Reconstruction structures for controlling the tilt and settlement of independent foundations

Abstract

This invention provides a reconstruction structure for controlling the tilt and settlement of isolated foundations, comprising: a first foundation slab and a second foundation slab located on opposite sides of the isolated foundation; a first strip-shaped force-transmitting inclined plate positioned above the first foundation slab, and a second strip-shaped force-transmitting inclined plate positioned above the second foundation slab; a first trapezoidal force-transmitting member with its bottom end abutting against the first strip-shaped force-transmitting inclined plate and its top end abutting against one side of a building column, and a second trapezoidal force-transmitting member with its bottom end abutting against the second strip-shaped force-transmitting inclined plate and its top end abutting against the other side of the building column; a first tensioned force-transmitting plate and a second tensioned force-transmitting plate located on the opposite side of the first and second strip-shaped force-transmitting inclined plates; and two bundles of tensioned steel bars passing through the strip-shaped force-transmitting inclined plate and the trapezoidal force-transmitting member on their respective ends, and passing through and anchored to the tensioned force-transmitting plate. This invention can not only significantly improve the foundation bearing capacity but also overcome unbalanced bending moments and accurately control settlement at various locations.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of building structure, more particularly, to a reconstruction structure for controlling inclination and settlement of independent foundation. BACKGROUND

[0002] Foundation is an important part of a building, and slope independent extended foundation is a common form of building foundation. After discovering defects in the original foundation or changing loads due to overall construction, the original foundation often needs to be reconstructed or added.

[0003] The reconstruction method of simply increasing the bottom area of the existing independent foundation to increase the bearing capacity has two main defects: 1. When the number of net through stress reinforcement at the bottom of the foundation needs to be increased, the reinforcement needed to be added in the original foundation range cannot be filled; 2. In the area of the newly added foundation, the ground reaction force lags behind, and the newly added foundation lacks the process of compressing the ground together with the original foundation under the action of the upper load and sinking together. Since the bearing capacity of the foundation comes from the upward ground reaction force provided by the ground under the foundation, in the case of no increase in new vertical load, except for the weight of the foundation and the backfilling soil above it, there is basically no ground reaction force, i.e. no contribution to the old foundation. In the case of increasing new vertical load on the upper column, even if the newly added part of the foundation can sink at the same time as the original part, the ground reaction force borne by the newly added part is far from keeping up with the increase of the original part. If the original design of the original foundation has used up the allowable value of the ground bearing capacity, continuing to increase the pressure will exceed the limit value. This situation seriously restricts the space for reconstruction of old building structures, and affects the development of reconstruction and construction.

[0004] In particular, in recent years, many old buildings have added layers locally, and the need for special functions has complicated the original foundation and foundation. The production of special products in factories and the increase of special equipment require the addition of asymmetric constant loads to the foundation of some buildings; decorative buildings, such as inclined monuments, add sculpture weights on the top of the monument body. These existing independent foundations cannot meet the needs of the method of symmetrically increasing the bottom area. On the other hand, due to the need for precise scientific and technological research, the control requirements for the deformation of various parts of the building are becoming increasingly stringent. Therefore, in addition to the demand for high bearing capacity of the foundation, the reconstruction technology for high-precision control of related deformation is becoming increasingly important.

[0005] For example Figure 1As shown, for an independent foundation of a precision scientific and technological research building frame structure, with the asymmetrical addition of heavy equipment loads 13 and 14 (load 13 being greater than load 14) on both sides of foundation 11, the results of recalculating the increased load according to the overall building structure model show that the new axial pressure at the center of the bottom of column 12 is Fkc, and the new bending moment is Mkc. Therefore, the equivalent eccentric moment is e = Mkc / Fkc, which can be understood as an equivalent axial force Fke without bending moment acting at this eccentric position. This causes the original foundation 11 to be eccentrically compressed, resulting in foundation 11 deflection, column 12 bending, and the bottom pressure stress of foundation 11 exceeding the allowable value of the foundation bearing capacity, seriously affecting the building's safety and use. Any method of symmetrically increasing the bottom area for an independent foundation, or methods that cannot accurately control settlement, are not suitable. Summary of the Invention

[0006] The technical problem to be solved by the present invention is to provide a reconstruction structure that controls the tilting and settlement of the independent foundation, in view of the above-mentioned problem of eccentric compression of the foundation in the reconstruction of the concrete independent foundation of the building with asymmetrical load.

[0007] The technical solution of this invention to solve the above-mentioned technical problems is to provide a reconstruction structure for controlling the tilt and settlement of independent foundations, used to reinforce independent foundations with asymmetrically increased constant loads on building columns. The horizontal cross-section of the independent foundation is rectangular, and the bottom of the building column with the rectangular cross-section is connected to the center of the top of the independent foundation. The reconstruction structure includes:

[0008] The first foundation plate is located on the side of the independent foundation that experiences the most settlement due to the asymmetric constant load added by the building columns, and the initial bottom surface of the first foundation plate is at the same height as the bottom surface of the independent foundation. The upper surface of the first foundation plate has a first steel stress diffusion support arranged along the length direction of the first foundation plate.

[0009] The second foundation plate is located on the side of the independent foundation facing away from the first foundation plate, and the initial bottom surface of the second foundation plate is at the same height as the bottom surface of the independent foundation. The upper surface of the second foundation plate has a second steel stress diffusion support arranged along the length direction of the second foundation plate.

[0010] The first strip-shaped force transmission inclined plate is disposed above the first foundation plate. The bottom end of the first strip-shaped force transmission inclined plate abuts against the first steel stress diffusion support, and the angle between the thickness center line of the first strip-shaped force transmission inclined plate and the surface of the first foundation plate facing the independent foundation direction is greater than 95°.

[0011] The second strip-shaped force transmission inclined plate is set above the second base plate. The bottom end of the second strip-shaped force transmission inclined plate abuts against the second steel stress diffusion support, and the angle between the thickness center line of the second strip-shaped force transmission inclined plate and the surface of the second base plate facing the independent foundation direction is greater than 95°.

[0012] A first trapezoidal force transmission component is disposed above the independent foundation, and the bottom end of the first trapezoidal force transmission component abuts against the side of the first strip force transmission inclined plate facing the independent foundation, and the top end abuts against the side of the building column, and the top end of the first trapezoidal force transmission component is higher than the bottom end.

[0013] The second trapezoidal force transmission member is disposed above the independent foundation, and the bottom end of the second trapezoidal force transmission member abuts against the side of the second strip-shaped force transmission inclined plate facing the independent foundation, and the top end abuts against the other side of the building column, and the top end of the second trapezoidal force transmission member is higher than the bottom end.

[0014] The first tension-transmitting plate is located on the side of the first strip-shaped tension-transmitting inclined plate facing away from the independent foundation;

[0015] The second tension-transmitting plate is located on the side of the second strip-shaped tension-transmitting inclined plate facing away from the independent foundation;

[0016] Two bundles of tensioning steel bars are perpendicular to the long sides of the first and second steel stress diffusion supports and cross the top of the two slopes of the independent foundation. The tensioning steel bars are arranged horizontally parallel to the bottom surface of the independent foundation. The two ends of each bundle of tensioning steel bars pass through the first and second strip-shaped force transmission inclined plates and then through the horizontal through-holes in the center of the thickness of the first and second tensioning force transmission plates, respectively, and are anchored to the first and second tensioning force transmission plates. One end of each bundle of tensioning steel bars has a facility structure for tensioning construction operations.

