Method for determining embedded point and structure of tie device for exterior underground scaffolding

Abstract

The present invention provides a method for determining the embedded points and structure of an underground exterior wall scaffolding tie device, belonging to the technical field of scaffolding embedded measurement, including: first obtaining the structural parameters of the underground exterior wall, then calculating the designed tensile force value of a single embedded point according to the load of the exterior scaffolding to determine the force-bearing index of the embedded multi-section tie device. Then, based on the wall structure parameters, a calculation model for the vertical spacing of the embedded points, a calculation model for the horizontal spacing of the embedded points, and an evaluation model for the waterproof influence of the embedded points are established; the above three models are subjected to multi-objective optimization calculation to obtain an embedded point layout plan that meets the bearing capacity requirements and has the smallest waterproof damage area. And based on this, the spatial coordinates of the embedded points and the component specifications of the embedded multi-section tie device are determined. The method of the present invention can fully consider the structural characteristics of the underground exterior wall, the force-bearing situation of the exterior scaffolding, and the requirements of waterproof construction, and solve the problem that the embedded metal fittings will damage the waterproof layer and reduce the waterproof performance.

Description

Technical Field

[0001] The present invention belongs to the technical field of embedded measurement for scaffolding, and specifically relates to a method for determining the embedded points and structure of a tie device for an external basement scaffolding. Background Art

[0002] In the process of modern building construction, the construction of the external basement wall is a complex and crucial link. The external basement wall not only bears the load-bearing and waterproof functions but also needs to provide a stable support point for the external scaffolding during the construction process. Currently, in building construction, the method of embedding tie points is generally adopted to fix the external scaffolding, and this method is directly related to construction safety and project quality. In the prior art, there are mainly the following several schemes for the layout of the tie points of the external basement wall scaffolding: The first is the equal-spacing layout method, that is, the vertical and horizontal spacings are determined according to experience, and the embedded points are arranged in a grid pattern on the wall. This method is simple to operate, but does not consider the actual stress situation, often resulting in over-support in some areas and under-support in other areas. The second is the layout method based on the position of the vertical poles, that is, the embedded points are determined according to the spatial position of the vertical poles of the scaffolding. This method considers the structural characteristics of the scaffolding but ignores the stress characteristics of the basement structure itself. The third is the simplified mechanical calculation method, which uses basic mechanical calculations to determine the positions of the key stress points and then arranges the embedded points. However, the calculation process is too simplified to accurately reflect the actual working conditions.

[0003] In terms of construction technology, the traditional tie method for the external basement scaffolding generally uses metal fittings fixedly connected to the external wall, such as bolts, expansion tubes, etc. This method will cause damage to the waterproof layer by the embedded metal fittings during the waterproof construction, reducing the waterproof performance. Summary of the Invention

[0004] In view of this, the present invention provides a method for determining the embedded points and structure of a tie device for an external basement scaffolding, which can solve the problem that the embedded metal fittings in the prior art will damage the waterproof layer during the waterproof construction and reduce the waterproof performance.

[0005] The present invention is implemented as follows:

[0006] The present invention provides a method for determining the embedded points and structure of a tie device for an external basement scaffolding, which includes the following steps:

[0007] S10. Obtain the structural parameters of the external basement wall;

[0008] S20. Calculate the designed tensile force value of a single embedded point according to the load of the external scaffolding and determine the stress index of the multi-section tie device to be embedded;

[0009] S30. Establish a calculation model for the vertical spacing of the embedded points based on the wall structural parameters;

[0010] S40. Establish a calculation model for the horizontal spacing of embedded points based on the requirement of the lateral stability of the external scaffolding;

[0011] S50. Take the waterproof construction requirements as constraint conditions to establish an evaluation model for the waterproof impact of embedded points, and calculate the minimum value of the waterproof layer damage area and the corresponding layout plan of embedded points;

[0012] S60. Conduct multi-objective optimization calculations on the vertical spacing calculation model, horizontal spacing calculation model, and waterproof impact evaluation model to obtain a layout plan of embedded points that meets the bearing capacity requirements and has the smallest waterproof damage area;

[0013] S70. According to the optimized layout plan of embedded points, determine the spatial coordinates of each embedded point and draw a positioning map of embedded points;

[0014] S80. Determine the installation positions of the embedded multi-section tie devices according to the positioning map of embedded points, and check the reinforcement avoidance spacing at each embedded point;

[0015] S90. According to the spatial layout plan of embedded points, calculate and determine the component specifications of the embedded multi-section tie devices, including the diameter of the bent anchor round steel, the model of the embedded connection cone head, and the length of the external tie device.

