A prestressed pipe pile based supporting construction method

Abstract

The application relates to the technical field of building construction, in particular to a supporting construction method based on prestressed pipe piles. The construction method comprises the following steps: determining the interval between supporting points of the prestressed pipe piles according to shearing force; supporting through a static pressure method, real-time analysis of shearing force change and adjustment of static pressure construction; determining whether the prestressed pipe piles need to be reinforced according to the shearing force change; reinforcing the prestressed pipe piles according to the construction displacement of the single prestressed pipe piles after reinforcement; measuring the interval of the completed prestressed pipe piles, placing the prepared crown beam steel bars, and forming a half-grid crown beam steel bar structure; and integrally pouring the crown beam steel bars and the prestressed pipe piles after the crown beam steel bars are placed, so that the foundation supporting construction efficiency and the adaptability to various geologies are improved, the influence on the environment is small, the bearing capacity is high, the stability is high, and the cost of subsequent maintenance and reinforcement is lower.

Description

Technical Field

[0001] This invention relates to the field of building construction technology, and in particular to a support construction method based on prestressed pipe piles. Background Technology

[0002] Existing foundation support technologies mainly include:

[0003] 1. Pile foundations are used to fix buildings by excavating deep holes and injecting concrete or reinforced concrete. Pile foundations can be divided into cast-in-place piles, bored cast-in-place piles, and steel pipe cast-in-place piles, etc.

[0004] 2. Geogrid wall is a structural system made of high-strength polyester or glass fiber reinforced plastic mesh and geosynthetic materials to prevent slope landslides and soil erosion, and to provide stable support.

[0005] 3. Diaphragm wall: A diaphragm wall is a continuous wall formed by excavating trenches in the soil and filling them with concrete or reinforced concrete to provide support and stability.

[0006] Existing foundation support technology, as a basic support structure, has a wide range of applications and can be used in various types of foundation engineering, including deep foundation pits, tunnels, bridges, etc. It has diverse functions, such as waterproofing, isolation, and sound insulation, and can prevent slope landslides and soil erosion. However, it also has problems such as low construction efficiency, high requirements for soil layers, impact on the surrounding environment, and high requirements for construction site space.

[0007] Chinese Patent Publication No. CN111733855A discloses a construction method for a diaphragm wall and the diaphragm wall itself; specifically, it includes the following steps: 1. Fixing two grid structures on both sides of the diaphragm wall layout position to achieve the guiding wall function for the diaphragm wall; 2. Setting a cement-soil water-stop curtain at the preset position of the diaphragm wall using the down-the-hole impact high-pressure jet grouting pile method; 3. Before the cement-soil in the cement-soil water-stop curtain sets, driving pipe piles and steel pipe components into the cement-soil water-stop curtain; 4. After driving all pipe piles and prefabricated steel pipe components, cleaning the surface slurry of the diaphragm wall head and filling the inner cavity of the pipe piles with cement mortar; wherein, the steel pipe component is a frame structure formed by interconnecting steel pipes, which includes multiple component units, adjacent component units are pre-connected to each other by male and female fasteners and then driven into the cement-soil water-stop curtain; the pipe pile is set in the component unit, and the center of the closed surface formed on the cross-section of the component unit coincides with the pile core.

[0008] It is evident that existing foundation support technologies have the following problems: foundation support methods require a long time to complete, incur significant material and labor costs, and subsequent maintenance and reinforcement costs are also high; they are limited by geological conditions, having different applicable ranges under different geological conditions, such as soft soil and hard rock; they require extensive earthwork excavation, impacting the surrounding environment; and they have poor bearing capacity and stability. Summary of the Invention

[0009] Therefore, the present invention provides a support construction method based on prestressed pipe piles to overcome the problems of long construction period and high cost, construction being limited by geological conditions, significant environmental impact, relatively low bearing capacity and poor stability in the prior art.

[0010] To achieve the above objectives, on the one hand, the present invention provides a support construction method based on prestressed pipe piles, comprising:

[0011] Step S1: Determine the spacing between the prestressed pipe pile supports during support based on the shear force;

[0012] Step S2: The prestressed pipe piles are supported by static pressure method, and the shear force changes are analyzed in real time. Based on the amount of shear force change, it is determined whether the prestressed pipe piles need to be reinforced.

