CN117449680A

CN117449680A - A truss-type substation structure stiffened by a flat arch suspender

Info

Publication number: CN117449680A
Application number: CN202311360227.2A
Authority: CN
Inventors: 刘向宏; 王亚晨; 王晨阳; 盛铭; 孙清
Original assignee: Xian Jiaotong University
Current assignee: Xian Jiaotong University
Priority date: 2023-10-19
Filing date: 2023-10-19
Publication date: 2024-01-26

Abstract

The invention provides a tank arch suspender stiffening truss type power transformation frame, which comprises a truss type power transformation frame main body, arch ribs, suspenders and arch rib pier seats, wherein the arch ribs are arranged at the top of the truss type power transformation frame main body along the length direction, a plurality of suspenders are vertically arranged between the arch ribs and the top of the truss type power transformation frame main body at intervals and are used for connecting the arch ribs with trusses at the top of the truss type power transformation frame main body, two arch rib pier seats are respectively arranged at two ends of the top of the truss type power transformation frame main body, and the two ends of each arch rib are fixedly connected with the arch rib pier seats.

Description

Truss type transformer framework for tank arch suspender stiffening

Technical Field

The invention belongs to the technical field of transformer substation distribution device frameworks, and particularly relates to a truss type transformer framework for stiffening a tank-arch suspender.

Background

The lower-bearing type tank arch structure is a structural system for balancing horizontal thrust by utilizing the self rigidity of an arch base foundation, is mostly applied to a structure with lower bearing requirements of a small bridge structure, and because the tank arch structure is relatively flat and has larger arch foot thrust on two sides compared with a steep arch structure, the rigidity of the arch base and the foundation needs to be increased to a certain extent, and meanwhile, the deflection and the internal force of a truss beam can be effectively reduced by combining a vertical suspender. The arch structure and the truss girder bear vertical loads together, the structural performance and the combined action of the bending and arch compression of the girder are fully exerted, the structural rigidity in the vertical plane of the structure is improved, the structure is novel in form, attractive in appearance, clear in stress, strong in adaptability and good in structural optimization and reinforcement effect.

The existing transformer framework is mainly a three-chord truss system, diagonal web members are arranged between chords, support columns are arranged on two sides of the transformer framework, when the span of the transformer framework is large, mid-span deflection and bending moment under the action of load are large, the problem of vertical displacement overrun can occur, and the safety of the structure is affected. Especially under restricted topography, need guarantee to provide the requirement that the structure bearing property was satisfied when going into and out line safety interval, guarantee that the truss structure vertical displacement of hanging the line is in the limit value, in order to solve the too big problem of displacement, current transformer framework adds the support column at the truss middle part more, thereby shortens the truss span and reduces the vertical displacement of truss, but add the support column and can cause the occupation of transformer substation ground space, consequently for furthest's reduction transformer substation ground space occupation, the structural bearing capacity of the upper truss of promotion transformer framework needs to improve upper truss structure simultaneously.

Disclosure of Invention

In order to solve the problems in the prior art, the invention provides the truss type power transformation framework with the tank arch suspender stiffening, the tank arch structure is applied to the design of the combined framework, under the condition that the size and the material consumption of an upper truss are not required to be increased, the arch rib is pressed, the truss girder is bent to form a self-balancing stress system, the bearing capacity and the vertical rigidity of the upper truss of the power transformation framework are increased, the stress form of the combined structure is reasonable, the upper space is fully utilized, the construction is convenient and quick, and the design of the invention is suitable for new construction projects and the reinforcement and transformation of the old power transformation framework, and has wide application scenes and values.

In order to achieve the above purpose, the present invention provides the following technical solutions: the utility model provides a truss-like transformer framework that tank arch jib was stiffened, includes truss-like transformer framework main part, arch rib, jib and arch rib pier, and the arch rib sets up at truss-like transformer framework main part top along length direction, and vertical interval is provided with a plurality of jibs and is used for connecting arch rib and truss-like transformer framework main part top truss between arch rib and the truss-like transformer framework main part top, and truss-like transformer framework main part top both ends set up an arch rib pier respectively, arch rib both ends and arch rib pier fixed connection.

Further, truss type power transformation framework main part is double-deck truss type power transformation framework, including mount, upper truss, lower floor truss that two mounts set up through top and middle part are connected, and the setting of arch rib pier base is used for fixing arch rib both ends respectively on two mounts through the arch rib pier base at the mount top.