[0017] Under the combined traction force of the tensioning operation of the two bundles of tensioned steel bars and the counter-thrust force of the first trapezoidal force-transmitting member, the first strip-shaped force-transmitting inclined plate presses down the first foundation plate, lowering the bottom surface of the first foundation plate below the bottom surface of the independent foundation. The first trapezoidal force-transmitting member then transfers part of the pressure from the building column to the first foundation plate to share the load of the independent foundation. Under the combined traction force of the tensioning operation of the two bundles of tensioned steel bars and the counter-thrust force of the second trapezoidal force-transmitting member, the second strip-shaped force-transmitting inclined plate presses down the second foundation plate, lowering the bottom surface of the second foundation plate below the bottom surface of the independent foundation. The second trapezoidal force-transmitting member then transfers part of the pressure from the building column to the second foundation plate to share the load of the independent foundation.

[0018] The present invention has the following beneficial effects: through the specific position and structure of the trapezoidal force transmission member and the strip force transmission inclined plate, the tension force of the steel bar acting on the tensioning force transmission plate is decomposed into pressure perpendicular to the top surface of the foundation plate, and the bottom surface of the foundation plate is lowered to below the bottom surface of the independent foundation. Thus, the trapezoidal force transmission member transfers part of the pressure of the building column to the foundation plate to share the load of the independent foundation and improve the overall bearing capacity of the foundation.

[0019] Because this invention reveals the mathematical relationship between the tension of the reinforcing bars and the actual reaction stress at the bottom of the foundation slab, the ground reaction stress and settlement at the bottom of the foundation slab and isolated foundation slab can be accurately controlled. Due to the different widths of the foundation slabs, the positions, dimensions, and structures of the trapezoidal force-transferring members and the strip force-transferring inclined plates on both sides of the isolated foundation, different pressures and settlements can be generated under the same tension force of the reinforcing bars, thereby overcoming unbalanced bending moments. Attached Figure Description

[0020] Figure 1 This is a schematic diagram of the stress and deformation state of an existing frame structure after an asymmetric constant load is added to its independent foundation.

[0021] Figure 2 This is a three-dimensional schematic diagram of the reconstruction structure for controlling the tilt and settlement of independent foundations provided in an embodiment of the present invention;

[0022] Figure 3 This is a plan view of the remodeling structure for controlling the tilt and settlement of independent foundations provided in an embodiment of the present invention;

[0023] Figure 4 This is a comparison diagram of the changes in the position of each component before and after tensioning the steel bars in the reconstructed structure for controlling the tilt and settlement of independent foundations, provided in an embodiment of the present invention.

[0024] Figure 5 This is a diagram showing the physical positions of each component after tensioning the reinforcing steel bars in the reconstructed structure for controlling the tilt and settlement of independent foundations, as well as their axial force analysis graphs and a comparison diagram of their positions, provided in an embodiment of the present invention.

[0025] Figure 6 It is the axial force analysis diagram of the parallelogram rule for all stressed components;

[0026] Figure 7 This is a stress analysis diagram of the width design of two foundation slabs in the reconstructed structure for controlling the tilt and settlement of independent foundations, provided in an embodiment of the present invention.

[0027] Figure 8 This is a schematic diagram of the trapezoidal component structure of a reconstruction structure for controlling the tilt and settlement of independent foundations, provided in another embodiment of the present invention;

[0028] Figure 9This is a schematic diagram of the interface structure between the first foundation slab and the independent foundation in the reconstructed structure for controlling the tilt and settlement of independent foundations provided in an embodiment of the present invention.

[0029] Figure 10 This is a schematic diagram of the construction of the first trapezoidal force transmission component and the second trapezoidal force transmission component used in the reconstruction structure for controlling the tilt and settlement of independent foundations provided in the embodiments of the present invention.

[0030] Figure 11 This is a partial cross-sectional schematic diagram of the reconstruction structure for controlling the tilt and settlement of independent foundations provided in an embodiment of the present invention;

[0031] Figure 12 This is a schematic diagram of the assembly structure of the first trapezoidal force transmission member, the first strip force transmission inclined plate, the first tension force transmission plate and the first steel stress diffusion support in the reconstruction structure for controlling the tilt and settlement of independent foundations provided in the embodiments of the present invention.

[0032] Figure 13 This is a schematic diagram of the assembly structure of the second trapezoidal force transmission member, the second strip-shaped force transmission inclined plate, the second tension force transmission plate and the second steel stress diffusion support in the reconstruction structure for controlling the tilt and settlement of independent foundations provided in the embodiments of the present invention.

[0033] Figure 14 This is a schematic diagram of the contact between the first trapezoidal force transmission member and the building column in the reconstruction structure for controlling the tilt and settlement of independent foundations provided in an embodiment of the present invention.

[0034] Figure 15 This is a schematic diagram of the contact between the second trapezoidal force transmission member and the building column in the reconstruction structure for controlling the tilt and settlement of independent foundations provided in an embodiment of the present invention. Detailed Implementation

[0035] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the invention.

[0036] like Figure 2 , Figure 3 The diagram shown is a schematic of a modified structure for controlling the tilt and settlement of an independent foundation according to an embodiment of the present invention. This modified structure is for the modification and reinforcement of the independent foundation 21 of a frame structure used for the asymmetrical addition of heavy machinery in a workshop. The horizontal cross-section of the independent foundation 21 of the aforementioned building is rectangular with four slopes, and the bottom of the building column 22 (with a rectangular cross-section) is cast and connected to the center of the top of the independent foundation 21. The building column 22 and the independent foundation 21 can adopt conventional structures in the art, which will not be described in detail here.

[0037] Specifically, the reconstruction structure for controlling the tilt and settlement of independent foundations in this embodiment includes a first foundation slab 31, a second foundation slab 41 (e.g., a cast-in-place concrete structure); a first strip-shaped force-transfer inclined plate 32, a second strip-shaped force-transfer inclined plate 42, a first trapezoidal force-transfer inclined plate 33, and a second trapezoidal force-transfer inclined plate 43 (e.g., a steel-concrete hybrid structure or an all-steel structure, fabricated on-site or prefabricated off-site); a first tensioned force-transfer plate 34, a second tensioned force-transfer plate 44 (e.g., an all-steel structure); and two bundles of tensioned reinforcing bars 35.

