Reinforcing structure for eccentric stress of power transmission line iron tower foundation

Abstract

The utility model discloses a power transmission line iron tower foundation eccentric stress reinforcing structure which comprises an original tower base plate, the original tower base plate is located on the edge of the top face of an original foundation stand column and fixed to the original foundation stand column through foundation bolts, the periphery of the original tower base plate is connected with a newly-added tower base plate, and a newly-added stand column is arranged on the periphery of the original foundation stand column. The newly-added tower base plate and the newly-added stand column are connected through foundation bolts. After the original foundation stand column is reinforced, the original tower base plate is located at the center position of the reinforced foundation stand column or close to the center position of the reinforced stand column; the thickness of the side, close to the original tower base plate, of the newly-added stand column is larger than that of the side, away from the original tower base plate, of the newly-added stand By means of welding the new tower base plate, increasing the area of the main column and increasing the foundation bolts, the problem of eccentricity of the tower base plate at the bottom of the iron tower is solved on the premise that an original foundation is not dismantled, the connecting strength of the tower base plate and the foundation main column is enhanced, construction is convenient, and error correction cost is effectively saved.

Description

Technical Field

[0001] The utility model belongs to the technical field of transmission line iron tower foundation reinforcement, and in particular relates to an eccentrically stressed reinforcement structure of a transmission line iron tower foundation. Background Art

[0002] Transmission line towers are usually fixed to the main foundation columns through the tower foot plate at the bottom of the tower. During the construction of transmission line towers, the foundation root opening may not match the tower root opening. The foundation root opening refers to the distance between the centers of two adjacent or diagonal foundations. If it is an anchor bolt type, it means the distance between the geometric centers of the anchor bolts; the tower root opening refers to the distance between the adjacent or diagonal main steel reference lines. The bottom of the tower is the tower base plate, which is located on the top surface of the foundation column. When the foundation root opening is greatly different from the tower root opening, the tower base plate of the tower may be at the edge or corner of the foundation column.

[0003] Figure 1 In the prior art, the original tower base plate 1 of the iron tower is at the edge or corner of the top surface of the original foundation column 2. On the one hand, it causes the original foundation column 2 to bear a large eccentric load, which may cause accidents such as foundation damage or overturning. On the other hand, the original tower base plate 1 is fixed to the original foundation column 2 by anchor bolts 3. The anchor bolts 3 on the original foundation column are directly reserved in the concrete of the original foundation column 2. Bolt holes are reserved on the original tower base plate 1. During construction, the original tower base plate 1 is put on the anchor bolts, and then the original tower base plate 1 is fixed to the original foundation column 2 with nuts. Due to the offset of the relative position of the original tower base plate 1 and the original foundation column 2, multiple anchor bolts 3 reserved on the original foundation column 2 are located outside the original tower base plate 1, which weakens the connection bearing capacity between the original tower base plate 1 and the foundation, posing a serious threat to the safe operation of the transmission line. Utility Model Content

[0004] In view of the above defects and improvements in the prior art, the utility model provides a reinforcement structure for the eccentrically stressed foundation of a power transmission line tower, so as to solve the problem that the foundation of the power transmission line tower is damaged due to the eccentric stress on the main column of the foundation, and at the same time solve the problem of missing anchor bolts connecting the tower base plate and the foundation due to construction errors, thereby improving the connection performance between the tower base plate and the foundation and ensuring that the upper load is effectively transferred to the foundation.

[0005] In order to achieve the above objectives, the technical solution of the utility model is:

[0006] A reinforcement structure for an eccentrically stressed foundation of an iron tower of a power transmission line comprises an original tower base plate, the original tower base plate is located at the edge of the top surface of an original foundation column, the original tower base plate is fixed to the original foundation column by anchor bolts, a newly added tower base plate is connected to the periphery of the original tower base plate, a newly added column is arranged at the periphery of the original foundation column, and the newly added tower base plate is connected to the newly added column by anchor bolts; after the original foundation column is reinforced, the original tower base plate is located at the center position of the reinforced foundation column or close to the center position of the reinforced column; the thickness of the side of the newly added column close to the original tower base plate is greater than the thickness of the side of the newly added column away from the original tower base plate.