[0016] On the basis of the above technical solutions, the method for determining the embedded points and structure of the tie device for the external basement scaffolding of the present invention can be further improved as follows:

[0017] Among them, the structural parameters include the wall height, wall thickness, and concrete strength grade.

[0018] Furthermore, the force-bearing indexes at least include the tensile strength and stiffness.

[0019] Furthermore, the constraint conditions of the vertical spacing calculation model of the embedded points include the wall tensile strength, concrete cover thickness, and reinforcement distribution position.

[0020] Furthermore, the constraint conditions of the horizontal spacing calculation model of the embedded points include the scaffolding vertical pole layout, the stiffness of the connecting wall members, and the wind load.

[0021] Furthermore, the embedded multi-section scaffolding tie device includes an embedded force-bearing part, an embedded connection cone head, and an external tie device.

[0022] Furthermore, the embedded stress-bearing part is made of bent anchor round steel, and the diameter of the bent anchor round steel is 18 mm to 28 mm; the embedded stress-bearing part is provided with a bent anchor end, a water stop plate and a threaded connection section, the water stop plate is welded to the middle part of the embedded stress-bearing part, the bent anchor end is arranged within the middle part of the wall thickness, and the threaded connection section is located at the end of the embedded stress-bearing part; the embedded connection cone head is an inverted cone, the inner end of the embedded connection cone head is connected to the threaded connection section of the embedded stress-bearing part, and the outer end of the embedded connection cone head is connected to the external tensioning device.

[0023] Furthermore, the length of the external anchoring device is not less than 0.5 meters, and the external anchoring device is rigidly connected to the external scaffolding.

[0024] Furthermore, the embedded connection cone head is made of high-strength plastic; the embedded connection cone head is buried close to the inner side of the concrete, and the external tensioning device and the embedded connection cone head press the template tightly; after the embedded connection cone head and the external tensioning device are installed in place, they provide a tension force not less than the theoretical value of the tension node design.

[0025] Furthermore, the water stop plate is welded to the embedded stress-bearing part by a full welding process; the external tie device adopts a detachable structure, which is removed during the waterproofing construction and restored after the waterproofing construction is completed.

[0026] Furthermore, the calculation model of the design tension value of a single embedded point in S20 is specifically expressed as follows:

[0027] ;

[0028] In the formula, Design the tensile force value for the embedded point in kN; is the tensile force component generated by wind load, in kN; is the tensile force component generated by the construction load, in kN; is the tensile force component generated by the deadweight of the scaffold, in kN; is the importance coefficient of each load, and its value range is [0.8,1.2]; is the error correction term, and its value range is [-0.5, 0.5]. Traditional methods usually only consider a single load or simple superposition. This equation introduces the importance coefficient , reflecting the differential contribution of different loads to the tension; the error term The uncertainty in load measurement and calculation is taken into account to improve the adaptability of the model; wind load component The quadratic function relationship is adopted, which is in line with the basic principles of fluid mechanics, and the angle factor is introduced to more accurately describe the directional influence of wind load; the construction load components are in the form of discrete summation, which can flexibly adapt to different construction conditions.

[0029] The calculation methods of the parameters are as follows:

[0030] ;

[0031] In the formula, is the wind load coefficient, which is related to the shape of the building, and its value range is [1.2, 1.6]; is the design wind speed, with the unit of m / s; is the height of the calculation point, with the unit of m; is the included angle between the wind direction and the normal of the wall surface, with the unit of radian.

[0032] ;

[0033] In the formula, is the influence coefficient of the type of construction load; is the value of the type of construction load, with the unit of kN; is the number of types of construction loads; is the error term of the construction load.

[0034] Furthermore, the vertical spacing calculation model in S30 is specifically expressed as follows:

[0035] ;

[0036] In the formula, is the optimal vertical spacing, with the unit of m; is the vertical force correction coefficient, and its value range is [0.8, 1.2]; is the design value of the tensile strength of concrete, with the unit of MPa; is the cover thickness, with the unit of mm; is the influence coefficient of the steel bar distribution; is the error term of the vertical spacing. The square root relationship of the tensile strength is adopted, which reflects the non-linear correlation between the material strength and the load; the reciprocal term of the cover thickness is introduced to reflect the boundary effect of the cover on the anchorage performance; the correction coefficient can be adjusted according to the actual engineering experience, which improves the practicability of the model; compared with the traditional empirical formula, this model comprehensively considers the material properties and construction requirements.