[0013] Step S3: Reinforce the prestressed pipe pile according to the displacement along the shear force direction caused by the shear force during the static pressure construction of the reinforced single prestressed pipe pile after excavation.

[0014] Step S4: Measure the spacing of the prestressed pipe piles that have been constructed, and at the same time, fabricate matching capping beam reinforcement.

[0015] Step S5: Place the completed cap beam reinforcement to form a semi-grid cap beam reinforcement structure;

[0016] Step S6: After the capping beam reinforcement is placed, the capping beam reinforcement and prestressed pipe piles are poured as a whole.

[0017] In step S2, when analyzing shear force changes in real time, it is determined whether to reinforce the prestressed pipe piles based on the shear force change W and the shear force change standard W0 corresponding to the shear force standard.

[0018] In step S3, when reinforcing the prestressed pipe pile based on the displacement along the shear force direction caused by shear force after excavation during static pressure construction of the reinforced single prestressed pipe pile, the percentage C of the shear force R and the standard shear force R0 is calculated, and the corresponding reinforcement method is determined based on this percentage.

[0019] In step S4, the spacing of the prestressed pipe piles that have been constructed is measured, and matching capping beam reinforcement is made. The capping beam reinforcement is pressed into a concave shape, or it is welded into a concave shape. The overall length of the capping beam reinforcement is matched with the spacing between the prestressed pipe piles, and it is used to connect two adjacent prestressed pipe piles.

[0020] In step S5, the completed cap beam reinforcement is placed, and the hollow prestressed pipe piles and the outer steel plate are connected by the concave cap beam reinforcement to ensure that the prestressed pipe piles are connected as a whole to form a semi-grid cap beam reinforcement structure.

[0021] In step S6, when the capping beam reinforcement is placed and the capping beam reinforcement and prestressed pipe pile are poured as a whole, the ambient temperature D is compared with the standard ambient temperature D0, and the pouring method is determined according to the comparison result.

[0022] Furthermore, when determining the spacing between prestressed concrete pipe pile supports based on shear force, the shear force R is compared with the corresponding shear force standard R0, and the spacing between supports is determined according to the shear force standard.

[0023] If R≤R0, then the spacing between the prestressed pipe pile supports is the first spacing;

[0024] If R > R0, then the spacing between the prestressed pipe pile supports is the second spacing.

[0025] Furthermore, when analyzing shear force changes in real time, the determination of whether to reinforce the prestressed concrete pipe piles is based on the shear force change W and the corresponding shear force change standard W0.

[0026] If W≤W0, then it is determined that the prestressed pipe piles will not be reinforced.

[0027] If W > W0, then it is determined that the prestressed pipe piles should be reinforced.

[0028] Furthermore, when it is determined that the prestressed pipe pile needs to be reinforced, the difference ΔW between the change in shear force W and the standard change in shear force W0 is calculated, ΔW = W - W0 is set, and the reinforcement method to be used when reinforcing the prestressed pipe pile is determined based on the comparison result between the difference ΔW and the standard difference ΔW0.

[0029] If △W≤△W0, then the first reinforcement method shall be adopted for the prestressed pipe piles.

[0030] If △W>△W0, then the second reinforcement method shall be adopted for the prestressed pipe piles.

[0031] The first reinforcement method is wire rope winding reinforcement, in which wire ropes are wound around the outside of the prestressed pipe pile and firmly connected together with anchors or clamps to enhance the pull-out and torsional bearing capacity of the prestressed pipe pile.

[0032] The second reinforcement method is steel plate sleeve reinforcement, which involves wrapping a steel plate sleeve around the outer surface of the prestressed pipe pile and securing it tightly with bolts to enhance the bearing capacity of the prestressed pipe pile.

[0033] Furthermore, when it is determined that reinforcement is carried out in the first reinforcement method, the first ratio A of the change difference ΔW to the change difference standard ΔW0 is calculated, and the tensile strength of the wire rope is determined according to the first ratio.