[0007] Furthermore, the newly added tower base plate is assembled from two steel plates with the same structure. After the assembly is completed, the two steel plates with the same structure are symmetrical along the diagonal of the newly added tower base plate; the two steel plates with the same structure surround the outer periphery of the original tower base plate, and the newly added tower base plate is welded to the original tower base plate.

[0008] Furthermore, the shape of the newly added tower base plate is compatible with the shape of the original tower base plate. The newly added tower base plate is a square frame that surrounds the outer periphery of the original tower base plate. The newly added tower base plate of the square frame is assembled and welded by two L-shaped steel plates.

[0009] Furthermore, the shape of the newly added tower base plate is compatible with the shape of the original tower base plate. The newly added tower base plate is annular, and the annular newly added tower base plate surrounds the outer periphery of the original tower base plate. The annular newly added tower base plate is assembled and welded from two semicircular steel plates.

[0010] Furthermore, a stiffening plate is arranged on the newly added tower base plate, and the stiffening plate is welded to the newly added tower base plate, and bolt holes are reserved on the newly added tower base plate; part of the stiffening plates are extensions of the original stiffening plates on the original tower base plate, and the original stiffening plates on the original tower base plate are extended outward to the newly added tower base plate by welding the stiffening plates, and the other part of the stiffening plates are arranged on the newly added tower base plate in parallel to the edge of the original tower base plate, and the stiffening plates are steel plates.

[0011] Furthermore, a plurality of L-shaped shear keys are arranged on the side of the original foundation column from top to bottom, and the L-shaped shear key includes a horizontal part and a vertical part. The horizontal part of the L-shaped shear key is partially located inside the original foundation column and partially located outside the original foundation column, and the vertical part of the L-shaped shear key is vertically upward.

[0012] Furthermore, the newly added columns wrap the original foundation columns. The newly added columns include a steel cage and cast-in-place concrete. The steel cage is arranged in the newly added columns. The steel cage is set on the periphery of the original foundation columns. After the steel cage is tied, cast-in-place concrete is used to form the newly added columns.

[0013] Furthermore, the thickness of the newly added column is not less than 100 mm, and the distance from the edge of the newly added tower base plate to the edge of the newly added column is not less than 100 mm.

[0014] Furthermore, the reinforced foundation columns include original foundation columns and newly added columns, and the original foundation bottom plate is in the shape of a "convex" character. When the bottom size of the reinforced foundation columns exceeds the size of the original foundation bottom plate, plain concrete cushion layers are arranged on both sides of the "convex"-shaped original foundation bottom plate.

[0015] Furthermore, the reinforced foundation column is provided with a wide leg at a position close to the foundation bottom plate, the bottom of the wide leg is located on the foundation bottom plate, and the wide leg is used to support the reinforced foundation column.

[0016] The beneficial effects of the utility model are:

[0017] 1. The utility model aims at the problem of eccentricity between the tower base plate and the main column of the foundation caused by the construction error of the transmission tower root. By welding a new tower base plate, increasing the area of ​​the main column and adding anchor bolts, the eccentricity of the tower base plate at the bottom of the tower is compensated without dismantling the original foundation, and the connection strength between the tower base plate and the main column of the foundation is enhanced. The construction is convenient and the error correction cost is effectively saved.

[0018] 2. The utility model sets a shear key at the interface between the original main column and the new main column to enhance the shear performance of the interface between the new and old concrete and improve the integrity of the new and old main columns. BRIEF DESCRIPTION OF THE DRAWINGS

[0019] Figure 1 It is a schematic diagram of the original tower base plate of the iron tower in the prior art being located at the edge or corner of the top surface of the original foundation column.

[0020] Figure 2 It is a schematic diagram of the main column of the foundation after reinforcement of the utility model.

