearing capacity of the pile body after the first pile 1 is hammered, c2 is the data collected for the bearing capacity of the pile body after the second pile 2 is hammered, c n is the data collected for the bearing capacity of the pile body after the nth pile hammer pile is completed, d1 is the data collected for the welding strength after the first pile joint 5 is welded, d2 is the data collected for the welding strength after the second pile joint 5 is welded, and d n The value is the same as d1;

[0103] The rank of the pile foundation driving pile construction quality assessment matrix is ​​used as the comprehensive assessment value of the pile foundation driving pile construction quality. When the comprehensive assessment value of the pile foundation driving pile construction quality is greater than the preset comprehensive assessment value of the pile foundation driving pile construction quality, the pile foundation driving pile construction quality is qualified, otherwise it is unqualified.

[0104] The working principle and beneficial effects of the above technical solution are as follows: a pile foundation driving construction quality assessment matrix is ​​established to scientifically and systematically assess the quality of pile foundation construction. The assessment matrix quantitatively assesses multiple key parameters of each pile segment after construction is completed, including pile position deviation, pile body verticality, pile body bearing capacity, and welding quality. Specifically, the matrix records the pile position deviation assessment value, pile body verticality assessment value, and pile body bearing capacity assessment value output after the first segment pile 1, the second segment pile 2, and the nth segment pile are hammered, and also records the welding quality assessment value after the pile joint 5 is welded. Through comprehensive analysis of these data, the rank of the pile foundation driving construction quality assessment matrix can be used as a comprehensive assessment value of the pile foundation driving construction quality. If the comprehensive assessment value is higher than the preset construction quality standard, it indicates that the pile foundation construction quality is qualified, otherwise it is considered unqualified. This assessment matrix can not only effectively monitor and control various quality indicators during the construction process, but also provide a solid guarantee for the safety and stability of subsequent projects. By implementing this assessment system, the quality management level of pile foundation construction can be greatly improved to ensure the overall safety and reliability of the project.

[0105] Obviously, those skilled in the art can make various changes and modifications to the present invention without departing from the spirit and scope of the present invention. Thus, if these modifications and variations of the present invention fall within the scope of the claims of the present invention and their equivalents, the present invention is also intended to include these modifications and variations.

Claims

1. A pile foundation driving pile construction method, characterized in that: The following steps are involved: S1. Before construction, the pile positions and the pile driving frame operation platform line (7) are determined by measuring and laying out based on the pile position layout diagram, and acceptance of the prefabricated piles is carried out; S2, lifting the first section pile (1) and feeding it steadily into the gripper of the pile driver, adjusting the deviation between the center point of the pile tip of the first section pile (1) and the pile position and the verticality of the first section pile (1) before pressing the pile; S3, conduct formal pile hammering, pile connection and pile delivery, including (a) preparing to hammer the first section of piles, (b) connecting the second section of piles, (c) connecting the third section of piles, (d) hammering the entire pile into the ground, and (e) hammering the piles to the designed elevation by delivery and connection; S4, using GPS positioning equipment, inclinometer, dynamic and static load tester and weld detector during construction, the pile foundation is subjected to several pile position deviation data collection, pile body verticality data collection, pile body bearing capacity data collection and welding strength data collection, and the collected data are respectively input into the trained pile position deviation assessment model, pile body verticality assessment model, pile body bearing capacity assessment model and welding quality assessment model to obtain the pile position deviation assessment value, pile body verticality assessment value, pile body bearing capacity assessment value and welding quality assessment value; S5. Construct a pile foundation pressure pile construction quality assessment matrix based on a number of pile position deviation assessment values, pile body verticality assessment values, pile body bearing capacity assessment values ​​and welding quality assessment values ​​and a number of pile position deviation collection data, pile body verticality collection data, pile body bearing capacity collection data and welding strength collection data; S6. Obtain a comprehensive evaluation value of the pile foundation driving pile construction quality based on the pile foundation driving pile construction quality evaluation matrix, and inspect and accept the pile foundation driving pile construction quality based on the comprehensive evaluation value of the pile foundation driving pile construction quality.