[0034] If A≤A0, then the tensile strength of the wire rope is determined as the first tensile strength;

[0035] If A > A0, then the tensile strength of the wire rope is determined to be the second tensile strength.

[0036] When it is determined that the second reinforcement method is used, the second ratio B of the change difference ΔW0 and the change difference standard ΔW is calculated, and the thickness of the steel plate sleeve is determined according to the second ratio.

[0037] If B≤B0, then the thickness of the steel plate sleeve is determined as the first thickness;

[0038] If B > B0, then the thickness of the steel plate sleeve is determined to be the second thickness.

[0039] Furthermore, when reinforcing a prestressed concrete pipe pile based on the displacement along the shear force direction caused by shear force after excavation during static pressure construction of a single reinforced prestressed concrete pipe pile, the percentage C of the shear force R and the standard shear force R0 is calculated, and the corresponding reinforcement method is determined based on this percentage.

[0040] If C≤C0, then the reinforcement method is determined to be the first reinforcement method;

[0041] If C > C0, then the reinforcement method is determined to be the second reinforcement method;

[0042] The first reinforcement method is to reinforce the connection between two adjacent pipe piles with rectangular steel plates;

[0043] The second reinforcement method is to reinforce the connection between two adjacent pipe piles using rectangular and triangular steel plates.

[0044] Furthermore, when determining the reinforcement method, the difference △C between the percentage C and the preset percentage C0 is calculated, and the width of the rectangular steel plate of the first reinforcement method is determined based on the comparison result of the difference △C and the first standard deviation △C1.

[0045] If △C≤△C1, then the width of the rectangular steel plate for the first reinforcement method is determined as the first width;

[0046] If △C>△C1, then the width of the rectangular steel plate of the first reinforcement method is determined to be the second width;

[0047] When the reinforcement method is determined, the difference △C between the percentage C and the preset percentage C0 is calculated, and the area of ​​the triangular steel plate of the second reinforcement method is determined based on the comparison result of the difference △C and the second standard deviation △C2.

[0048] If △C≤△C2, then the area of ​​the triangular steel plate of the second reinforcement method is determined to be the area of ​​the first reinforcement method;

[0049] If △C>△C2, then the area of ​​the triangular steel plate of the second reinforcement method is determined to be the second area.

[0050] Furthermore, the spacing of the prestressed pipe piles that have been constructed is measured, and matching capping beam reinforcement is fabricated. The capping beam reinforcement is pressed into a concave shape, or welded into a concave shape. The overall length of the capping beam reinforcement is matched with the spacing between the prestressed pipe piles, and is used to connect two adjacent prestressed pipe piles.

[0051] Furthermore, the completed capping beam reinforcement is placed, and the concave capping beam reinforcement connects the hollow prestressed pipe piles and the outer steel plate to ensure that the prestressed pipe piles are connected as a whole, forming a semi-grid capping beam reinforcement structure.

[0052] Furthermore, when pouring the overall concrete for the capping beam reinforcement and prestressed pipe piles after the capping beam reinforcement is installed, the ambient temperature D is compared with the standard ambient temperature D0, and the pouring method is determined based on the comparison results.

[0053] When D≥D0, the first pouring method is determined.

[0054] When D < D0, the second pouring method is determined.

[0055] The first pouring method is integral pouring, and the second pouring method is layered pouring.

[0056] Compared with the prior art, the beneficial effects of the present invention are that it determines the spacing between the support points of the prestressed concrete pipe piles based on the shear force, ensuring that the prestressed concrete pipe piles can withstand the shear force of the foundation and effectively share and transfer the load of the foundation. When the foundation undergoes shear deformation, the prestressed concrete pipe piles will generate corresponding horizontal displacement and deformation. To limit this horizontal displacement and deformation, the stiffness and strength of the prestressed concrete pipe piles are controlled by setting the spacing between the support points.

[0057] Furthermore, the present invention measures the shear force change by installing strain gauge sensors on the prestressed pipe pile to detect the shear force change of the prestressed pipe pile in real time during the static pressure construction process. By setting a standard for the shear force change, the comparison between the real-time determined shear force change and the standard shear force change can be used to determine whether the prestressed pipe pile needs to be reinforced. This ensures real-time monitoring of the construction process and thus improves construction efficiency.