[0021] Figure 3 A schematic diagram of a reinforced main foundation column and a reinforced tower base plate of the utility model.

[0022] Figure 4 A schematic diagram of a tower base plate after reinforcement according to the utility model.

[0023] Figure 5 This is a schematic diagram of a newly added tower base plate of the utility model.

[0024] Figure 6 It is a side sectional schematic diagram of the utility model.

[0025] Figure 7 It is a cross-sectional schematic diagram of the utility model.

[0026] Figure 8 It is a schematic diagram of the shear key of the utility model.

[0027] Fig. 9 It is a schematic diagram of the utility model.

[0028] Among them: original tower base plate 1; original foundation column 2; anchor bolts 3; newly added tower base plate 4; newly added column 5; stiffening plate 6; shear key 7; steel cage 8; original foundation bottom plate 9; plain concrete cushion layer 10; structural adhesive 11; wide leg 12. DETAILED DESCRIPTION

[0029] In order to make the purpose, technical solution and advantages of the utility model clearer, the utility model is further described below with reference to the accompanying drawings.

[0030] The application scenarios of this utility model are as follows Figure 1 and Figure 2 As shown, Figure 1 It is a schematic diagram of the original tower base plate 1 of the transmission line tower in the prior art being located at the edge or corner of the top surface of the original foundation column 2, Figure 1 In the process, due to the construction error of the transmission tower root, there is a large deviation between the actual tower base plate position and the designed tower base plate position. The actual tower base plate is located at the corner of the actual foundation main column. The original foundation column 2 is pre-set with anchor bolts during the pouring process. The original tower base plate 1 is mounted on the anchor bolts. In this case, only one of the four anchor bolts designed to connect the tower base plate and the foundation column can be installed on the tower base plate, resulting in the connection bearing capacity of the tower base plate and the foundation main column being severely weakened. At the same time, it also causes the foundation main column to bear a large eccentric load, reducing the bearing capacity of the foundation main column. Therefore, it is necessary to strengthen the connection between the tower base plate and the foundation main column, and at the same time increase the cross-section of the foundation main column to reduce the eccentric force phenomenon of the foundation. The foundation structure reinforced by the utility model is as follows: Figure 2 As shown, the area of ​​the reinforced tower base plate is increased, the number of anchor bolts is increased, and the reinforced tower base plate is firmly connected to the reinforced main column of the foundation; the cross-section of the reinforced main column of the foundation is correspondingly increased, which can reduce the influence of eccentricity while improving the bearing capacity.

[0031] like Figure 3 and Figure 4 As shown, the utility model is a reinforcement structure for an eccentrically stressed foundation of an iron tower of a power transmission line, comprising an original tower base plate 1, the original tower base plate 1 being located at the edge or corner of the top surface of an original foundation column 2, the original tower base plate 1 being fixed to the original foundation column 2 by anchor bolts 3, a newly added tower base plate 4 being connected to the periphery of the original tower base plate 1, and a newly added column 5 being arranged on the periphery of the original foundation column 2.

[0032] like Figure 5 As shown, the newly added tower base plate 4 is assembled from two steel plates of the same structure. After the assembly is completed, the two steel plates of the same structure are symmetrical along the diagonal of the newly added tower base plate 4; the two steel plates of the same structure surround the outer periphery of the original tower base plate 1, and the newly added tower base plate 4 is welded to the original tower base plate 1.

[0033] In the present invention, the cross section of the original foundation column 2 can be rectangular or circular, and the tower base plate 4 and the newly added column 5 are correspondingly added according to the actual structural design of the original foundation column 2 to be reinforced.

[0034] The shape of the newly added tower base plate 4 is adapted to the shape of the original tower base plate 1. If the shape of the original tower base plate 1 is square, the newly added tower base plate 4 is a square frame, and the square frame surrounds the periphery of the original tower base plate 1. The newly added tower base plate 4 of the square frame is assembled and welded by two L-shaped steel plates; if the shape of the original tower base plate 1 is circular, the newly added tower base plate 4 is annular, and the annular newly added tower base plate 4 surrounds the periphery of the original tower base plate 1. The annular newly added tower base plate 4 is assembled and welded by two semicircular steel plates; in the specific embodiment of the utility model, a square newly added tower base plate 4 is adopted, such as Figure 5 As shown, the newly added tower base plate 4 is formed by assembling and welding two L-shaped steel plates.