Further, the upper connecting plate is arranged at the top of the fixing frame, the top of the upper connecting plate is provided with the top extension sleeve, the pier column square steel pipe is sleeved on the top extension sleeve, pier column concrete is poured in an interlayer region between the top extension column and the pier column square steel pipe, and the arch rib pier seat is obtained.

Further, the size of the upper connecting plate is 1.2-1.3 times of the center distance between the two lower chords of the upper truss.

Further, the fixing frame is a three-leg fixing frame, three constructional column cross braces are uniformly arranged on the three-leg fixing frame along the height direction, the three-leg fixing frame comprises a herringbone constructional column and an inclined constructional column, an angle-variable bolt hole is reserved on one side of an upper connecting plate, and the herringbone constructional column and the inclined constructional column are connected by penetrating the angle-variable bolt into the bolt hole formed in the upper connecting plate.

Further, the arch rib is a dumbbell-shaped cross section arch rib, and the calculated span of the arch rib is equal to the truss length of the truss type power transformation framework main body; the dumbbell-shaped cross-section arch rib comprises two symmetrical round steel pipes and two straight webs connected with the symmetrical round steel pipes, and concrete is filled in the abdominal cavities of the two round steel pipes and the two straight webs.

Further, the pressure pouring sequence of the arch rib concrete is as follows: firstly, the concrete in the round steel pipe is injected, and then the concrete in the straight web plate is injected.

Further, the suspender comprises a suspender main rod, a suspender anchor head and a suspender lower lock clamp, one end of the suspender main rod penetrates through a web plate in the middle of the arch rib through the suspender anchor head and is fixed on the upper surface of the arch rib, and the other end of the suspender main rod is provided with the suspender lock clamp for clamping the suspender lock clamp on a truss at the top of the truss type power transformation truss main body to realize the connection of the arch rib and the truss at the top.

Further, the hanger rod is made of carbon fiber or fiber composite material.

Further, the distance between the boom main rods is twice the internode distance of the trusses of the truss type power transformation truss main body, and the length of the boom main rods is gradually reduced from midspan to two sides according to the distance between the arch rib axis and the trusses of the truss type power transformation truss main body.

Compared with the prior art, the invention has at least the following beneficial effects:

the invention provides a truss type power transformation framework with tank arch suspender stiffening, which adopts a lower bearing type non-tie bar tank arch structure, utilizes the self rigidity of an arch base foundation to balance horizontal thrust, does not need to design tie bars, improves the vertical rigidity and bearing performance of a truss of the power transformation framework, solves the problems of large deflection, large bending moment and the like after the power transformation framework is loaded in the prior art by erecting arch ribs on the top of the truss type power transformation framework and arranging suspenders to provide vertical supporting force for the arch ribs and the truss of the truss type power transformation framework, can effectively improve the vertical rigidity of the truss structure so as to reduce the vertical deflection of the truss type power transformation framework under the action of load, and meanwhile, adds an arch rib pier base on the top of the truss type power transformation framework, can balance the horizontal thrust generated by the arch rib, and simultaneously ensures that the horizontal displacement of the truss type power transformation framework is not excessively large.

Furthermore, the dumbbell-shaped arch rib section is selected, and compared with the single-limb round tube section, the dumbbell-shaped arch rib section has the advantages that larger section bending rigidity can be obtained, and the stability and the bearing capacity of the structure are improved. The connecting section is arranged at the lower part of the vertical suspender and is independent of the T-shaped sleeve, so that the vertical suspender is convenient to detach and install, and meanwhile, the suspender is coated with insulating rubber, so that the operation safety of electric elements is protected, and the cost is lower.

Furthermore, in practical application, the structure sizes of the three-leg fixing frame, the arch rib and the like can be adjusted according to the scale of the transformer framework, so that the framework can adapt to various practical application requirements, the occupied area of the framework can be reduced in a design stage, the space utilization rate is improved, and the transformer framework is also suitable for reinforcing and improving the structural safety performance of the old transformer framework, has better applicability and the like.

In conclusion, the truss type power transformation framework stiffened by the tank arch suspender has the advantages of excellent mechanical property, high-efficiency space utilization rate, convenience in construction, strong adaptability and the like, is expected to be widely applied to electric power facility construction, and generates remarkable social and economic benefits.