[0037] Furthermore, the horizontal spacing calculation model in S40 is specifically expressed as follows:

[0038] ;

[0039] In the formula, is the optimal horizontal spacing, with the unit of m; is the horizontal force correction coefficient; is the elastic modulus of the coupling member, with the unit of GPa; is the moment of inertia of the cross-section of the coupling member, with the unit of mm^4; is the horizontal spacing error term. A dual-limiting mechanism is adopted to control the spacing from two perspectives of component deformation and wind load; The item is based on the deflection control principle and considers the quadratic influence of height; The item introduces the square root relationship of the wind speed, reflecting the restrictive effect of wind load on the spacing; The minimum value operation ensures safety.

[0040] Furthermore, the waterproofing influence evaluation model in S50 is specifically expressed as follows:

[0041] ;

[0042] In the formula, is the total area of waterproof layer damage, with the unit of m^2; is the row and column influence radius of the embedded point, with the unit of m; is the waterproof damage attenuation coefficient; is the spacing of the embedded points, with the unit of m; is the area calculation error term. An exponential decay model is used to describe the spatial transmission characteristics of the damage influence, which is more in line with the actual engineering phenomenon; The double summation structure considers the cumulative influence of all embedded points; The attenuation coefficient is introduced to reflect the influence difference of embedded points at different positions; The circular influence area hypothesis is adopted for area calculation, simplifying the complex damage form.

[0043] Furthermore, the multi-objective optimization model in S60 is specifically expressed as follows:

[0044] ;

[0045] In the formula, is the comprehensive optimization objective function; is the weight coefficient and satisfies ; is the allowable maximum damage area; is the allowable maximum tensile force value; is the construction cost; is the benchmark cost. Normalization processing is adopted to enable comprehensive evaluation of indicators with different dimensions; The weight coefficient is adjustable to meet the key requirements of different projects; Three key factors of waterproofing, bearing capacity and economy are considered.

[0046] Furthermore, the embedded point spatial coordinate determination model in S70 is specifically expressed as follows:

[0047] ;

[0048] ;

[0049] ;

[0050] In the formula, are respectively the spatial coordinates of the embedded point at the -th row and the -th column, with the unit of m; is the elevation of this embedded point, with the unit of m; is the total height of the wall, with the unit of m; is the total length of the wall, with the unit of m; is the reference embedded depth, with the unit of m; is the spatial position correction coefficient, and its value range is [-0.1, 0.1]; is the depth influence attenuation coefficient; is the coordinate error term. The periodic function correction is introduced to consider the influence of wall deformation on the position of the embedded point; the exponential attenuation term is used to describe the variation law in the depth direction; the error terms in three directions are considered respectively to improve the positioning accuracy.

[0051] Among them, the elevation calculation method is as follows:

[0052] ;

[0053] In the formula, is the height adjustment coefficient; is the reference tensile force value, with the unit of kN; is the elevation error term.

[0054] Furthermore, the component specification determination model in S90 is specifically expressed as follows:

[0055] Calculation of the diameter of the embedded round steel:

[0056] ;

[0057] In the formula, is the diameter of the bent anchor round steel, with the unit of mm; is the allowable stress of the steel, with the unit of MPa; is the influence coefficient of long-term use; is the aging attenuation coefficient; is the designed service life, with the unit of year; is the diameter error term.

[0058] Calculation of the size of the embedded cone head:

[0059] ;

[0060] ;

[0061] In the formula, is the length of the tapered head, with the unit of mm; is the maximum diameter of the tapered head, with the unit of mm; is the tapered head size coefficient; is the position influence coefficient; is the unit reference force, taking 1 kN; is the dimensional error term.

[0062] Calculation of the length of the external tie device:

[0063] ;

[0064] In the formula, is the length of the external tie device, with the unit of m; is the allowable maximum displacement, with the unit of m; is the maximum deflection angle, with the unit of radian; is the deformation adjustment coefficient; is the elastic modulus of steel, with the unit of GPa; is the length error term.

[0065] Compared with the prior art, the beneficial effects of a method for determining the embedded point and structure of an external scaffolding tie device for a basement are as follows: By establishing a series of calculation models, including a single embedded point tension calculation model, an optimization model for the vertical and horizontal spacing of embedded points, a waterproof performance impact assessment model, and a multi-objective optimization model, etc., the optimal embedded point layout scheme can be determined. Compared with the traditional method, the main technological advancements of the present invention are as follows:

[0066] 1) By embedding a multi-section tie device and using a detachable connection with an external tie, the damage to the waterproof layer is significantly reduced, and the quality and reliability of waterproof construction are improved.

[0067] 2) Using an optimization algorithm to determine the optimal layout scheme of the embedded points not only meets the bearing capacity requirements of the structure but also minimizes the damage area to the waterproof layer, improving the overall construction quality.