[0058] Furthermore, the present invention, through a preset ratio, helps those skilled in the art to more accurately select the appropriate tensile strength of the wire rope or the thickness of the steel plate sleeve when designing reinforcement, in order to meet the structural strength and stability requirements. This avoids over- or under-reinforcement, thereby improving the accuracy and reliability of the reinforcement design. At the same time, the preset ratio also has a certain degree of flexibility and can be adjusted according to specific construction conditions.

[0059] Furthermore, by setting a standard deviation, this invention helps those skilled in the art to more accurately determine the width of the rectangular steel plate and the area of ​​the triangular steel plate when designing reinforcement, in order to meet the requirements of structural strength and stability. By setting a standard deviation and determining whether a second width or a second area needs to be selected based on actual calculation results, over-reinforcement or under-reinforcement can be avoided, thereby improving the accuracy and reliability of the reinforcement design. At the same time, the standard deviation also has a certain degree of flexibility and can be adjusted according to specific construction conditions.

[0060] Furthermore, by setting a standard ambient temperature, this invention helps those skilled in the art to more accurately select the appropriate pouring method when casting the cap beam, thereby ensuring the quality of the concrete and the structural strength. By setting a standard ambient temperature and determining whether to choose the first or second pouring method based on the actual ambient temperature, problems such as unstable concrete quality and cracks caused by excessively high or low ambient temperatures can be avoided, thus improving the quality of the cap beam casting and the structural safety. At the same time, the standard ambient temperature also offers a degree of flexibility, allowing adjustments based on specific construction conditions. Attached Figure Description

[0061] Figure 1 This is a flowchart of a support construction method based on prestressed pipe piles according to an embodiment of the present invention;

[0062] Figure 2 This is a front view of the semi-grid cap beam reinforcement structure based on the prestressed pipe pile support construction method of this invention.

[0063] Figure 3 This is a top view of the semi-grid cap beam reinforcement structure based on the prestressed pipe pile support construction method of this invention.

[0064] In the diagram, 1 represents the reinforcing steel bar of the cap beam, and 2 represents the prestressed pipe pile. Detailed Implementation

[0065] To make the objectives and advantages of the present invention clearer, the present invention will be further described below with reference to embodiments; it should be understood that the specific embodiments described herein are merely for explaining the present invention and are not intended to limit the present invention.

[0066] Preferred embodiments of the present invention will now be described with reference to the accompanying drawings. Those skilled in the art should understand that these embodiments are merely illustrative of the technical principles of the present invention and are not intended to limit the scope of protection of the present invention.

[0067] It should be noted that in the description of this invention, the terms "upper", "lower", "left", "right", "inner", "outer", etc., which indicate directions or positional relationships, are based on the directions or positional relationships shown in the accompanying drawings. This is only for the convenience of description and is not intended to indicate or imply that the device or element must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, it should not be construed as a limitation of this invention.

[0068] Furthermore, it should be noted that, in the description of this invention, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0069] Please see Figure 1 As shown, this is an embodiment of the support construction method based on prestressed pipe piles according to the present invention.

[0070] The present invention provides a support construction method based on prestressed pipe piles, comprising:

[0071] Step S1: Determine the spacing between the prestressed pipe pile supports during support based on the shear force;

[0072] Step S2: The prestressed pipe piles are supported by static pressure method, and the shear force changes are analyzed in real time. Based on the amount of shear force change, it is determined whether the prestressed pipe piles need to be reinforced.

[0073] Step S3: Reinforce the prestressed pipe pile according to the displacement along the shear force direction caused by the shear force during the static pressure construction of the reinforced single prestressed pipe pile after excavation.

[0074] Step S4: Measure the spacing of the prestressed pipe piles that have been constructed, and at the same time, fabricate matching capping beam reinforcement.

[0075] Step S5: Place the completed cap beam reinforcement to form a semi-grid cap beam reinforcement structure;

[0076] Step S6: After the capping beam reinforcement is placed, the capping beam reinforcement and prestressed pipe piles are poured as a whole.