[0035] A stiffening plate 6 is provided on the newly added tower base plate 4, and the stiffening plate 6 is welded to the newly added tower base plate 4 to enhance the rigidity of the tower base plate. Bolt holes can be reserved on the newly added tower base plate 4; a part of the stiffening plate 6 is an extension of the original stiffening plate on the original tower base plate 1, that is, the original stiffening plate on the original tower base plate 1 is extended outward to the newly added tower base plate 4 by welding the stiffening plate, and another part of the stiffening plate 6 is arranged parallel to the edge of the original tower base plate 1, and its function is to improve the rigidity of the tower base plate. The stiffening plate 6 is a steel plate.

[0036] like Figure 7 and Figure 8 As shown, a plurality of L-shaped shear keys 7 are arranged on the side of the original foundation column 2 from top to bottom, and the L-shaped shear key 7 includes a horizontal portion and a vertical portion. The horizontal portion of the L-shaped shear key 7 is partially located inside the original foundation column 2 and partially located outside the original foundation column 2, and the vertical portion of the L-shaped shear key 7 is vertically upward. The utility model relates to cast-in-place concrete on the periphery of the original foundation column 2, and the shear key 7 can enhance the shear performance of the interface between the new and old concrete, and improve the force integrity of the foundation main column; the gap between the shear key 7 and the original foundation column 2 is filled with structural adhesive 11.

[0037] After the installation of the newly added tower base plate 4 and the shear key 7 is completed, it is necessary to set up a new column 5 on the periphery of the original foundation column 2. The new column 5 is used to bear the load transmitted by the tower base plate. After setting up the new column 5, the cross-sectional area of ​​the foundation main column is increased, which is beneficial to improve the bearing capacity of the foundation main column.

[0038] The newly added column 5 wraps the original foundation column 2. The newly added column 5 includes a steel cage 8 and cast-in-place concrete. The steel cage 8 is arranged in the newly added column 5 and bears force together with the foundation main column. The steel cage 8 is set on the periphery of the original foundation column 2. After the steel cage 8 is tied and cast-in-place concrete is poured, the newly added column 5 is formed.

[0039] Since the original tower base plate 1 is located at the edge or corner of the top surface of the original foundation column 2, after reinforcement, in order to make the original tower base plate 1 as central as possible in the reinforced foundation column to avoid the situation of eccentric foundation acceptance, in the utility model, the thickness of the newly added column 5 close to the original tower base plate 1 is greater than the thickness of the newly added column 5 away from the original tower base plate 1. The thickness of the newly added column 5 is not less than 100 mm, and a steel cage 8 is arranged inside it for reinforcement.

[0040] In the present invention, the distance from the edge of the newly added tower base plate 4 to the edge of the newly added column 5 is not less than 100 mm.

[0041] The reinforced tower base plate includes the original tower base plate 1 and the newly added tower base plate 4; the reinforced foundation columns include the original foundation columns 2 and the newly added columns 5. The original tower base plate 1 and the newly added tower base plate 4 have multiple bolt holes, and multiple anchor bolts 3 respectively pass through the bolt holes on the original tower base plate 1 or the newly added tower base plate 4 and extend into the original foundation columns 2 or the newly added columns 5. The reinforced tower base plate is connected to the reinforced foundation columns through multiple anchor bolts 3 to ensure that the reinforced tower base plate and the reinforced foundation main column do not slide relative to each other, and the upper load borne by the tower base plate is transferred to the foundation main column; in actual engineering, the anchor bolts on the newly added tower base plate 4 can be installed first, and then the concrete of the newly added column 5 can be poured, so that the newly added tower base plate 4 and the newly added column 5 can be connected through the anchor bolts.