Drawings

FIG. 1 is a schematic diagram of a truss type power transformation frame for tank arch boom stiffening;

FIG. 2 is a schematic structural view of a three-leg mount;

FIG. 3 is a schematic view of the structure of the end region of the upper truss;

FIG. 4 is a cross-sectional view of a rib and hanger bar combination;

wherein 1 is a three-leg fixing frame, 2 is an upper truss, 201 is an upper chord, 3 is a lower truss, 4 is an arch rib, 5 is a suspender, 6 is an arch rib pier seat, 101 is a herringbone constructional column, 102 is an oblique constructional column, 103 is a top extension column, 104 is a constructional column transverse strut, 105 is a variable angle bolt, 106 is a lower connecting plate, 107 is an upper connecting plate, 401 is a round steel pipe, 402 is a straight web, 403 is arch rib round steel pipe concrete, 404 is arch rib abdominal cavity concrete, 501 is a suspender main rod, 502 is a suspender anchor head, 503 is a suspender lower locking clip, 601 is a pier column square steel pipe, and 602 is pier column concrete.

Detailed Description

In order to make the present invention better understood by those skilled in the art, the following description will clearly and completely describe the technical solutions in the embodiments of the present invention with reference to the accompanying drawings, and it is apparent that the described embodiments are only some embodiments of the present invention, not all embodiments, but not intended to limit the scope of the present disclosure. In addition, in the following description, descriptions of well-known structures and techniques are omitted so as not to unnecessarily obscure the concepts of the present disclosure. All other embodiments, which can be made by those skilled in the art based on the embodiments of the present invention without making any inventive effort, shall fall within the scope of the present invention.

In the accompanying drawings, there is shown a schematic structural diagram in accordance with a disclosed embodiment of the invention. The figures are not drawn to scale, wherein certain details are exaggerated for clarity of presentation and may have been omitted. The shapes of the various regions, layers and their relative sizes, positional relationships shown in the drawings are merely exemplary, may in practice deviate due to manufacturing tolerances or technical limitations, and one skilled in the art may additionally design regions/layers having different shapes, sizes, relative positions as actually required.

As shown in fig. 1 and 2, the truss type power transformation framework for tank arch suspender stiffening mainly comprises two fixing frames 1, an upper truss 2, a lower truss 3, arch ribs 4, suspenders 5 and arch rib pier seats 6, wherein the two fixing frames 1 are symmetrically arranged, the tops of the two fixing frames are connected through the upper truss 2, the middle parts of the two fixing frames are connected through the lower truss 3, the tops of the two fixing frames are connected with the two ends of the arch ribs 4 through the arch rib pier seats 6, the arch ribs 4 are connected with the upper truss 2 through a plurality of suspenders 5 which are vertically and parallelly arranged at intervals, the arch ribs 4 are pressed, the suspenders 5 are pulled to form a self-balancing stress system, the vertical rigidity of the upper truss 2 of the power transformation framework is increased, the vertical deflection is reduced, and meanwhile, the stability and reliability of the whole structure are improved.

The fixing frame 1 is a three-leg fixing frame, the three-leg fixing frame comprises a herringbone constructional column 101, an inclined constructional column 102 and a top extension column 103, three constructional column cross braces 104 are uniformly arranged on the three-leg fixing frame along the height direction to connect all the parts into a whole, and the structure can effectively improve the stability and the rigidity of the three-leg fixing frame, so that the three-leg fixing frame can bear larger external force.

An upper connecting plate 107 is arranged at the top of the constructional column, and a lower connecting plate 106 is arranged outside the second constructional column transverse strut 104 from bottom to top so as to facilitate the hoisting and the installation construction of the upper truss and the lower truss. During construction, each component of the three-leg fixing frame is required to be preassembled, the components are fastened into a whole and then are hoisted and fixed on a foundation, then the upper truss layer and the lower truss layer are respectively hoisted and placed on the upper connecting plate and the lower connecting plate, and the end parts of the upper truss layer and the lower truss layer are fixed through bolts.

Further, the herringbone constructional column 101 and the upper layer connecting plate 107 are prefabricated structures welded in a factory, and the top extension 103 is welded on the upper layer connecting plate 107; the variable angle bolt hole is reserved on one side of the upper connecting plate 107, and the bolt hole is reserved at the top of the inclined constructional column 102, and the herringbone constructional column 101 and the inclined constructional column 102 are connected by penetrating the variable angle bolt 105 into the bolt hole formed in the upper connecting plate 107.