[0077] Specifically, in step S1, when determining the spacing between prestressed concrete pipe pile supports based on shear force, the shear force R is compared with the corresponding shear force standard R0, and the spacing between supports is determined according to the shear force standard.

[0078] If R≤R0, then the spacing between the prestressed pipe pile supports is the first spacing;

[0079] If R > R0, then the spacing between the prestressed pipe pile supports is the second spacing.

[0080] In this embodiment of the invention, the shear force standard is 15% of the product of the concrete strength grade and the cross-sectional area of ​​the prestressed pipe pile. Those skilled in the art can also adjust this shear force standard according to the specific construction conditions.

[0081] This invention determines the spacing between the supports of prestressed concrete pipe piles based on shear force, ensuring that the prestressed concrete pipe piles can withstand the shear force of the foundation and effectively share and transfer the foundation load. When shear deformation occurs in the foundation, the prestressed concrete pipe piles will generate corresponding horizontal displacement and deformation. To limit this horizontal displacement and deformation, the stiffness and strength of the prestressed concrete pipe piles are controlled by setting the spacing between the supports.

[0082] Specifically, in step S2, when analyzing shear force changes in real time, it is determined whether to reinforce the prestressed concrete pipe piles based on the shear force change W and the shear force change standard W0 corresponding to the shear force standard.

[0083] If W≤W0, then it is determined that the prestressed pipe piles will not be reinforced.

[0084] If W > W0, then it is determined that the prestressed pipe piles should be reinforced.

[0085] In this embodiment of the invention, the standard for shear force variation is 60% of the maximum shear force that the prestressed pipe pile can bear.

[0086] This invention measures shear force variation by installing strain gauge sensors on the prestressed pipe piles to detect shear force changes in the prestressed pipe piles during static pressure construction in real time. By setting a standard for shear force variation, the comparison between the real-time determined shear force variation and the standard shear force variation can determine whether the prestressed pipe piles need to be reinforced. This ensures real-time monitoring of the construction process and thus improves construction efficiency.

[0087] Specifically, when it is determined that the prestressed pipe pile needs to be reinforced, the difference ΔW between the change in shear force W and the standard change in shear force W0 is calculated, ΔW = W - W0 is set, and the reinforcement method to be used when reinforcing the prestressed pipe pile is determined based on the comparison result between the difference ΔW and the standard difference ΔW0.

[0088] If △W≤△W0, then the first reinforcement method shall be adopted for the prestressed pipe piles.

[0089] If △W>△W0, then the second reinforcement method shall be adopted for the prestressed pipe pile.

[0090] The first reinforcement method is wire rope winding reinforcement, in which wire ropes are wound around the outside of the prestressed pipe pile and firmly connected together with anchors or clamps to enhance the pull-out and torsional bearing capacity of the prestressed pipe pile.

[0091] The second reinforcement method is steel plate sleeve reinforcement, which involves wrapping a steel plate sleeve around the outer surface of the prestressed pipe pile and securing it tightly with bolts to enhance the bearing capacity of the prestressed pipe pile.

[0092] In this embodiment of the invention, the standard for the difference in shear force variation is 6 kN. Those skilled in the art can also adjust this shear force standard according to the specific construction conditions.

[0093] Specifically, when it is determined that reinforcement is carried out in the first reinforcement method, the first ratio A of the change difference ΔW to the change difference standard ΔW0 is calculated, and the tensile strength of the wire rope is determined according to the first ratio.

[0094] If A≤A0, then the tensile strength of the wire rope is determined as the first tensile strength;

[0095] If A > A0, then the tensile strength of the wire rope is determined to be the second tensile strength.

[0096] Wherein, A0 is a preset ratio, which is 0.5. Those skilled in the art can also adjust this preset ratio according to the specific construction conditions.

[0097] Specifically, when it is determined that the second reinforcement method is used, the second ratio B of the change difference ΔW0 and the change difference standard ΔW is calculated, and the thickness of the steel plate sleeve is determined according to the second ratio.

[0098] If B≤B0, then the thickness of the steel plate sleeve is determined as the first thickness;

[0099] If B > B0, then the thickness of the steel plate sleeve is determined to be the second thickness.