[0042] The original foundation bottom plate 9 is in the shape of a "convex" character, and the reinforced foundation columns include the original foundation columns 2 and the newly added columns 5. Figure 6 and Fig. 9 As shown, when the bottom size of the reinforced foundation column exceeds the size of the original foundation slab 9, the size of the original foundation slab 9 should be increased accordingly after the installation of the newly added tower base plate 4 and the shear key 7 and before the installation of the newly added column 5. Specifically, a plain concrete cushion layer 10 is poured on both sides of the "convex"-shaped original foundation slab 9 to increase the overall width of the original foundation slab 9, so that the widened foundation slab can stably support the reinforced foundation column.

[0043] As a preferred embodiment of the utility model, a wide leg 12 can be set at the lower end of the reinforced foundation column, that is, the position of the reinforced foundation column close to the foundation bottom plate, and the bottom of the wide leg 12 is located on the foundation bottom plate. The wide leg 12 is used to support the reinforced foundation column.

[0044] An example of reinforcing a tower pile foundation subjected to eccentric force by using the reinforcement structure of the utility model is described as follows:

[0045] like Figure 1 and Figure 6 As shown, due to the error in the root opening construction, the center of the actual tower base plate and the designed tower base plate are offset by 380mm in the X and Y directions. The dimensions of the reinforced structure are as follows: the width of the original tower base plate is 330mm, and the width of the new tower base plate after reinforcement is 730mm. The stiffening plate on the original tower base plate extends to the edge of the new tower base plate, and a stiffening plate parallel to the edge of the original tower base plate is welded. The stiffening plate parallel to the edge of the original tower base plate is 100mm away from the edge of the tower base plate. The stiffening plate is 10mm thick and 100mm high. One anchor bolt has been installed on the original tower base plate. After reinforcement, 8 anchor bolts are added to the new tower base plate, 5 of which are fixed in the original main column and 4 are fixed in the new main column. The newly added anchor bolts The bolt has a diameter of 30mm and a length of 1400mm, of which 135mm is exposed from the top surface of the column; the original width of the main column is 780mm, and the width of the main column after reinforcement is 1200mm. The thickness of the thinner side of the reinforced main column is 100mm, and the thickness of the thicker side is 320mm; the thickness of the protective layer of the steel cage is 50mm; the shear key is L-shaped, with a long side length of 300mm, of which the length buried in the old concrete and the new concrete is 150mm, and the short side is 50mm; the shear keys are arranged in an array, with horizontal and vertical spacing of 250mm.

[0046] In the description of the present invention, it should be understood that the terms "up", "down", "left", "right", etc., indicating directions or positional relationships are based on the directions or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific direction, be constructed and operated in a specific direction, and therefore cannot be understood as a limitation on the present invention.

[0047] Finally, it should be noted that the contents not described in detail in this specification belong to the prior art known to professional and technical personnel in this field. The above description is only the preferred embodiment of the utility model and is not used to limit the utility model. Although the utility model is described in detail with reference to the above embodiments, for those skilled in the art, they can still modify the technical solutions recorded in the above embodiments, or replace some of the technical features therein with equivalents. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the utility model shall be included in the protection scope of the utility model.

Claims

1. A reinforcement structure for an eccentrically stressed foundation of a power transmission line tower, comprising an original tower base plate (1), the original tower base plate (1) being located at the edge of the top surface of an original foundation column (2), the original tower base plate (1) being fixed to the original foundation column (2) by anchor bolts, characterized in that: A newly added tower base plate (4) is connected to the periphery of the original tower base plate (1), and a newly added column (5) is arranged on the periphery of the original foundation column (2), and the newly added tower base plate (4) and the newly added column (5) are connected via anchor bolts; after the original foundation column (2) is reinforced, the original tower base plate (1) is located at the center of the reinforced foundation column or close to the center of the reinforced column; the thickness of the newly added column (5) on the side close to the original tower base plate (1) is greater than the thickness of the newly added column (5) on the side away from the original tower base plate (1).