[0068] 3) The embedded device adopts structural forms such as bent anchor round steel and embedded connection tapered heads, with sufficient avoidance spacing from the steel bar arrangement in the wall, avoiding conflict problems during the installation process and ensuring structural safety.

[0069] 4) According to the actual layout scheme of the embedded points, accurately calculate and determine the dimensional parameters of each component, ensuring the reliability and service life of the overall tie device.

[0070] In summary, the present invention solves the problem that in the prior art, during waterproof construction, the embedded metal fittings will damage the waterproof layer and reduce the waterproof performance. BRIEF DESCRIPTION OF THE DRAWINGS

[0071] Figure 1 is a flowchart of the method provided by the present invention;

[0072] Figure 2 is a schematic diagram of an embedded multi-section scaffolding tie device;

[0073] Figure 3 is a schematic diagram of the relationship between the embedded multi-section scaffolding tie device and the wall;

[0074] The reference numerals in the drawings are explained as follows: 01, bent anchor end; 02, embedded connection cone head; 03, external tie device; 11, bent anchor end; 12, water stop sheet; 13, threaded connection section. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0075] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention.

[0076] As Figure 1 shown, it is a flowchart of a method for determining the embedded points and structure of an external basement scaffolding tie device provided by the present invention. The method includes the following steps:

[0077] S10. Obtain the structural parameters of the external basement wall;

[0078] S20. Calculate the designed tensile value of a single embedded point according to the external scaffolding load and determine the force-bearing index of the embedded multi-section tie device;

[0079] S30. Establish a calculation model for the vertical spacing of the embedded points based on the wall structure parameters;

[0080] S40. Establish a calculation model for the horizontal spacing of the embedded points based on the requirement of the lateral stability of the external scaffolding;

[0081] S50. Establish an evaluation model for the waterproof influence of the embedded points with the waterproof construction requirements as the constraint conditions, and calculate the minimum value of the waterproof layer damage area and the corresponding layout plan of the embedded points;

[0082] S60. Perform multi-objective optimization calculation on the vertical spacing calculation model, the horizontal spacing calculation model, and the waterproof influence evaluation model to obtain the layout plan of the embedded points that meets the bearing capacity requirements and has the smallest waterproof damage area;

[0083] S70. Determine the spatial coordinates of each embedded point according to the optimized layout plan of the embedded points and draw a positioning map of the embedded points;

[0084] S80. Determine the installation positions of the embedded multi - section tie devices according to the embedded point positioning drawing, and check the reinforcement avoidance spacing at each embedded point;

[0085] S90. Calculate and determine the component specifications of the embedded multi - section tie devices according to the spatial layout plan of the embedded points, including the diameter of the bent - anchor round steel, the model of the embedded connection cone head, and the length of the external tie device.

[0086] As Figure 2 shown, the embedded multi - section scaffolding tie device includes an embedded stress - bearing part 01, an embedded connection cone head 02, and an external tie device 03; the embedded stress - bearing part is made of bent - anchor round steel, and the diameter of the bent - anchor round steel is 18 mm to 28 mm; the embedded stress - bearing part is provided with a bent - anchor end 11, a water - stop sheet 12, and a threaded connection section 13. The water - stop sheet 12 is welded to the middle of the embedded stress - bearing part 01. As Figure 3 shown, the bent - anchor end 11 is arranged within the middle of the wall thickness, and the threaded connection section 13 is located at the end of the embedded stress - bearing part; the embedded connection cone head 02 is inverted - conical, the inner end of the embedded connection cone head 02 is connected to the threaded connection section 13 of the embedded stress - bearing part 01, and the outer end of the embedded connection cone head 02 is connected to the external tie device 03; the length of the external tie device 03 is not less than 0.5 m, and the external tie device 03 is rigidly connected to the external scaffolding.

[0087] The embedded connection cone head is made of high - strength plastic; the embedded connection cone head is buried closely against the inner side of the concrete, and the external tie device presses the formwork tightly against the embedded connection cone head; after the embedded connection cone head and the external tie device are installed in place, they provide a tensile force not less than the design theoretical value of the tie point.

[0088] The water - stop sheet is welded to the embedded stress - bearing part by full - welding process; the external tie device adopts a detachable structure, which is removed during waterproof construction and restored after the waterproof construction is completed.

[0089] The following is a detailed description of the specific implementation methods of the above steps:

[0090] Step S10: Obtain the structural parameters of the basement exterior wall

[0091] The purpose of this step is to obtain the basic structural parameters of the current basement exterior wall, providing necessary input conditions for subsequent calculations and optimizations. The specific implementation process is as follows:

[0092] 1) Measure and record the height and thickness of the basement exterior wall.