[0038] The first foundation slab 31 is flat and is located on the side of the isolated foundation 21 where the settlement is greater (maximum) due to the asymmetric constant load added by the building column 22. The bottom surface of the first foundation slab 31 is at the same height as the bottom surface of the isolated foundation 21 during initial pouring. The length 'a' of the first foundation slab 31 is the same as the length of the side of the isolated foundation 21 adjacent to the first foundation slab 31, and the width of the first foundation slab 31 is... It can be calculated that the height of the first base plate 31 is less than or equal to the height of the base portion 211 (i.e., the portion below the slope) of the independent foundation 21, and the upper surface of the first base plate 31 has a first steel stress diffusion support 311 arranged along the length direction of the first base plate 31. A first strip-shaped force transmission inclined plate 32 is disposed above the first base plate 31, and the bottom end of the first strip-shaped force transmission inclined plate 32 abuts against the first steel stress diffusion support 311 (i.e., the first strip-shaped force transmission inclined plate 32 is movably connected to the first base plate 31). The angle between the thickness centerline of the first strip-shaped force transmission inclined plate 32 and the upper surface of the first base plate 31 in the direction towards the independent foundation 21 is greater than 95°. To improve the stiffness and strength of the first strip-shaped force transmission inclined plate 32, a reinforcing steel plate 324 is provided above it, such as... Figure 12 As shown. A first trapezoidal force-transmitting inclined plate 33 is disposed above the independent foundation 21. The bottom end of the first trapezoidal force-transmitting inclined plate 33 abuts against the side of the first strip-shaped force-transmitting inclined plate 32 facing the independent foundation 21, and the top end abuts against the building column 22 (that is, the first trapezoidal force-transmitting inclined plate 33 is movably connected to the first strip-shaped force-transmitting inclined plate 32 and the building column 22 respectively), and the top end of the first trapezoidal force-transmitting inclined plate 33 is higher than the bottom end. A first tensioning force-transmitting plate 34 is located on the side of the first strip-shaped force-transmitting inclined plate 32 facing away from the independent foundation 21 and abuts against the first strip-shaped force-transmitting inclined plate 32 (that is, the first tensioning force-transmitting plate 34 is movably connected to the first strip-shaped force-transmitting inclined plate 32). Specifically, the length of the first strip-shaped force-transmitting inclined plate 32, the length of the bottom end of the first trapezoidal force-transmitting inclined plate 33, and the length of the first tensioning force-transmitting plate 34 are the same as the length of the first foundation plate 31, and their ends are flush. The bottom ridge of the first trapezoidal force-transmitting inclined plate 33 and the ridge of the first tensioning force-transmitting plate 34 act on both sides of the first strip-shaped force-transmitting inclined plate 32, and are at the same horizontal height after the tensioning of the tensioning steel bar 35 is completed, and are equal to the height of the axis of the tensioning steel bar 35.

[0039] The second foundation slab 41 is located on the side of the independent foundation 21 where settlement is less due to the asymmetric constant load added by the building column 22; that is, the second foundation slab 41 and the first foundation slab 31 are located on opposite sides of the independent foundation 21. Similarly, the bottom surface of the second foundation slab 41 is at the same height as the bottom surface of the independent foundation 21 during initial pouring. The length of the second foundation slab 41 is the same as the length of the side of the independent foundation 21 adjacent to the second foundation slab 41. The width b2 of the second foundation slab 41 can be calculated and determined. The height of the second foundation slab 41 is less than or equal to the height of the base portion 211 of the independent foundation 21 (i.e., the portion below the slope). The upper surface of the second foundation slab 41 has a second steel stress diffusion support arranged along the length direction of the second foundation slab 41. The second strip-shaped force-transmitting inclined plate 42 is disposed above the second base plate 41. The bottom end of the second strip-shaped force-transmitting inclined plate 42 abuts against the second steel stress diffusion support (i.e., the second strip-shaped force-transmitting inclined plate 42 is movably connected to the second base plate 41), and the angle between the thickness centerline of the second strip-shaped force-transmitting inclined plate 42 and the upper surface of the second base plate 41 in the direction towards the independent foundation 21 is greater than 95°. To improve the rigidity and strength of the second strip-shaped force-transmitting inclined plate 42, a reinforcing steel plate 424 is disposed above it, such as... Figure 13 As shown. A second trapezoidal force-transmitting inclined plate 43 is positioned above the independent foundation 21. The bottom end of the second trapezoidal force-transmitting inclined plate 43 abuts against the side of the second strip-shaped force-transmitting inclined plate 42 facing the independent foundation 21, and the top end abuts against the building column 22 (i.e., the second trapezoidal force-transmitting inclined plate 43 is movably connected to the second strip-shaped force-transmitting inclined plate 42 and the building column 22, respectively), with the top end of the second trapezoidal force-transmitting inclined plate 43 higher than its bottom end. A second tensioning force-transmitting plate 44 is located on the side of the second strip-shaped force-transmitting inclined plate 42 facing away from the independent foundation 21 and abuts against the second strip-shaped force-transmitting inclined plate 42 (i.e., the second tensioning force-transmitting plate 44 is movably connected to the second strip-shaped force-transmitting inclined plate 42). Specifically, the length of the second strip-shaped force-transmitting inclined plate 42, the length of the bottom end of the second trapezoidal force-transmitting inclined plate 43, and the length of the second tensioning force-transmitting plate 44 are the same as the length of the second foundation plate 41, and their ends are flush. The bottom ridge line of the second trapezoidal force-transmitting inclined plate 43 and the ridge line of the second tensioning force-transmitting plate 44 act on both sides of the second strip-shaped force-transmitting inclined plate 42, and are at the same horizontal height after the tensioning of the tensioning steel bar 35 is completed, and are equal to the axial height of the tensioning steel bar 35.

[0040] Both bundles of tensioned steel bars 35 are perpendicular to the long sides of the first steel stress diffusion support 311 and the second steel stress diffusion support 411, and cross over the top of the slopes on both sides of the independent foundation 21, and are parallel to the bottom surface of the independent foundation 21. The two ends of each bundle of tensioned steel bars 35 pass through the through circular holes of the first strip force transmission inclined plate 32 and the second strip force transmission inclined plate 42 (and simultaneously pass through the through semi-circular openings at the bottom edges of the first trapezoidal force transmission inclined plate 33 and the second trapezoidal force transmission inclined plate 43), and pass through the horizontal through-holes in the center of the thickness of the first tensioning force transmission plate 34 and the second tensioning force transmission plate 44, and are anchored to the first tensioning force transmission plate 34 and the second tensioning force transmission plate 44, respectively. One end of each bundle of tensioned steel bars 35 has a facility or structure for tensioning operation.

[0041] By tensioning the two bundles of tensioned steel bars 35, the first strip-shaped force-transmitting inclined plate 32, under the combined traction force of the tensioning operation of the two bundles of tensioned steel bars 35 and the counter-thrust force of the first trapezoidal force-transmitting inclined plate 33, presses down the first foundation slab 31, lowering the bottom surface of the first foundation slab 31 below the bottom surface of the independent foundation 21. The first trapezoidal force-transmitting inclined plate 33 then transmits part of the pressure (including eccentric pressure) from the building column 22 to the first foundation slab 31. The second base plate 41 bears the load of the independent foundation 21; simultaneously, under the combined traction force of the tensioning operation of the two bundles of tensioned steel bars 35 and the counter-thrust force of the second trapezoidal force-transmitting inclined plate 43, the second strip-shaped force-transmitting inclined plate 42 presses down the second base plate 41, lowering the bottom surface of the second base plate 41 below the bottom surface of the independent foundation 21. The second trapezoidal force-transmitting inclined plate 43 then transfers part of the pressure from the building column 22 to the second base plate 41 to share the load of the independent foundation 21. Figure 4 As shown, the dashed lines represent the positions of the first foundation plate 31, the second foundation plate 41, the first strip-shaped force-transmitting inclined plate 32, the second strip-shaped force-transmitting inclined plate 42, the first trapezoidal force-transmitting inclined plate 33, the second trapezoidal force-transmitting inclined plate 43, the first tensioning force-transmitting plate 34, the second tensioning force-transmitting plate 44, and the two bundles of tensioning steel bars 35 before the tensioning operation; the solid lines represent the positions of the first foundation plate 31, the second foundation plate 41, the first strip-shaped force-transmitting inclined plate 32, the second strip-shaped force-transmitting inclined plate 42, the first trapezoidal force-transmitting inclined plate 33, the second trapezoidal force-transmitting inclined plate 43, the first tensioning force-transmitting plate 34, the second tensioning force-transmitting plate 44, and the two bundles of tensioning steel bars 35 after the tensioning operation.