Preferably, the recommended size value of the upper connecting plate 107 is 1.2-1.3 times of the center distance between the two lower chords of the upper truss 2;

preferably, the recommended dimension of the lower web 106 is 1.2-1.3 times the center-to-center distance between the two lower chords of the lower truss 3.

As shown in fig. 3, the pier column square steel pipe 601 is disposed at the top of the triangular fixing frame 1, when in installation, the pier column square steel pipe 601 is hoisted by a crane, the center of the pier column square steel pipe 601 is sleeved outside the top extension column 103 of the three-leg fixing frame, the pier column square steel pipe 601 and the three-leg fixing frame are aligned, then the pier column square steel pipe 601 and the three-leg extension column are placed above the upper connecting plate 107, and the outer ring of the column corner of the pier column square steel pipe 601 is welded by welding means.

In addition, after the arch rib 4 is hoisted to the top of the support pier column 6, the outer wall of the pier column square steel pipe 601 is penetrated and positioned, and then the penetrated interface is welded along one circle of the outer wall of the arch rib 4. After the above work is completed, pier column concrete 602 is poured in the sandwich region of the pier column square steel pipe 601 and the constructional column top extension column 103 to raise the overall structural rigidity of the region, and it is recommended to use C30 concrete and perform vibration and leveling construction according to a standard procedure.

As shown in FIG. 4, the arch rib 4 is a dumbbell-shaped cross section arch rib, the arch rib is composed of a left circular steel tube 401, a right circular steel tube 401 and two straight webs 402 connecting the left circular steel tube and the right circular steel tube, concrete is filled in the abdominal cavities of the two circular steel tubes 401 and the upper and lower straight webs 402, C30 concrete is recommended, the ratio of the diameter of the left circular steel tube and the right circular steel tube to the length of the dumbbell-shaped cross section is 1/2.5, and Q355 seamless circular steel tubes with the diameter of about 150mm and the wall thickness of about 4mm are recommended to be used as the circular steel tubes.

Preferably, the calculated span of the ribs is equal to the length of the upper truss 2.

Preferably, the boom 5 is composed of a boom main rod 501, a boom anchor head 502 and a boom lower locking clamp 503, wherein the upper end of the boom main rod 501 penetrates through a middle web plate of the arch rib 4 through the boom anchor head 502 and is fixed on the upper surface of the arch rib 4 through a buckle device, and the lower end of the boom main rod 501 is connected with the upper chord 201 of the upper truss through a connection mode of the locking clamp 503.

Preferably, the hanger rods 5 are made of carbon fiber or fiber composite materials, the distance between the hanger rods 501 is twice the internode distance of the upper truss 2, and the length of the hanger rods 501 decreases from midspan to two sides according to the distance between the arch rib axis and the truss.

After the assembly work is finished, the pressure pouring of the concrete is needed to be finished in sequence, and the sequence is as follows: firstly, the concrete 403 of the circular steel tube with the arch ribs on the left side and the right side is pressed and injected, and after the concrete in the circular steel tube reaches the design strength, the concrete 404 of the abdominal cavity with the arch ribs is pressed and injected. The pouring sequence can solve the problems that in the existing dumbbell type steel tube concrete construction, the web plate explodes a bin, and the concrete in the abdominal cavity cannot be poured by pressure.

The tank arch suspender stiffened truss type power transformation framework disclosed by the invention overcomes the defects of the prior art, and particularly solves the problems of large deflection, large bending moment and the like of the traditional power transformation framework after being loaded. The novel lower bearing type tie bar arch structure of the framework forms a self-balancing stress system so as to enhance the vertical rigidity of the upper truss of the power transformation framework. Through the design and optimization of the novel framework, the bearing performance of the upper-layer wire inlet and outlet truss can be effectively improved without increasing the size and the material consumption of the upper-layer wire inlet and outlet truss, the deflection is reduced, the structural stability is enhanced, and the novel framework can adapt to various practical application demands. In addition, the novel framework is suitable for new construction projects and is also suitable for reinforcing and reforming old transformer frameworks. The framework can reduce the occupied area in the design stage, improve the space utilization rate, and has better applicability and excellent economic benefit.

The finite element software ANSYS is utilized to carry out finite element calculation on the structure, and according to the result, the structure is adopted, so that the vertical deflection of the upper truss is reduced by about 55% while the original structure is not damaged, and meanwhile, the utilization rate of the upper space is improved. The characteristics lead the invention to have wide application prospect and positive pushing effect on solving the challenges facing the current transformer station construction.