[0093] 2) Obtain the strength grade of the concrete for the exterior basement wall through on-site sampling inspection or by referring to the design documents. 。

[0094] 3) Determine the design loads for the exterior basement wall according to the specific usage of the building, including wind load , construction load and self-weight load etc.

[0095] 4) Organize and file all the obtained structural parameters to provide the basic data support for the calculations and optimizations in the subsequent steps.

[0096] Step S20: Determine the design tensile force value and stress indices for a single embedded point

[0097] The purpose of this step is to calculate the design tensile force value for a single embedded point based on the load of the external scaffolding and determine the stress indices of the overall tie device. The specific implementation process is as follows:

[0098] 1) Calculate the design tensile force value for a single embedded point :

[0099] ;

[0100] Among them, is the importance coefficient of each load, and the value range is ; is the error correction term, and the value range is . 、 and are the tensile force components generated by wind load, construction load and self-weight load respectively. The calculation formulas are as follows:

[0101] ;

[0102] ;

[0103] In the formula, is the wind load coefficient, is the design wind speed, is the height of the calculation point, is the included angle between the wind direction and the normal of the wall surface; is the influence coefficient of the th type of construction load, is the value of the th type of construction load, is the number of construction load types, is the construction load error term.

[0104] 2) According to the design tensile force value of a single embedded point , Determine the force-bearing indicators of the overall tie device, including tensile strength, stiffness, etc.

[0105] Step S30: Determine the vertical spacing of the embedded points

[0106] The purpose of this step is to establish a calculation model for the vertical spacing of the embedded points based on the structural parameters of the basement exterior wall to meet the tensile capacity requirements of the wall. The specific implementation process is as follows:

[0107] 1) Calculate the optimal vertical spacing of the embedded points :

[0108] ;

[0109] Among them, is the vertical force correction coefficient, and its value range is ; is the design value of the tensile strength of concrete; is the cover thickness; is the influence coefficient of steel bar distribution; is the vertical spacing error term.

[0110] 2) Use the calculated optimal vertical spacing as a constraint condition to ensure that the arrangement of the embedded points meets the tensile bearing capacity requirements of the basement exterior wall.

[0111] Step S40: Determine the horizontal spacing of the embedded points

[0112] The purpose of this step is to establish a calculation model for the horizontal spacing of the embedded points based on the lateral stability requirements of the external scaffolding to ensure the stability of the overall structure. The specific implementation process is as follows:

[0113] 1) Calculate the optimal horizontal spacing of the embedded points :

[0114] ;

[0115] Among them, is the horizontal force correction coefficient; is the elastic modulus of the connecting wall member; is the moment of inertia of the cross-section of the connecting wall member; is the horizontal spacing error term.

[0116] 2) Use the calculated optimal horizontal spacing as a constraint condition to ensure that the arrangement of the embedded points meets the lateral stability requirements of the external scaffolding.

[0117] Step S50: Evaluate the impact of the embedded point arrangement on the waterproof performance

[0118] The purpose of this step is to establish an evaluation model for the impact of the embedded point layout on the waterproof layer damage to ensure the quality and reliability of the waterproof construction. The specific implementation process is as follows:

[0119] 1) Calculate the total damage area of the waterproof layer under the embedded point layout plan :

[0120] ;

[0121] Among them, is the influence radius of the embedded point in the th row and the th column; is the attenuation coefficient of the waterproof damage; is the spacing between the embedded points; is the area calculation error term.

[0122] 2) Take the calculated damage area of the waterproof layer as part of the optimization objective function to minimize the negative impact of the embedded point layout on the waterproof performance.

[0123] Step S60: Calculate the embedded point layout plan through multi-objective optimization

[0124] The purpose of this step is to comprehensively consider the bearing capacity requirements and waterproof performance, and obtain the optimal embedded point layout plan through multi-objective optimization calculation. The specific implementation process is as follows:

[0125] 1) Construct a multi-objective optimization model:

[0126] ;

[0127] Among them, is the weight coefficient, satisfying ; is the maximum allowable damage area; is the maximum allowable tensile value; is the construction cost; is the benchmark cost.

[0128] 2) Through a multi-objective optimization algorithm, such as the Pareto optimization algorithm, solve to obtain the optimal embedded point layout plan that meets the bearing capacity and waterproof performance requirements.