[0042] In practice, existing prestressed steel bar tensioning technology and equipment can be used to tension, anchor, and prevent corrosion of the two bundles of tensioned steel bars 35.

[0043] The design calculation process for the widths of the first foundation slab 31 and the second foundation slab 41 is as follows: Referencing the computer calculation results of the original complete structural model of the building before renovation, the axial pressure and bending moment at the bottom of the original independent foundation columns to be renovated are superimposed with the asymmetric dead loads (including vertical pressure and bending moment) added during the renovation process. A unified equivalent pressure without bending moment is calculated, and its location is determined. Alternatively, a new complete computer calculation model of the building structure is established, all loads before and after renovation are input, and the calculation is performed. Based on the axial pressure and bending moment in the calculation results, a unified equivalent pressure without bending moment is calculated, and its location is determined.

[0044] Specific operations are as follows: Figure 1 For example, adding concentrated dead loads of 13 and 14 to the left and right sides of a column will cause the foundation to deflect, the upper column to bend, and the foundation bottom pressure stress to exceed the allowable value of the soil bearing capacity. The computer calculates the total result after adding the loads using a complete overall model of the building structure, inputting all loads before and after the renovation. The total axial pressure at the bottom of the foundation column to be renovated is found to be F. kc The new bending moment is M kc Therefore, the equivalent eccentric moment can be obtained as e = M. kc / F kc This can be understood as the eccentric position acting with an equivalent axial force F without bending moment. kc ,See Figure 7 To fully utilize the modified foundation bearing capacity f a , by F ke In addition, the self-weight of the reconstructed foundation and the weight of the backfill soil G kn The sum of their values ​​should be exactly the same as f. a Multiply by the total base area to achieve numerical balance. Therefore, the total length L of the newly renovated foundation should be:

[0045] (1)

[0046] Where fa is the modified low-grade bearing capacity characteristic value, γ is the average unit weight of the foundation and the superfill; d is the average embedment depth, and a is the width of the entire foundation (i.e., the length of the first foundation slab). L / 2 is based on F ke The location is the center of the new, non-eccentric foundation, and the expanded area on each side. Subtracting the portion within the original foundation boundary, i.e., b1 and b2 in the diagram, gives the width of the additional foundation slabs that should be added on both sides. Because the newly added foundation slabs will receive pre-existing pressure according to the structure of this embodiment, they actively share the pressure of the original foundation, achieving consistent compressive stress across the entire foundation and fully utilizing the bearing capacity of the soil.

[0047] Design and calculation of the superstructure: Figure 5 shows the outline of the solid structure of the above-mentioned reconstructed structure controlling the tilt and settlement of the independent foundation after the tensioning operation of the 35mm rebar, after which the deformation and stress of each part reach the ideal state. This is called the "solid structure diagram". The two parallelograms connected to each other on each side of the upper part, indicated by thin lines and arrows, are the axial force values ​​obtained by decomposing each component according to the "parallelogram rule". This is called the "axial force diagram". The larger parallelogram in the upper part corresponds to the axial force decomposition diagram of the rebar end. Ns represents the final tension force applied to the "hinge" points (circled positions in the figure) on both sides of each single bundle of tensioned rebar 35. b1 N b2 The tension Ns of a single bundle of reinforcing bars is decomposed at both ends into pressures acting on the first and second strip-shaped force-transmitting inclined plates 32 and 42 respectively, along the centerline of the plate thickness, and inclinedly pressed onto the surfaces of the first and second foundation plates 31 and 41. t1 N t2 These represent the pressures transmitted to the column by the first trapezoidal force-transmitting inclined plate 33 and the second trapezoidal force-transmitting inclined plate 43, respectively. The smaller parallelogram at the bottom represents the decomposed diagram of the axial force at the bottom of the strip-shaped force-transmitting inclined plate. N f1 N f2 The terms Ns represent the vertical pressures exerted on the first foundation slab 31 and the second foundation slab 41 respectively, which are decomposed through the first strip-shaped force transmission inclined plate 32, the first trapezoidal force transmission inclined plate 33, the second strip-shaped force transmission inclined plate 42, and the second trapezoidal force transmission inclined plate 43. h1 N h2 These represent the lateral pressures exerted on the sides of the independent foundations, respectively.

[0048] In the actual design process of engineering, the parallelogram rule of theoretical mechanics, the "graphical method," can replace tedious equation calculations, offering the simplest and most practical solution. Figure 6 is a combined and organized version of the upper part of each side of Figure 5, i.e., the "axial force diagram." Each line segment, with an arrow, represents the magnitude and direction of the forces acting on the first foundation plate 31, the second foundation plate 41, the first strip-shaped force-transmitting inclined plate 32, the second strip-shaped force-transmitting inclined plate 42, the first trapezoidal force-transmitting inclined plate 33, the second trapezoidal force-transmitting inclined plate 43, the first tensioned force-transmitting plate 34, the second tensioned force-transmitting plate 44, and the two bundles of tensioned steel bars 35. The positions, relationships, and angles of each line segment are consistent with... Figure 5 The lengths of each line segment represent the magnitude of the force transmitted and received along the axial direction within each actual component, and their numerical relationships conform to the parallelogram rule.

[0049] Due to the sloping surface of the independent foundation 21, when the height of the tensioning steel bars 35 is relatively low, the distance between the two bundles of tensioning steel bars 35, i.e., the distance between the two concentrated pressures, will be relatively large, which is detrimental to the strength design of the first foundation plate 31, the second foundation plate 41, the first strip-shaped force-transmitting inclined plate 32, and the second strip-shaped force-transmitting inclined plate 42. Conversely, when the height of the tensioning steel bars 35 is relatively high, the overall structure occupies more height space, which is detrimental to situations where the original independent foundation 21 is shallowly buried. Under the premise of a fixed tension force of the tensioning steel bars 35, the closer the inclination angle of a certain strip-shaped force-transmitting inclined plate and the trapezoidal force-transmitting inclined plate connected to it is to vertical, the greater the pressure received by the newly added foundation plate below it, but the more height space the entire structure occupies, and vice versa. When the strip-shaped force-transmitting inclined plates and trapezoidal force-transmitting inclined plates on both sides of the independent foundation adopt different inclination angles, under the given tension force of the tensioning steel bars, the two sides will obtain different vertical pressures.