[0100] Wherein, B0 is a preset ratio, which is 0.5. Those skilled in the art can also adjust this preset ratio according to the specific construction conditions.

[0101] This invention, through a preset ratio, helps those skilled in the art to more accurately select appropriate wire rope tensile strength or steel plate sleeve thickness when designing reinforcement systems, thereby meeting structural strength and stability requirements and avoiding over- or under-reinforcement, thus improving the accuracy and reliability of reinforcement design. At the same time, the preset ratio also offers flexibility, allowing adjustments based on specific construction conditions to achieve better technical results.

[0102] Specifically, in step S3, when reinforcing the prestressed pipe pile based on the displacement along the shear force direction caused by shear force during static pressure construction of a single reinforced prestressed pipe pile after excavation, two prestressed pipe piles are first connected by an arc-shaped steel plate. Then, the percentage C of the shear force R and the standard shear force R0 is calculated, and the corresponding reinforcement method is determined based on this percentage.

[0103] If C≤C0, then the reinforcement method is determined to be the first reinforcement method;

[0104] If C > C0, then the reinforcement method is determined to be the second reinforcement method;

[0105] Wherein, C0 is a preset percentage, which is 20%. Those skilled in the art can also adjust this preset percentage according to the specific construction situation, and the adjustment fluctuation is ±5%.

[0106] The first reinforcement method is to reinforce the connection between two adjacent prestressed pipe piles with rectangular steel plates;

[0107] The second reinforcement method is to reinforce the connection between two adjacent prestressed pipe piles using rectangular and triangular steel plates.

[0108] Specifically, when determining the reinforcement method, the difference △C between the percentage C and the preset percentage C0 is calculated, and the width of the rectangular steel plate of the first reinforcement method is determined based on the comparison result of the difference △C and the first standard deviation △C1.

[0109] If △C≤△C1, then the width of the rectangular steel plate for the first reinforcement method is determined as the first width;

[0110] If △C>△C1, then the width of the rectangular steel plate of the first reinforcement method is determined to be the second width.

[0111] When the reinforcement method is determined, the difference △C between the percentage C and the preset percentage C0 is calculated, and the area of ​​the triangular steel plate of the second reinforcement method is determined based on the comparison result of the difference △C and the second standard deviation △C2.

[0112] If △C≤△C2, then the area of ​​the triangular steel plate of the second reinforcement method is determined to be the area of ​​the first reinforcement method;

[0113] If △C>△C2, then the area of ​​the triangular steel plate of the second reinforcement method is determined to be the second area.

[0114] The first standard deviation △C1 is set at 1%, and the second standard deviation △C1 is set at 2%. Those skilled in the art can also adjust the preset percentage according to the specific construction conditions, with an adjustment range of ±0.1%.

[0115] This invention, by setting a standard deviation, helps those skilled in the art to more accurately determine the width of rectangular steel plates and the area of ​​triangular steel plates during reinforcement design, thus meeting structural strength and stability requirements. By setting the standard deviation and determining whether a second width or area is needed based on actual calculation results, over-reinforcement or under-reinforcement can be avoided, thereby improving the accuracy and reliability of reinforcement design. At the same time, the standard deviation also offers flexibility, allowing adjustments based on specific construction conditions to achieve better technical results.

[0116] Please continue reading. Figure 2 and Figure 3 As shown, Figure 2 This is a front view of the semi-grid cap beam reinforcement structure based on the prestressed pipe pile support construction method of this invention. Figure 3 This is a top view of the semi-grid cap beam reinforcement structure based on the prestressed pipe pile support construction method of this invention.

[0117] In the construction method of this invention embodiment, specifically, in step S4, the spacing of the prestressed pipe piles 2 that have been constructed is measured, and matching capping beam reinforcement is made. The capping beam reinforcement is pressed into a concave shape, or the capping beam reinforcement 1 is made into a concave shape by welding. The overall length of the capping beam reinforcement 1 is matched with the spacing between the prestressed pipe piles 2, and is used to connect two adjacent prestressed pipe piles.

[0118] Specifically, in step S5, the completed cap beam reinforcement 1 is placed, and the concave cap beam reinforcement 1 connects the hollow prestressed pipe piles and the outer steel plate of each pair of prestressed pipe piles to ensure that the prestressed pipe piles 2 are connected as a whole to form a semi-grid cap beam reinforcement structure.