[0129] Step S70: Determine the spatial coordinates of the embedded points

[0130] The purpose of this step is to calculate and determine the spatial coordinate positions of each embedded point according to the optimized embedded point layout plan, providing a basis for the subsequent installation of the embedded device. The specific implementation process is as follows:

[0131] 1) Calculate the plane coordinates of the embedded points and :

[0132] ;

[0133] ;

[0134] Among them, is the elevation of the embedded point, which can be calculated according to the following formula:

[0135] ;

[0136] 2) Calculate the vertical coordinates of the embedded point:

[0137] ;

[0138] 3) Organize the spatial coordinates of all calculated embedded points into an embedded point positioning diagram to provide a basis for the subsequent installation of the embedded device.

[0139] Step S80: Determine the installation position of the embedded device and the avoidance of steel bars

[0140] The purpose of this step is to determine the specific installation position of the multi-section embedded tie device according to the optimized embedded point layout plan and check whether it interferes with the steel bars in the wall body. The specific implementation process is as follows:

[0141] 1) Install the multi-section embedded tie device at the position of each embedded point according to the embedded point positioning diagram.

[0142] 2) Check the steel bar distribution at each embedded point to ensure that there is enough clearance between the embedded device and the steel bars to avoid interference.

[0143] 3) For the embedded points that cannot meet the requirements of steel bar avoidance, it is necessary to adjust the installation position of the embedded device to ensure structural safety.

[0144] Step S90: Determine the component specifications of the embedded device

[0145] The purpose of this step is to calculate and determine the specific dimension parameters of each component of the multi-section embedded tie device according to the optimized embedded point layout plan. The specific implementation process is as follows:

[0146] 1)) Calculate the diameter of the embedded round steel :

[0147] ;

[0148] Among them, is the allowable stress of the steel, is the long-term use influence coefficient, is the aging attenuation coefficient, is the designed service life, is the diameter error term.

[0149] 2) Calculate the size of the embedded cone head and :

[0150] ;

[0151] ;

[0152] Among them, is the cone head size coefficient, is the position influence coefficient, is the unit reference force, is the size error term.

[0153] 3) Calculate the length of the external tie device :

[0154] ;

[0155] Among them, is the maximum allowable displacement, is the maximum deflection angle, is the deformation adjustment coefficient, is the elastic modulus of steel, is the length error term.

[0156] 4) Organize and file the calculated parameters of each component to provide a basis for the manufacture and installation of the subsequent embedded device.

[0157] Specifically, the principle of the present invention is as follows: The design and layout method of the embedded points of the external scaffolding tie device for the basement of the present invention is based on a comprehensive analysis of the structural characteristics of the external wall of the basement, the load characteristics of the external scaffolding, and the waterproof construction requirements, and is obtained through a series of mathematical models for optimization calculation.

[0158] First of all, in step S10, obtain the structural parameters of the external wall of the basement, including the wall height, thickness, and concrete strength grade. These parameters are not only the basic inputs for subsequent calculations and optimizations but also the prerequisite conditions for ensuring structural safety.

[0159] Secondly, in step S20, according to the acting load of the external scaffolding, establish a calculation model for the design tensile force value of a single embedded point. This model considers factors such as wind load, construction load, and self-weight load, and introduces an importance coefficient and an error correction term, which can more accurately predict the tensile force that a single embedded point needs to bear. At the same time, the force-bearing index of the overall tie device is also determined, providing a basis for subsequent structural design.

[0160] In steps S30 and S40, optimization calculation models for the vertical and horizontal spacings of the embedded points are respectively established. The former aims to meet the tensile bearing capacity of the wall, while the latter aims to ensure the lateral stability of the external scaffolding. By solving these two models, an optimal layout plan for the embedded points that meets the structural safety requirements can be obtained.

[0161] Step S50 focuses on the quality of the waterproof construction and establishes an impact assessment model for the damage of the embedded point layout to the waterproof layer. This model takes into account the geometric positions of the embedded points and their interactions, and can predict the total damaged area of the waterproof layer. Taking this index as part of the optimization objective function can ensure that the embedded point layout plan minimizes the damage to the waterproof layer on the premise of meeting the bearing capacity requirements.

[0162] Finally, in step S60, the above-mentioned various models are integrated for multi-objective optimization calculation to obtain an optimal layout plan for the embedded points that takes into account both structural safety and waterproof performance. This provides a basis for the subsequent installation of the embedded device and the determination of its size.

[0163] Through the above series of calculation models and optimization steps, the method of the present invention can fully consider the structural characteristics of the basement exterior wall, the stress conditions of the external scaffolding, and the requirements of the waterproof construction, and finally determine an embedded point layout plan that can not only meet the structural safety but also minimize the impact on the waterproof layer. This not only improves the construction quality but also greatly enhances the construction convenience and efficiency.