[0050] The more specific design procedure involves considering the use of the modified characteristic value f of the foundation soil bearing capacity. a After deducting the self-weight of the foundation and the unit area pressure of the backfill soil, the value is multiplied by the areas ab1 and ab2 of the lower surfaces of the two pre-determined new foundation slabs (i.e., the first foundation slab 31 and the second foundation slab 41), and the required pre-determined vertical pressure N is calculated according to the following formula. f1 and N f2 (Actions are applied along the central axis of the length direction of the upper surface of the newly added first base plate 31 and second base plate 41 respectively):

[0051] (2)

[0052] (3)

[0053] First, the force-transmitting components on one side can be designed, such as the first foundation slab side. Based on the space provided by the embedment depth above the independent foundation, the angles, dimensions, and positions of the first strip-shaped force-transmitting inclined plate 32 and the first trapezoidal force-transmitting inclined plate 33 are initially determined, and their "physical drawings" are drawn. The height of the tensioning reinforcement and the lower edge of the side concrete column enclosure are then determined accordingly. Figure 5 Based on the aforementioned preliminary determination, the comparison format is drawn as follows: Figure 6 The diagram on the left, conforming to the parallelogram law, is the "axial force diagram." N in the diagram... f1 The length represents The calculated tonnage value. According to this ratio, the lengths of other line segments (including all components above the foundation plate on the other side) also represent the tonnage value of the axial force that the corresponding component needs to transmit and bear. The specific axial force value they represent can be calculated proportionally by measuring their lengths.

[0054] Next, we design the force-transmitting components on the other side, such as the side of the second foundation slab. Based on the results of the "solid drawing" and "axial force diagram" from the first side, the tonnage (i.e., segment length) and height required for tensioning the reinforcing bars have been determined. Then, based on... The calculation results show that the second foundation slab 41 on this side requires a vertical pressure of N. f2 Based on the corresponding graphic length, and following the parallelogram rule, experimentally add line segments representing the second strip-shaped force-transmitting inclined plate 42 and the second trapezoidal force-transmitting inclined plate 43 to complete the "axial force diagram" for this side. Figure 5 Given the corresponding relationships, the entire "entity graph" can be completed. Where N... h1 and N h2 The lateral pressure on the sides of the independent foundation is decomposed.

[0055] Because the tensioned steel bars are set horizontally, once their height is determined, the height positions at which the first strip-shaped force-transmitting inclined plate 32 on both sides abuts against the first trapezoidal force-transmitting inclined plate 33 and the second strip-shaped force-transmitting inclined plate 42 on both sides abuts against the second trapezoidal force-transmitting inclined plate 43 can be determined.

[0056] In practice, the overall layout of each component and device, as well as the structural position and dimensions of each component, should be designed in conjunction with its calculations (drawing of the axial force diagram) and mutually constrained. Generally, multiple assumptions and adjustments can be made, and the stress state can be calculated repeatedly to comprehensively evaluate its benefits and select the best option for implementation.

[0057] The design drawing (solid diagram) completed using the "parallelogram rule graphical method" is the outline of the solid component after the 35° tensioning operation of the reinforcing steel bars, showing the deformation and stress of each part reaching the ideal state. Therefore, the stress in the foundation soil at each location should be calculated according to this ideal state. The settlement of the newly added foundation slab can be calculated in advance based on the foundation soil compression parameters given in the geological exploration data. From this, the positions of each component before settlement can be drawn (see...). Figure 4 The initial fabrication and installation should be carried out accordingly. Detailed deformation comparison diagrams of the connections between components and the reinforcing bar ducts in both states should be drawn, leaving sufficient space for mutual deformation to avoid deviations, rather than allowing for excessive deformation.

[0058] The force Ns of a single strand of tensioned steel bar is N in the following formula. s1 and N s2 The tensile tonnage value of the material corresponds to the actual reaction stress obtained on the bottom surface of the newly added first foundation plate 31 and second foundation plate 41 on both sides in the following way:

[0059] (4)

[0060] (5)

[0061] Ns1 =N s2 (6)

[0062] Among them, f r1 This represents the actual ground reaction stress obtained at the bottom of the first foundation slab; 'a' is the length of the first and second foundation slabs; 'b1' is the width of the first foundation slab; 'b2' is the width of the second foundation slab; 'α1' is the angle between the center line of the thickness of the first strip-shaped force-transfer inclined plate and the horizontal plane (i.e., the reinforcing bars) after the tensioning of the reinforcing bars; 'β1' is the angle between the center line of the thickness of the first trapezoidal force-transfer member and the horizontal plane (i.e., the reinforcing bars) after the tensioning of the reinforcing bars; 'γ1' is the angle between the center line of the thickness of the first strip-shaped force-transfer inclined plate and the vertical line after the tensioning of the reinforcing bars; f r2 α2 represents the actual ground reaction stress obtained at the bottom of the second foundation slab, α2 is the angle between the center line of the thickness of the second strip force transmission inclined plate and the horizontal plane (i.e., the reinforcing bars) after the tensioning of the reinforcing bars, β2 is the angle between the center line of the thickness of the second trapezoidal force transmission member and the horizontal plane (i.e., the reinforcing bars) after the tensioning of the reinforcing bars, and γ2 is the angle between the center line of the thickness of the second strip force transmission inclined plate and the vertical line after the tensioning of the reinforcing bars.

[0063] The above formula helps to control the process of rebar tensioning, ensuring it is synchronized with the increase in the load on the superstructure. The increase in load at each stage will synchronously cause a phased increase in the ground reaction stress. Therefore, based on the above formula and comparing the different stages of the change in ground reaction stress, the required tension tonnage for each strand of rebar at each stage can be planned, and the tensioning equipment and steel can be selected accordingly.

[0064] In one embodiment of the present invention, the aforementioned trapezoidal force-transmitting inclined plate can also be replaced by a trapezoidal force-transmitting frame. For example, the first trapezoidal force-transmitting inclined plate 33, whose bottom end abuts against the first strip-shaped force-transmitting inclined plate 32, can be replaced by a first trapezoidal force-transmitting frame 33'. Figure 8 As shown. The first strip-shaped force-transmitting inclined plate can also be made of other high-strength materials, while ensuring the characteristics described in this document are maintained, to create other planar frame forms.

[0065] In one embodiment of the present invention, since the first foundation slab 31 and the second foundation slab 41 need to settle by tensioning the reinforcing steel bars 35 during the reconstruction process, gaps must be provided between the first foundation slab 31, the second foundation slab 41 and the sides of the independent foundation 21. The upper and lower parts of the gaps have gap shifting fillers arranged along the length direction. The gap shifting fillers can prevent the first foundation slab 31, the second foundation slab 41 from colliding with or being crushed by the independent foundation 21, thus avoiding damage and affecting the structural strength.

[0066] Furthermore, concrete protective materials for the steel should be poured between the first trapezoidal force-transfer inclined plate 33 and the first foundation slab 31 and the independent foundation 21, and between the second trapezoidal force-transfer inclined plate 43 and the second foundation slab 41 and the independent foundation 21. Correspondingly, the first trapezoidal force-transfer inclined plate 33 and the second trapezoidal force-transfer inclined plate 43 may have several through holes to allow concrete to reach between the two trapezoidal force-transfer inclined plates and the two foundation slabs and the independent foundation 21 during pouring. The concrete between the first trapezoidal force-transfer inclined plate 33, the second trapezoidal force-transfer inclined plate 43 and the first foundation slab 31, the second foundation slab 41 and the independent foundation 21 should be poured after the first foundation slab 31 and the second foundation slab 41 have been simultaneously pressed down. For all exposed metal materials of the components, the outer surface should be protected by a concrete shield 36 and 37 for the steel components after the reinforcement is tensioned.