2. A pile foundation driving construction method according to claim 1, characterized in that: Step S1 includes: S11. Establish a survey control network based on the pile layout diagram, measure and set the main coordinate control points and the building axis, and establish a plane control network for the entire construction site. Measure and set the building axis and main control points to prepare for pile foundation setting out and realize survey and setting out; S12. According to the main coordinate control points and the building axis, the pile positions are measured and placed according to the pile position layout diagram, and the center of the pile position is marked with steel bars or bamboo sticks; S13. Acceptance of precast piles shall be conducted based on the precast pile appearance quality standards.

3. A pile foundation driving construction method according to claim 2, characterized in that: The appearance quality standards of precast piles include: The surface of the precast pile is flat and dense, the depth of corner drop does not exceed 10mm, the area of ​​local honeycomb and corner drop defects does not exceed 0.5% of the pile surface area, and shall not be excessively concentrated; The depth of cracks on the surface of precast piles shall not exceed 20mm, and the width shall not exceed 0.15mm; There shall be no honeycombs, rough surfaces, cracks or chipped corners on the top and tip of precast piles.

4. A pile foundation driving construction method according to claim 1, characterized in that: Step S2 includes: S21. Prefabricated piles are transported by two-lifting point method and lifted by one-lifting point method. The lifting point is set at 0.3 times of the pile length. During the lifting process, the lower part of the pile is stabilized by the support rope. The crane reduces the boom elevation angle and the boom extension length as much as possible, slowly drags the pile to the nearest place of the pile driver, and then starts to lift the hook vertically, and feeds the pile steadily into the pile driver's clamp; S23, according to the set main control points, the pile position is rechecked by using the rectangular coordinate method, and the first pile section (1) is lowered after it is correct, and the deviation between the center point of the pile tip of the first pile section (1) and the pile position is controlled within 20 mm; S24. When the pile tip enters the soil layer by 500 mm, use the theodolite to adjust the pile frame of the pile driver to a vertical position, and then adjust the verticality of the first section of the pile (1) so that the pile frame and the pile body remain parallel, with an accuracy error of less than 1% of the pile length, and the verticality deviation of the first section of the pile (1) when inserted into the ground shall not exceed 0.3%. The pile can then be driven, and tracking and monitoring are carried out during the driving process to command the pile frame to maintain its accuracy. If the error is exceeded, timely adjustments must be made, but the pile body must not be cracked. If necessary, the pile body should be pulled out and re-inserted. The pile body should be pulled out as much as possible, the cause should be found out, the fault should be eliminated, and construction should be carried out after backfilling with sand. It is not allowed to use the method of forcible pulling to quickly correct the deviation, which will cause the pile body to be cracked or broken.

5. A pile foundation driving construction method according to claim 1, characterized in that: Step S3 includes: The first section pile (1) is hammered into the ground line (6). After the first section pile (1) is hammered, it is welded to the second section pile (2) through a pile joint (5) to achieve the connection between the first section pile (1) and the second section pile (2). After the welding is completed, the second section pile (2) is hammered. After the hammering is completed, the second section pile (2) is welded to the third section pile (3) through the pile joint (5) to achieve the connection between the second section pile (2) and the third section pile (3). After the welding is completed, the third section pile (3) is hammered. After the hammering is completed, the third section pile (3) is driven by a pile driver (4) until the pile driver (4) hammers to the designed elevation.

6. A pile foundation driving construction method according to claim 5, characterized in that: Hammer piles include first-stage hammer piles, second-stage hammer piles and third-stage hammer piles: The first pile (1) is embedded in the two guide holes of the pile frame by using the guide sliding clamp or pile hoop of the pile frame, and then slowly lowered into the soil. After the position and verticality of the first pile (1) are corrected, the pile cap can be pressed on the first pile (1). At the same time, a ruler should be set on the side or frame of the first pile (1), and records should be made. Then, the first pile can be hammered. After the first pile (1) and the second pile (2) are connected, the second pile can be hammered. After the second pile (2) and the third pile (3) are connected, the third pile can be hammered. During the pile hammering process, if the pile head of the first section pile (1), the second section pile (2) or the third section pile (3) is uneven, it can be leveled with sacks or thick cardboard, or epoxy mortar can be applied to make it level. The pile hammering should be done slowly at the beginning, and the pile body should be observed. After the pile frame is vertically consistent, normal pressure can be applied. After the pile is driven into the ground to a certain depth and stabilized, it can be hammered according to the required drop distance.