Finally, it should be noted that: the above embodiments are only for illustrating the technical aspects of the present invention and not for limiting the same, and although the present invention has been described in detail with reference to the above embodiments, it should be understood by those of ordinary skill in the art that: modifications and equivalents may be made to the specific embodiments of the invention without departing from the spirit and scope of the invention, which is intended to be covered by the claims.

Claims

1. The utility model provides a truss-like transformer framework that tank arch jib was stiffened, a serial communication port, including truss-like transformer framework main part, arch rib (4), jib (5) and arch rib pier (6), arch rib (4) set up at truss-like transformer framework main part top along length direction, vertical interval is provided with a plurality of jib (5) between arch rib (4) and truss-like transformer framework main part top be used for with arch rib (4) and truss-like transformer framework main part top truss connection, truss-like transformer framework main part top both ends set up an arch rib pier (6) respectively, arch rib (4) both ends and arch rib pier (6) fixed connection.

2. The truss-type power transformation framework of tank arch suspender stiffening according to claim 1, characterized in that the truss-type power transformation framework main body is a double-layer truss-type power transformation framework, comprising a fixing frame (1), an upper truss (2) and a lower truss (3), wherein the two fixing frames (1) are connected through the upper truss (2) and the lower truss (3) which are arranged at the top and the middle part, and arch rib pier seats (6) are arranged at the tops of the fixing frames and used for respectively fixing two ends of an arch rib (4) on the two fixing frames through the arch rib pier seats (6).

3. The truss-like transformer framework of a tank arch boom stiffening according to claim 2, characterized in that the top of the fixing frame 1 is provided with an upper layer connecting plate (107), the upper layer connecting plate (107) is provided with a top extension (103), a pier column square steel pipe (601) is sleeved on the top extension (103), pier column concrete (602) is poured in an interlayer area between the top extension (103) and the pier column square steel pipe (601), and a arch rib pier seat (6) is obtained.

4. A truss-like power transformation frame for tank arch boom stiffening according to claim 3, characterized in that the size of the upper layer connection plate (107) is 1.2-1.3 times the center-to-center distance between the two lower chords of the upper layer truss (2).

5. The truss-like transformer framework of tank arch jib stiffening according to claim 3, characterized in that, mount (1) is three leg mount, evenly is provided with three constructional column crossbars (104) along the direction of height on the three leg mount, and three leg mount includes chevron-shaped constructional column (101) and oblique constructional column (102), and angle bolt hole is reserved to upper connecting plate (107) one side, passes angle bolt (105) through in the bolt hole that upper connecting plate (107) set up and connects chevron-shaped constructional column (101) and oblique constructional column (102).

6. The truss-like power transformation frame for tank arch boom stiffening according to claim 1, characterized in that the arch rib (4) is a dumbbell-shaped cross-section arch rib, the calculated span of which is equal to the truss of the truss-like power transformation frame body; the dumbbell-shaped cross-section arch rib comprises two symmetrical round steel pipes (401) and two straight webs (402) connected with the symmetrical round steel pipes (401), and concrete is filled in the abdominal cavities of the two round steel pipes (401) and the two straight webs (402).

7. The tank arch boom stiffened truss type power transformation truss of claim 6, wherein the sequence of pressure pouring of arch rib concrete is: the concrete in the round steel pipe (401) is injected firstly, and then the concrete in the straight web (402) is injected.

8. The tank arch boom stiffening truss type power transformation frame according to claim 1, wherein the boom 5 comprises a boom main rod (501), a boom anchor head (502) and a boom lower portion locking clamp (503), one end of the boom main rod (501) penetrates through a middle web of the arch rib (4) through the boom anchor head (502) and is fixed at the upper surface of the arch rib (4), the other end of the boom main rod (501) is provided with the boom locking clamp (503) for clamping the boom locking clamp (503) on a truss at the top of the truss type power transformation frame main body to connect the arch rib (4) with the truss at the top.

9. The tank-arch boom stiffened truss-like power transformation truss of claim 8, wherein the boom (5) is of carbon fiber or fiber composite.

10. The tank arch boom stiffened truss-like power transformation truss of claim 8, wherein the boom main bars (501) are spaced apart by twice the internode distance of the truss-like power transformation truss body, the length of the boom main bars (501) decreasing from midspan to both sides depending on the distance between the rib (4) axis and the truss of the truss-like power transformation truss body.