[0067] The following description uses the gap filling material between the first base plate 31 and the independent foundation 21 as an example to illustrate the specific construction of the gap filling material. This gap construction must allow for free vertical displacement between the first base plate 31 and the independent foundation 21, while also resisting the lateral pressure N exerted on the side of the independent foundation 21 by the first strip-shaped force-transmitting inclined plate 31. h1 .like Figure 9 In one embodiment of the present invention, the upper part of the side of the independent foundation 21 facing the first foundation plate 31 is provided with a first steel plate 211 fixed by structural adhesive or cement grout, and the lower part of the side of the independent foundation 21 facing the first foundation plate 31 is provided with a second steel plate 212 fixed by structural adhesive or cement grout. The second steel plate 212 located at the lower part of the side of the independent foundation 21 passes downward through the original foundation plain concrete pad layer 71. The gap misalignment filler includes a third steel plate 312 and a fourth steel plate 133 respectively attached to the side of the first foundation plate 31, and multiple steel rods 381 and 382 connected end to end and arranged in the middle of the height of the gap along the length direction of the first foundation plate 31, and a foam plastic board located above the steel rods 381, below the steel rods 382 and between the steel rods 381 and 382. The steel bars 381 and 382 have a diameter of 20 mm. To prevent them from becoming too long and bending, thus hindering their free rolling, each steel bar is 200 mm long and connected end-to-end along the length of the first foundation slab 31. In practical applications, the steel bars 381 and 382, ​​along with the foam board, can be wrapped together with plastic film and placed on the side of the independent foundation 21, serving as a template for casting the first foundation slab 31.

[0068] The gap filling material between the second base plate 41 and the independent base 21 is similar to the structure described above, and will not be repeated here.

[0069] In one embodiment of the present invention, the building column 22 has a four-sided concrete column sleeve 51, and the top ends of the first trapezoidal force-transmitting inclined plate 33 and the second trapezoidal force-transmitting inclined plate 43 respectively abut against the lower edge of the four-sided concrete column sleeve 51 and the side of the building column 22. Specifically, the four-sided concrete column sleeve 51 can be cast integrally with the building column 22 using post-reinforcement technology.

[0070] In practical applications, such as Figure 7 As shown, the aforementioned four-sided concrete column enclosure 51 can also be replaced by a first three-sided concrete column enclosure 511 and a second three-sided concrete column enclosure 512, which are respectively fixed at different heights on the building column 22. The first three-sided concrete column enclosure 511 is empty on the side facing the second foundation plate 41, and the second three-sided concrete column enclosure 512 is empty on the side facing the first foundation plate 31. The top of the first trapezoidal force-transmitting inclined plate 33 abuts between the lower edge of the first three-sided concrete column enclosure 511 and the side of the building column 22, and the top of the second trapezoidal force-transmitting inclined plate 43 abuts between the lower edge of the second three-sided concrete column enclosure 512 and the side of the building column 22.

[0071] In addition, such as Figure 10 As shown, when the original independent foundation is shallow and the space for reconstruction above is small, in order to reduce the vertical space occupied by the first trapezoidal force transmission inclined plate 33 and the second trapezoidal force transmission inclined plate 43, the above-mentioned four-sided concrete column sleeve 51 can also be replaced by an outrigger column sleeve 53 fixed on the building column 22. The tops of the first trapezoidal force transmission inclined plate 33 and the second trapezoidal force transmission inclined plate 43 respectively abut against the ends of the outrigger column sleeve 53.

[0072] like Figures 11-13 As shown, in one embodiment of the present invention, to improve the strength and positional accuracy of the hinge point between the strip-shaped force-transmitting inclined plate and the base plate, the aforementioned first steel stress diffusion bracket 311 and second steel stress diffusion bracket 411 are respectively provided with two first steel plate grooves 3111 and 4111 along the length direction of the first base plate 31 and the second base plate 41. The bottom ends of the first strip-shaped force-transmitting inclined plate 32 and the second strip-shaped force-transmitting inclined plate 42 are respectively provided with first steel ribs 321 and 421. The first strip-shaped force-transmitting inclined plate 32 and the second strip-shaped force-transmitting inclined plate 42 are connected to the first base plate 31 and the second base plate 41 respectively, with the first steel ribs 321 and 421 abutting against the bottom of the two first steel plate grooves 3111 and 4111 respectively.

[0073] Similarly, the first strip-shaped force transmission inclined plate 32 and the second strip-shaped force transmission inclined plate 42 have second steel plate gutters 322 and 422 respectively on the side facing the independent foundation 21. The bottom ends of the first trapezoidal force transmission inclined plate 33 and the second trapezoidal force transmission inclined plate 43 have second steel ribs 331 and 431 respectively. The first trapezoidal force transmission inclined plate 33 and the second trapezoidal force transmission inclined plate 43 are connected to the first strip-shaped force transmission inclined plate 32 and the second strip-shaped force transmission inclined plate 42 respectively by the second steel ribs 331 and 431 abutting against the bottom of the second steel plate gutters 322 and 422.

[0074] The first and second strip-shaped force-transmitting inclined plates 32 and 42, respectively, have third steel plate grooves 323 and 423 on the side facing away from the independent foundation 21. The first and second tensioning force-transmitting plate 34 and 44, respectively, have third steel ribs 341 and 441 on the side facing the independent foundation 21. The first and second tensioning force-transmitting plate 34 and 44 are connected to the first and second strip-shaped force-transmitting inclined plates 32 and 42, respectively, by means of the third steel ribs 341 and 441 abutting against the bottom of the third steel plate grooves 323 and 423. Furthermore, the third steel ribs 341 and 441 and the third steel plate grooves 323 and 423 may have an interlocking structure to better integrate the first and second tensioning force-transmitting plate 34 and 44 with the first and second strip-shaped force-transmitting inclined plates 32 and 42. For example, the first strip-shaped force transmission inclined plate 32 and the second strip-shaped force transmission inclined plate 42 have support plates 325 and 425 respectively on the side facing away from the independent foundation 21. These support plates have arc-shaped cross-sections and are arranged along the length of the first strip-shaped force transmission inclined plate 32 and the second strip-shaped force transmission inclined plate 42. The centers of these arcs are the bottom lines of the third steel plate grooves 323 and 423, respectively. The first tensioning force transmission plate 34 and the second tensioning force transmission plate 44 have protrusions 342 and 442 respectively on the side facing away from the independent foundation 21 along the longitudinal direction. These protrusions are supported by the support plates 325 and 425, respectively, through the support plates 325 and 425. This allows the angle between the two plates to be freely changed before and after tensioning the reinforcing bars.

[0075] like Figures 14-15 As shown, the tops of the first trapezoidal force-transmitting inclined plate 33 and the second trapezoidal force-transmitting inclined plate 43 are respectively provided with fourth steel ribs 332 and 432. Correspondingly, the two sides of the building column 22 are respectively provided with fourth steel plate grooves 5111 and 5121. The first trapezoidal force-transmitting inclined plate 33 and the second trapezoidal force-transmitting inclined plate 43 are respectively connected to the building column 22 by the fourth steel ribs 332 and 432 abutting against the fourth steel plate grooves 5111 and 5121 on both sides.