[0119] Specifically, in step S6, when the capping beam reinforcement 1 and the prestressed pipe pile 2 are poured as a whole after the capping beam reinforcement 1 is placed, the ambient temperature D is compared with the standard ambient temperature D0, and the pouring method is determined according to the comparison result.

[0120] When D≥D0, the first pouring method is determined.

[0121] When D < D0, the second pouring method is determined.

[0122] The first pouring method is integral pouring, and the second pouring method is layered pouring.

[0123] The standard ambient temperature is set at 25℃, but those skilled in the art can adjust this standard ambient temperature according to the specific construction conditions.

[0124] This invention, by setting a standard ambient temperature, helps those skilled in the art to more accurately select the appropriate pouring method when casting cap beams, thereby ensuring concrete quality and structural strength. By setting a standard ambient temperature and determining whether to choose a first or second pouring method based on the actual ambient temperature, problems such as unstable concrete quality and cracks caused by excessively high or low ambient temperatures can be avoided, thus improving the quality and structural safety of cap beam casting. At the same time, the standard ambient temperature also offers a degree of flexibility, allowing adjustments based on specific construction conditions to achieve better technical results.

[0125] The technical solution of the present invention has been described above with reference to the preferred embodiments shown in the accompanying drawings. However, it will be readily understood by those skilled in the art that the scope of protection of the present invention is obviously not limited to these specific embodiments. Without departing from the principles of the present invention, those skilled in the art can make equivalent changes or substitutions to the relevant technical features, and the technical solutions after these changes or substitutions will all fall within the scope of protection of the present invention.

[0126] The above description is merely a preferred embodiment of the present invention and is not intended to limit the invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A support construction method based on prestressed pipe piles, characterized in that, include: Step S1: Determine the spacing between the prestressed pipe pile supports during support based on the shear force; Specifically, the shear force R is compared with the corresponding shear force standard R0, and the spacing between the prestressed pipe pile supports is determined according to the shear force standard. If R≤R0, then the spacing between the prestressed pipe pile supports is the first spacing; If R > R0, then the spacing between the prestressed pipe pile supports is the second spacing; Step S2: The prestressed pipe piles are supported using the static pressure method, and the shear force changes are analyzed in real time. The amount of shear force change determines whether the prestressed pipe piles need to be reinforced; Step S3, based on the shear force caused by static pressure construction of the reinforced single prestressed pipe pile, the prestressed pipe pile opens... The displacement along the shear force direction generated after excavation reinforces the prestressed pipe piles; Step S4: Measure the spacing of the completed prestressed concrete pipe piles, and simultaneously fabricate a matching capping beam. Reinforcing steel bars; Step S5: Place the completed capping beam reinforcement to form a semi-grid capping beam reinforcement structure; Step S6: After the capping beam reinforcement is placed, the capping beam reinforcement and prestressed pipe piles are poured as a whole. In step S2, when analyzing shear force changes in real time, it is determined whether to reinforce the prestressed pipe piles based on the shear force change amount and the shear force standard corresponding to the shear force standard. In step S3, when reinforcing the prestressed pipe pile based on the displacement along the shear force direction caused by the shear force during static pressure construction of the reinforced single prestressed pipe pile after excavation, the percentage C of the shear force R and the standard shear force R0 is calculated, and the corresponding reinforcement method is determined based on the percentage C. If C≤C0, then the reinforcement method is determined to be the first reinforcement method; If C > C0, then the reinforcement method is determined to be the second reinforcement method; The first reinforcement method is to reinforce the connection between two adjacent prestressed pipe piles with rectangular steel plates; The second reinforcement method is to reinforce the connection between two adjacent prestressed pipe piles with rectangular and triangular steel plates; When the reinforcement method is determined, the percentage difference △C between the percentage C and the preset percentage C0 is calculated, and the width of the rectangular steel plate for the first reinforcement method and the second reinforcement method is determined based on the comparison result of the percentage difference △C and the first standard deviation △C1. If △C≤△C1, then the width of the rectangular steel plate of the first reinforcement method is determined as the first width; If △C>△C1, then the width of the rectangular steel plate of the first reinforcement method is determined to be the second width; When the reinforcement method is determined, the percentage difference △C is calculated, and the area of ​​the triangular steel plate of the second reinforcement method is determined based on the comparison result of the percentage difference △C and the second standard deviation △C2. If △C≤△C2, then the area of ​​the triangular steel plate of the second reinforcement method is determined to be the area of ​​the first reinforcement method; If △C>△C2, then the area of ​​the triangular steel plate of the second reinforcement method is determined to be the second area; In step S4, the spacing of the prestressed pipe piles that have been constructed is measured, and matching steel bars are made. The overall length of the steel bars is matched with the spacing between the prestressed pipe piles, and they are used to connect two adjacent prestressed pipe piles. In step S5, the completed reinforcing bars are placed, and the inner hollow and outer steel plates of the two prestressed pipe piles are connected by the capping beam reinforcing bars to ensure that the prestressed pipe piles are connected as a whole to form a semi-grid capping beam reinforcing bar structure. In step S6, when the capping beam reinforcement is placed and the capping beam reinforcement and prestressed pipe pile are poured as a whole, the ambient temperature D is compared with the standard ambient temperature D0, and the pouring method is determined according to the comparison result. When D≥D0, the first pouring method is determined. When D < D0, the pouring method is determined to be the second pouring method.