[0164] To better understand and implement the present invention, a specific embodiment of the present invention is provided below: The length of a basement exterior wall is 45 meters, the height is 12 meters, and the concrete strength grade is C30. According to the architectural design, the expected load conditions of the external scaffolding are as follows: the design wind speed is 32 m / s, the average wind pressure at the wall height is 0.8 kPa; the total construction loads are 32 kN; the self-weight of the scaffolding is 18 kN.

[0165] First, according to step S10, obtain the structural parameters of the basement exterior wall:

[0166] Wall height ;

[0167] Wall thickness

[0168] Concrete strength grade ;

[0169] Design wind speed ;

[0170] Wind load ;

[0171] Construction load

[0172] Self-weight load ;

[0173] Next, according to step S20, determine the design tensile force value and stress index of a single embedded point.

[0174] Calculate the design tensile force value of a single embedded point :

[0175] ;

[0176] Among them, 。

[0177] Substitute the parameters and calculate to get:

[0178] ;

[0179] ;

[0180] ;

[0181] ;

[0182] According to the design tensile force value of a single embedded point , determine the stress index of the overall tie device, such as the tensile strength is not less than 60 kN, the stiffness is not less than 3000 kN / m, etc.

[0183] Then, according to step S30, determine the vertical spacing of the embedded points.

[0184] Calculate the optimal vertical spacing of the embedded points :

[0185] ;

[0186] Among them, 。

[0187] Substitute the parameters and calculate to get:

[0188] ;

[0189] According to step S40, determine the horizontal spacing of the embedded points.

[0190] Calculate the optimal horizontal spacing of the embedded points :

[0191] ;

[0192] Among them, 。

[0193] Calculated by substituting parameters:

[0194] ;

[0195] Next, according to step S50, evaluate the impact of the embedded point layout on the waterproof performance.

[0196] Calculate the total damaged area of the waterproof layer under the embedded point layout plan :

[0197] ;

[0198] Among them, 。

[0199] Calculated by substituting parameters:

[0200] ;

[0201] Then, according to step S60, perform multi-objective optimization to calculate the embedded point layout plan.

[0202] Construct a multi-objective optimization model:

[0203] ;

[0204] Among them, 。

[0205] Calculated by substituting parameters:

[0206] ;

[0207] Solve by the Pareto optimization algorithm to obtain the optimal embedded point layout plan as follows:

[0208] Vertical spacing of embedded points ;

[0209] Horizontal spacing of embedded points

[0210] Damaged area of waterproof layer ;

[0211] Comprehensive optimization objective ;

[0212] Next, according to step S70, determine the spatial coordinates of the embedded points.

[0213] Calculate the plane coordinates of the embedded points and :

[0214] ;

[0215] ;

[0216] Among them, 。

[0217] Calculate the elevation of the embedded point :

[0218] ;

[0219] Among them, 。

[0220] Substitute the parameters and calculate to get:

[0221] ;

[0222] Calculate the vertical coordinates of the embedded point:

[0223] ;

[0224] Among them, 。

[0225] Substitute the parameters and calculate to get:

[0226] ;

[0227] Through the above calculations, the three-dimensional space coordinates of each embedded point are obtained, as shown in Table 1 specifically:

[0228] Table 1 Embedded Point Space Coordinate Table

[0229]

[0230] Finally, according to steps S80 and S90, determine the installation position and component specifications of the embedded device.

[0231] The embedded device includes three parts: the embedded stress-bearing part, the embedded connecting taper head, and the external tensioning device. Among them, the embedded stress-bearing part is made of bent anchor round steel with a diameter of 22 mm, and is provided with a bent anchor end, a water stop piece, and a threaded connection section. The embedded connecting taper head is an inverted cone made of high-strength plastic, with the inner end connected to the threaded connection section of the embedded stress-bearing part and the outer end connected to the external tensioning device. The length of the external tensioning device is 1.2 meters, and it adopts a detachable structure and is rigidly connected to the external scaffolding.

[0232] During installation, first arrange the positions of each embedded point according to the embedded point space coordinates in Table 1, and check whether there is interference with the steel bars in the wall body. After inspection, the positions of each embedded point meet the requirements of steel bar avoidance. Then, install the embedded stress-bearing part at each embedded point and connect it to the external tensioning device through the embedded connecting taper head. During the waterproof construction, the detachable external tensioning device can be removed and then reinstalled after the waterproofing is completed.