[0076] Before and after the first base plate 31 and the second base plate 41 are pressed down, the center lines of the thickness of the first strip-shaped force-transmitting inclined plate 32 and the second strip-shaped force-transmitting inclined plate 42 should each have an angle of less than 80° with the two sides of the first steel plate groove 3111 and 4111, respectively. Similarly, the center lines of the thickness of the first trapezoidal force-transmitting inclined plate 33 and the second trapezoidal force-transmitting inclined plate 43 should each have an angle of less than 80° with the two sides of the second steel plate groove 322 and 422, respectively. Likewise, the center lines of the thickness of the first tensioning force-transmitting plate 34 and the second tensioning force-transmitting plate 44 should each have an angle of less than 80° with the two sides of the third steel plate groove 323 and 423, respectively. Finally, the center lines of the thickness of the first trapezoidal force-transmitting inclined plate 33 and the second trapezoidal force-transmitting inclined plate 43 should each have an angle of less than 80° with the two sides of the fourth steel plate grooves 5111 and 5121, respectively. This structure ensures that the components at each hinge point will not deviate from their designed positions.

[0077] The above description is merely a preferred embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the technical scope disclosed in the present invention should be included within the scope of protection of the present invention. Therefore, the scope of protection of the present invention should be determined by the scope of the claims.

Claims

1. A reconstruction structure for reinforcing an independent foundation subjected to asymmetric increase of dead load on a building column, the independent foundation having a rectangular horizontal section, and a bottom of the building column having a rectangular section being connected to a center of a top of the independent foundation, characterized in that, The reconstruction structure comprises: ​ a first foundation plate located on the side of the independent foundation with the maximum settlement caused by the asymmetric dead load of the building column, and the initial bottom surface of the first foundation plate is at the same height as the bottom surface of the independent foundation, and the upper surface of the first foundation plate is provided with a first steel stress diffusion bracket along the length direction of the first foundation plate; a second foundation plate located on the side of the independent foundation opposite to the first foundation plate, and the initial bottom surface of the second foundation plate is at the same height as the bottom surface of the independent foundation, and the upper surface of the second foundation plate is provided with a second steel stress diffusion bracket along the length direction of the second foundation plate; a first strip-shaped force transmission inclined plate arranged above the first foundation plate, the bottom end of the first strip-shaped force transmission inclined plate abuts on the first steel stress diffusion bracket, and the included angle between the thickness center line of the first strip-shaped force transmission inclined plate and the surface of the first foundation plate facing the independent foundation is greater than 95°; a second strip-shaped force transmission inclined plate arranged above the second foundation plate, the bottom end of the second strip-shaped force transmission inclined plate abuts on the second steel stress diffusion bracket, and the included angle between the thickness center line of the second strip-shaped force transmission inclined plate and the surface of the second foundation plate facing the independent foundation is greater than 95°; a first trapezoidal force transmission member arranged above the independent foundation, and the bottom end of the first trapezoidal force transmission member abuts on the side of the first strip-shaped force transmission inclined plate facing the independent foundation, the top end abuts on one side of the building column, and the top end of the first trapezoidal force transmission member is higher than the bottom end; a second trapezoidal force transmission member arranged above the independent foundation, and the bottom end of the second trapezoidal force transmission member abuts on the side of the second strip-shaped force transmission inclined plate facing the independent foundation, the top end abuts on the other side of the building column, and the top end of the second trapezoidal force transmission member is higher than the bottom end; a first tensioning force transmission flat plate located on the side of the first strip-shaped force transmission inclined plate away from the independent foundation; a second tensioning force transmission flat plate located on the side of the second strip-shaped force transmission inclined plate away from the independent foundation; two groups of tensioning steels perpendicular to the long edges of the first steel stress diffusion bracket and the long edges of the second steel stress diffusion bracket and respectively spanning above the two slopes of the independent foundation, the tensioning steels being arranged horizontally and parallel to the bottom surface of the independent foundation, the two ends of each group of tensioning steels respectively penetrating through the horizontal through holes in the thickness center of the first strip-shaped force transmission inclined plate and the second strip-shaped force transmission inclined plate and respectively anchoring with the first tensioning force transmission flat plate and the second tensioning force transmission flat plate, and one end of each group of tensioning steels is provided with a facility structure for tensioning construction operation. The first strip-shaped force transmission inclined plate is pressed down by the combined traction of the two bundles of tensioned steel bars and the counter thrust of the first trapezoidal force transmission member, so that the bottom surface of the first foundation plate is lowered below the bottom surface of the independent foundation, and part of the pressure of the building column is transmitted to the first foundation plate by the first trapezoidal force transmission member to share the load burden of the independent foundation; the second strip-shaped force transmission inclined plate is pressed down by the combined traction of the two bundles of tensioned steel bars and the counter thrust of the second trapezoidal force transmission member, so that the bottom surface of the second foundation plate is lowered below the bottom surface of the independent foundation, and part of the pressure of the building column is transmitted to the second foundation plate by the second trapezoidal force transmission member to share the load burden of the independent foundation.

2. The controlled separate foundation tilt and settlement reconstruction structure according to claim 1, characterized in that, The width of the first foundation plate is greater than the width of the second foundation plate.

3. The retrofit structure controlling independent foundation tilt and settlement according to claim 1, wherein The first foundation plate, the second foundation plate and the side of the independent foundation are respectively provided with a gap, the upper part and the lower part of the gap are respectively provided with a gap displacement filling body arranged along the length direction, and the gap displacement filling bodies in the upper part and the lower part of the gap are filled with foam plastic plates.

4. The controlled separate foundation tilt and settlement reconstruction of claim 3, wherein, The upper part of the two sides of the independent foundation towards the first foundation plate and the second foundation plate is respectively provided with a first steel plate fixed by structural glue or cement mortar, and the lower part of the two sides of the independent foundation towards the first foundation plate and the second foundation plate is respectively provided with a second steel plate fixed by structural glue or cement mortar; wherein the upper edges of the second steel plate and the gap displacement filling body in the lower part of the gap are flush, the lower edge of the second steel plate in the lower part of the side of the independent foundation penetrates into the foundation soil through the original foundation concrete cushion, and the upper and lower edges of the first steel plate in the upper part of the side of the independent foundation and the gap displacement filling body in the upper part of the gap are flush. The gap displacement filling body comprises third and fourth steel plates attached to the sides of the first and second foundation plates, a plurality of steel rods arranged in series at the middle of the height of the gap displacement filling body along the length direction, and foam plastic plates above and below the steel rods.

5. The retrofit structure controlling independent foundation tilt and settlement according to claim 1, wherein, The building column is provided with a four-side concrete column sleeve, and the top ends of the first and second trapezoidal force transmission members are respectively abutted between the lower edges of the four-side concrete column sleeve and the sides of the building column.

6. The retrofit structure controlling independent foundation tilt and settlement according to claim 1, wherein The building column is provided with a first three-side concrete column sleeve and a second three-side concrete column sleeve at different height positions of the building column, and one side of the first three-side concrete column sleeve towards the second foundation plate is vacant, and one side of the second three-side concrete column sleeve towards the first foundation plate is vacant. The top end of the first trapezoidal force transmission member is abutted between the lower edge of the first three-side concrete column sleeve and the side of the building column, and the top end of the second trapezoidal force transmission member is abutted between the lower edge of the second three-side concrete column sleeve and the side of the building column.