2. The support construction method based on prestressed pipe piles according to claim 1, characterized in that, In step S2, when analyzing shear force changes in real time, it is determined whether to reinforce the prestressed pipe piles based on the shear force change W and the shear force change standard W0 corresponding to the shear force standard. If W≤W0, then it is determined that the prestressed pipe piles will not be reinforced. If W > W0, then it is determined that the prestressed pipe piles should be reinforced.

3. The support construction method based on prestressed pipe piles according to claim 2, characterized in that, When it is determined that the prestressed pipe pile needs to be reinforced, the difference ΔW between the change in shear force W and the standard change in shear force W0 is calculated. ΔW is set to W-W0, and the reinforcement method to be used when reinforcing the prestressed pipe pile is determined based on the comparison between the difference ΔW and the standard difference ΔW0. If △W≤△W0, then the first reinforcement method shall be adopted for the prestressed pipe piles. If △W>△W0, then the second reinforcement method is adopted for the prestressed pipe piles. The first reinforcement method is wire rope winding reinforcement, and the second reinforcement method is steel plate sleeve reinforcement.

4. The support construction method based on prestressed pipe piles according to claim 3, characterized in that, When it is determined that the prestressed pipe pile is reinforced by the first reinforcement method, the first ratio A of the change difference △W and the change difference standard △W0 is calculated, and A=△W / △W0 is set. The tensile strength of the wire rope is determined according to the first ratio. If A≤A0, then the tensile strength of the wire rope is determined to be the first tensile strength; If A > A0, then the tensile strength of the wire rope is determined to be the second tensile strength. When it is determined that the prestressed pipe pile is reinforced by the second reinforcement method, the second ratio B of the change difference △W0 and the standard change difference △W is calculated, and B = △W0 / △W is set. The thickness of the steel plate sleeve is determined according to the second ratio. If B ≤ B0, the thickness of the steel plate sleeve is determined to be the first thickness; if B > B0, the thickness of the steel plate sleeve is determined to be the second thickness, where B0 is a preset ratio.

5. The support construction method based on prestressed pipe piles according to claim 1, characterized in that, In step S4, the spacing of the completed prestressed pipe piles is measured, and matching capping beam reinforcement is fabricated. The capping beam reinforcement is pressed into a concave shape, or welded into a concave shape. The overall length of the reinforcement is matched with the spacing between the prestressed pipe piles, and is used to connect two adjacent prestressed pipe piles.

6. The support construction method based on prestressed pipe piles according to claim 1, characterized in that, In step S5, the completed reinforcing bars are placed, and the hollow prestressed pipe piles and the outer steel plate are connected by concave reinforcing bars to ensure that the prestressed pipe piles are connected as a whole to form a semi-grid cap beam reinforcing structure.

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