7. A pile foundation driving construction method according to claim 5, characterized in that: The pile connection includes the connection between the first-section pile (1) and the second-section pile (2), and the connection between the second-section pile (2) and the third-section pile (3): When the first-section pile (1) and the second-section pile (2) are connected, the pile position is maintained, and the first-section pile (1) and the second-section pile (2) are maintained on the same axis; when the second-section pile (2) and the third-section pile (3) are connected, the pile position is maintained, and the second-section pile (2) and the third-section pile (3) are maintained on the same axis, and the pile connection is performed by welding; The time for connecting piles should be shortened as much as possible to avoid the soil around the piles becoming heavy and consolidating, which may affect the pile sinking. After welding is completed, check and accept it, and wait until the weld temperature drops before piling. It is strictly forbidden to use water cooling, and piles should be sunk immediately after welding.

8. A pile foundation driving construction method according to claim 5, characterized in that: When delivering the pile, a pile delivery device (4) must be used, and a pin-type pile delivery device can be used; When driving the pile, the driving depth should be calculated according to the design requirements and marked on the pile driver (4). When the pile is driven to about 1m from the design elevation, the surveyor instructs the pile driver to reduce the speed and tracks and observes the driving progress until the pile reaches the design elevation, and then sends a signal to stop driving the pile. The holes left after delivering the piles should be promptly backfilled and compacted with ballast. The allowable deviation of the pile top elevation is ±50mm, and the displacement deviation of the pile top should be controlled within the allowable range. The holes left by delivering the piles should be covered with square wood and bamboo plywood to prevent objects and people from falling, and should be backfilled in time to avoid machine sinking.

9. A pile foundation driving construction method according to claim 1, characterized in that: Pile foundation pressure pile construction quality assessment matrix: Where W is the pile foundation pile driving construction quality assessment matrix, A1 is the pile position deviation assessment value output by the pile position deviation assessment model after the first pile (1) is completed, A2 is the pile position deviation assessment value output by the pile position deviation assessment model after the second pile (2) is completed, and A n is the pile position deviation evaluation value output by the pile position deviation evaluation model after the pile hammering of the nth pile section is completed, B1 is the pile body verticality evaluation value output by the pile body verticality evaluation model after the pile hammering of the first pile section (1) is completed, B2 is the pile body verticality evaluation value output by the pile body verticality evaluation model after the pile hammering of the second pile section (2) is completed, and B n is the pile verticality assessment value output by the pile verticality assessment model after the pile hammering of the nth pile section is completed, C1 is the pile bearing capacity assessment value output by the pile bearing capacity assessment model after the pile hammering of the first pile section (1) is completed, C2 is the pile bearing capacity assessment value output by the pile bearing capacity assessment model after the pile hammering of the second pile section (2) is completed, and C n is the pile bearing capacity assessment value output by the pile bearing capacity assessment model after the nth pile hammer pile is completed, D1 is the welding quality assessment value output by the welding quality assessment model after the first pile joint (5) is welded, D2 is the welding quality assessment value output by the welding quality assessment model after the second pile joint (5) is welded, and D n The value is the same as D1, a1 is the pile position deviation data collected after the first pile (1) is hammered, a2 is the pile position deviation data collected after the second pile (2) is hammered, n is the data collected on the pile position deviation after the pile hammering of the nth pile section is completed, b1 is the data collected on the verticality of the pile body after the pile hammering of the first pile section (1) is completed, b2 is the data collected on the verticality of the pile body after the pile hammering of the second pile section (2) is completed, b n is the data collected on the verticality of the pile body after the pile hammering of the nth pile section is completed, c1 is the data collected on the bearing capacity of the pile body after the pile hammering of the first pile section (1), c2 is the data collected on the bearing capacity of the pile body after the pile hammering of the second pile section (2), c n is the data collected on the bearing capacity of the pile body after the nth pile hammer pile is completed, d1 is the data collected on the welding strength of the first pile joint (5) after welding is completed, d2 is the data collected on the welding strength of the second pile joint (5) after welding is completed, d n The value is the same as d1.

10. A pile foundation driving construction method according to claim 9, characterized in that: The rank of the pile foundation driving pile construction quality assessment matrix is ​​used as the comprehensive assessment value of the pile foundation driving pile construction quality. When the comprehensive assessment value of the pile foundation driving pile construction quality is greater than the preset comprehensive assessment value of the pile foundation driving pile construction quality, the pile foundation driving pile construction quality is qualified, otherwise it is unqualified.

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