[0233] According to the designed tensile value of a single embedded point , calculate and determine the specific dimensional parameters of each embedded device component:

[0234] Diameter of embedded round steel ;

[0235] Length of embedded cone head ;

[0236] Maximum diameter of embedded cone head ;

[0237] Length of external tie device 。

[0238] The above is only the specific implementation manner of the present invention, but the protection scope of the present invention is not limited thereto. Any person skilled in the art within the technical scope disclosed by the present invention can easily think of changes or substitutions, which should all be covered within the protection scope of the present invention.

Claims

1. A method for determining the embedded points and structure of a basement external scaffolding tie-down device, characterized in that: The following steps are involved: S10, obtaining structural parameters of the basement exterior wall; S20, calculating the design tension value of a single embedded point according to the external scaffolding load, and determining the force index of the embedded multi-stage tie device; S30, establishing a calculation model for the vertical spacing of embedded points based on the wall structure parameters; S40. Establish a calculation model for the horizontal spacing of embedded points based on the lateral stability requirements of the external scaffolding; S50, using the waterproof construction requirements as constraints to establish a pre-buried point waterproof impact assessment model, and calculating the minimum value of the waterproof layer damage area and its corresponding pre-buried point layout plan; S60, performing multi-objective optimization calculation on the vertical spacing calculation model, the horizontal spacing calculation model, and the waterproof impact assessment model to obtain a pre-buried point arrangement plan that meets the bearing capacity requirements and minimizes the waterproof damage area; S70, according to the optimized pre-embedded point arrangement plan, determine the spatial coordinates of each pre-embedded point, and draw a pre-embedded point positioning map; S80, determining the installation position of the embedded multi-stage tie device according to the embedded point positioning diagram, and checking the steel bar avoidance spacing at each embedded point; S90. According to the spatial layout plan of the embedded points, calculate and determine the component specifications of the embedded multi-section anchor device, including the diameter of the bent anchor round steel, the model of the embedded connection cone head, and the length of the external anchor device.

2. A method for determining the pre-buried points and structure of a basement external scaffolding tie-down device according to claim 1, characterized in that: The structural parameters include wall height, wall thickness, and concrete strength grade.

3. A method for determining the pre-buried points and structure of a basement external scaffolding tie-down device according to claim 2, characterized in that: The stress indicators at least include tensile strength and stiffness.

4. A method for determining the pre-buried points and structure of a basement external scaffolding tie-down device according to claim 3, characterized in that: The constraint conditions of the calculation model for the vertical spacing of the embedded points include the tensile strength of the wall, the thickness of the concrete cover, and the distribution position of the steel bars.

5. A method for determining the pre-buried points and structure of a basement external scaffolding anchoring device according to claim 4, characterized in that: The constraint conditions of the calculation model for the horizontal spacing of the embedded points include the arrangement of scaffolding uprights, the stiffness of the wall connection members, and the wind load.

6. A method for determining the pre-buried points and structure of a basement external scaffolding anchoring device according to claim 5, characterized in that: The pre-embedded multi-section scaffolding tie-tying device comprises a pre-embedded force-bearing part, a pre-embedded connecting cone head and an external tie-tying device.

7. A method for determining the pre-buried points and structure of the basement external scaffolding anchoring device according to claim 6, characterized in that: The embedded stress-bearing part is made of bent anchor round steel, and the diameter of the bent anchor round steel is 18 mm to 28 mm; the embedded stress-bearing part is provided with a bent anchor end, a water stop plate and a threaded connection section, the water stop plate is welded to the middle part of the embedded stress-bearing part, the bent anchor end is arranged within the middle part of the wall thickness, and the threaded connection section is located at the end of the embedded stress-bearing part; the embedded connection cone head is an inverted cone, the inner end of the embedded connection cone head is connected to the threaded connection section of the embedded stress-bearing part, and the outer end of the embedded connection cone head is connected to the external tensioning device.

8. A method for determining the pre-buried points and structure of the basement external scaffolding anchoring device according to claim 7, characterized in that: The length of the external tie-down device is not less than 0.5 meters, and the external tie-down device is rigidly connected to the external scaffolding.

9. A method for determining the pre-buried points and structure of a basement external scaffolding anchoring device according to claim 8, characterized in that: The embedded connection cone head is made of high-strength plastic; the embedded connection cone head is buried close to the inner side of the concrete, and the external tensioning device and the embedded connection cone head press the template tightly; after the embedded connection cone head and the external tensioning device are installed in place, they provide a tension that is not less than the theoretical value of the tension node design.

10. A method for determining the pre-buried points and structure of the basement external scaffolding anchoring device according to claim 9, characterized in that: The water stop plate is welded to the embedded stress-bearing part by a full welding process; the external tie device adopts a detachable structure, which is removed during waterproofing construction and restored after the waterproofing construction is completed.

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