7. The retrofit structure controlling independent foundation tilt and settlement according to claim 1, wherein The building column is provided with an arm-type column sleeve, and the top ends of the first and second trapezoidal force transmission members are respectively abutted at the end of the arm-type column sleeve.

8. The retrofit structure controlling independent foundation tilt and settlement according to claim 1, wherein, The first steel stress diffusion support and the second steel stress diffusion support respectively include a first steel plate ditch arranged along the length direction, the bottom end of the first strip-shaped force transmission inclined plate and the second strip-shaped force transmission inclined plate respectively has a first steel male ridge, the first strip-shaped force transmission inclined plate and the second strip-shaped force transmission inclined plate are respectively connected with the first base plate and the second base plate in a manner that the first steel male ridge abuts against the bottom of the first steel plate ditch; the first steel plate ditch is located on the length direction mid-axis of the upper surface of the first base plate and the second base plate; The side of the first strip-shaped force transmission inclined plate and the second strip-shaped force transmission inclined plate facing the independent foundation respectively has a second steel plate ditch, the second steel plate ditch has a circular hole for the tensioned steel bar to pass through, and the internal corner line of the second steel plate ditch passes through the center of the circular hole; the bottom end of the first trapezoidal force transmission member and the second trapezoidal force transmission member respectively has a second steel male ridge, the bottom of the second steel male ridge has a semicircular gap for the tensioned steel bar to pass through; the first trapezoidal force transmission member and the second trapezoidal force transmission member are respectively connected with the first strip-shaped force transmission inclined plate and the second strip-shaped force transmission inclined plate in a manner that the second steel male ridge abuts against the bottom of the second steel plate ditch; The side of the first strip-shaped force transmission inclined plate and the second strip-shaped force transmission inclined plate away from the independent foundation respectively has a third steel plate ditch, the side of the first tensioned force transmission flat plate and the second tensioned force transmission flat plate facing the independent foundation respectively has a third steel male ridge, the first tensioned force transmission flat plate and the second tensioned force transmission flat plate are respectively connected with the first strip-shaped force transmission inclined plate and the second strip-shaped force transmission inclined plate in a manner that the third steel male ridge abuts against the bottom of the third steel plate ditch, and the internal corner line of the third steel plate ditch is at the same height as the internal corner line of the second steel plate ditch when the tensioned steel bar is tensioned; The top end of the first trapezoidal force transmission member and the second trapezoidal force transmission member respectively has a fourth steel male ridge, the building column has a fourth steel plate ditch on both sides, and the first trapezoidal force transmission member and the second trapezoidal force transmission member are respectively connected with the building column in a manner that the fourth steel male ridge abuts against the fourth steel plate ditch on both sides; Before and after the first base plate and the second base plate are pressed down, the included angle between the thickness center line of the first strip-shaped force transmission inclined plate and the second strip-shaped force transmission inclined plate and the two side faces of the first steel plate ditch is less than 80°, the included angle between the thickness center line of the first trapezoidal force transmission member and the second trapezoidal force transmission member and the two side faces of the second steel plate ditch is less than 80°, the included angle between the thickness center line of the first tensioned force transmission flat plate and the second tensioned force transmission flat plate and the two side faces of the third steel plate ditch is less than 80°, and the included angle between the thickness center line of the first trapezoidal force transmission member and the second trapezoidal force transmission member and the two side faces of the fourth steel plate ditch is less than 80°.

9. The controlled separate foundation tilt and settlement reconstruction of claim 8, wherein, The side of the first strip-shaped force transmission inclined plate and the second strip-shaped force transmission inclined plate away from the independent foundation respectively has a support plate arranged along the length direction of the first strip-shaped force transmission inclined plate and the second strip-shaped force transmission inclined plate and in a circular arc shape in cross section, and the circular arc center of the support plate is located on the ditch bottom line of the third steel plate ditch; The first and second tension transmission flat plates are respectively provided with protruding bodies below in the longitudinal direction, and when the third steel male ridge abuts against the third steel female groove, the cross section of the protruding body matches the inner profile of the arc of the supporting plate and can slide; the first and second tension transmission flat plates are respectively supported by the supporting plate through the protruding bodies and placed on the first and second strip-shaped transmission inclined plates on the side away from the independent foundation; The space between the first trapezoidal transmission member and the first foundation plate and the independent foundation, and the space between the second trapezoidal transmission member and the second foundation plate and the independent foundation are respectively filled with concrete for protecting the tension steel bars, the first, second and fourth steel male ridges, the first, second and fourth steel female grooves from rusting from the inside of the space; the outer sides of the first, second and fourth steel male ridges, the first, second and fourth steel female grooves, the third steel male ridge, the third steel female groove, and the outer surfaces of the first and second tension transmission flat plates are all filled with steel member concrete protection bodies; the concrete between the first trapezoidal transmission member and the first foundation plate and the independent foundation, the concrete between the second trapezoidal transmission member and the second foundation plate and the independent foundation, and the steel member concrete protection bodies are all cast after the first and second foundation plates on both sides are completely pressed down.

10. The retrofit structure controlling independent foundation tilt and settlement according to claim 1, wherein, The tension degree N of the single bundle of the tension reinforcement to the first tension transmission flat plate s1 The actual counterforce stress obtained with the bottom surface of the first base plate The tension degree N of the single bundle of the tension reinforcement to the second tension transmission flat plate s2 The actual counterforce stress obtained with the bottom surface of the second base plate The following correspondence exists: And always in relation: N s1 = N s2 Wherein, a is the length of the first and second foundation plates, b1 is the width of the first foundation plate, b2 is the width of the second foundation plate; α1 is the angle between the thickness center line of the first strip-shaped transmission inclined plate and the horizontal plane after the tension steel bars are tensioned, β1 is the angle between the thickness center line of the first trapezoidal transmission member and the horizontal plane after the tension steel bars are tensioned, γ1 is the angle between the thickness center line of the first strip-shaped transmission inclined plate and the vertical line after the tension steel bars are tensioned; α2 is the angle between the thickness center line of the second strip-shaped transmission inclined plate and the horizontal plane after the tension steel bars are tensioned, β2 is the angle between the thickness center line of the second trapezoidal transmission member and the horizontal plane after the tension steel bars are tensioned, γ2 is the angle between the thickness center line of the second strip-shaped transmission inclined plate and the vertical line after the tension steel bars are tensioned. The space between the first trapezoidal transmission member and the first foundation plate and the independent foundation, and the space between the second trapezoidal transmission member and the second foundation plate and the independent foundation are respectively filled with concrete for protecting the tension steel bars, the first, second and fourth steel male ridges, the first, second and fourth steel female grooves from rusting from the inside of the space; the outer sides of the first, second and fourth steel male ridges, the first, second and fourth steel female grooves, the third steel male ridge, the third steel female groove, and the outer surfaces of the first and second tension transmission flat plates are all filled with steel member concrete protection bodies; the concrete between the first trapezoidal transmission member and the first foundation plate and the independent foundation, the concrete between the second trapezoidal transmission member and the second foundation plate and the independent foundation, and the steel member concrete protection bodies are all cast after the first and second foundation plates on both sides are completely pressed down.

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