2. The eccentrically stressed reinforcement structure of a power transmission line tower foundation according to claim 1, characterized in that: The newly added tower base plate (4) is assembled from two steel plates of the same structure. After the assembly is completed, along the diagonal line of the newly added tower base plate (4), the two steel plates of the same structure are symmetrical; the two steel plates of the same structure surround the outer periphery of the original tower base plate (1), and the newly added tower base plate (4) is welded to the original tower base plate (1).

3. The eccentrically stressed reinforcement structure of a power transmission line tower foundation according to claim 1, characterized in that: The shape of the newly added tower base plate (4) is compatible with the shape of the original tower base plate (1); the newly added tower base plate (4) is a square frame, and the square frame surrounds the outer periphery of the original tower base plate (1); the newly added tower base plate (4) of the square frame is formed by assembling and welding two L-shaped steel plates.

4. The eccentrically stressed reinforcement structure of a power transmission line tower foundation according to claim 1, characterized in that: The shape of the newly added tower base plate (4) is compatible with the shape of the original tower base plate (1). The newly added tower base plate (4) is annular. The annular newly added tower base plate (4) surrounds the outer periphery of the original tower base plate (1). The annular newly added tower base plate (4) is formed by assembling and welding two semicircular steel plates.

5. The eccentrically stressed reinforcement structure of a power transmission line tower foundation according to claim 1, characterized in that: The newly added tower base plate (4) is provided with a stiffening plate (6), the stiffening plate (6) is welded to the newly added tower base plate (4), and bolt holes are reserved on the newly added tower base plate (4); part of the stiffening plate (6) is an extension of the original stiffening plate on the original tower base plate (1), and the original stiffening plate on the original tower base plate (1) is extended outward to the newly added tower base plate (4) by welding the stiffening plate; another part of the stiffening plate (6) is arranged on the newly added tower base plate (4) in parallel with the edge of the original tower base plate (1), and the stiffening plate (6) is a steel plate.

6. The eccentrically stressed reinforcement structure of a power transmission line tower foundation according to claim 1, characterized in that: A plurality of L-shaped shear keys (7) are arranged at intervals from top to bottom on the side surface of the original foundation column (2), and the L-shaped shear keys (7) include a horizontal portion and a vertical portion, the horizontal portion of the L-shaped shear key (7) is partially located inside the original foundation column (2) and partially located outside the original foundation column (2), and the vertical portion of the L-shaped shear key (7) is vertically upward.

7. The eccentrically stressed reinforcement structure of a power transmission line tower foundation according to claim 1, characterized in that: The newly added column (5) wraps the original foundation column (2), and the newly added column (5) includes a steel cage (8) and cast-in-place concrete. The steel cage (8) is arranged in the newly added column (5), and the steel cage (8) is arranged on the periphery of the original foundation column (2). After the steel cage (8) is tied, cast-in-place concrete is cast to form the newly added column (5).

8. The eccentrically stressed reinforcement structure of a power transmission line tower foundation according to claim 1, characterized in that: The thickness of the newly added column (5) is not less than 100 mm, and the distance from the edge of the newly added tower base plate (4) to the edge of the newly added column (5) is not less than 100 mm.

9. The eccentrically stressed reinforcement structure of a power transmission line tower foundation according to claim 1, characterized in that: The reinforced foundation columns include original foundation columns (2) and newly added columns (5); the original foundation bottom plate (9) is in a "convex" shape; when the bottom size of the reinforced foundation columns exceeds the size of the original foundation bottom plate (9), plain concrete cushion layers (10) are provided on both sides of the "convex" shaped original foundation bottom plate (9).

10. The eccentrically stressed reinforcement structure of a power transmission line tower foundation according to claim 9, characterized in that: The reinforced foundation column is provided with a wide leg (12) at a position close to the foundation bottom plate, the bottom of the wide leg (12) is located on the foundation bottom plate, and the wide leg (12) is used to support the reinforced foundation column.

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