JPH0735654U - Rhombus steel tower - Google Patents

Abstract

(57) [Summary] (Corrected) [Purpose] To improve the efficiency of steel tower structures to cope with the effective load during an oblique wind. [Structure] Main pillar materials 1 formed of shaped steel, steel pipe, etc. are arranged at four corner points, and the construction surface between the main pillar materials is composed of arm members 2, horizontal members 3, diagonal members 4, and belly members 6. However, the hanging material 5 of the armrest is made of one piece.

Description

[Detailed description of the device]

(B) Industrial field of application The present invention relates to the efficiency of the frame strength related to the structural arrangement of the constituent members of the transmission line support body, the rationalization of the rebuilding method, and the reduction of the site under the transmission line. . (B) Conventional technology A conventional support is a steel tower having a configuration as shown in Fig. 4, and the strength of the support body constructed is equal to the strength of the main body in the direction of the power line and in the direction perpendicular thereto. A square tower (Figs. 3, 4A and C) that has been designed and has four surfaces with the same shape, and the strength in the direction of the electric line and the strength in the direction perpendicular to this are different. There is a rectangular steel tower (Fig. 4B) with two facing surfaces each having the same shape. In each case, one side of the main body and the structural axis in the Y-axis direction are aligned with the track direction. The square tower of A is generally used. (JEC-127-1979, Support Standards for Power Transmission, The Institute of Electrical Engineers of Japan) (C) Problems to be solved by the invention 1. Fig. 5A shows a conventional support body for a steel tower, which has a square cross-section and one of which is aligned with the direction of the electric line. Fig. 5B shows that the body is rotated 45 degrees and the diagonal direction in the Y-axis direction is shown. The line is aligned with the direction of the electric line and used as the structural axis. Regarding the cross-sections of the main body of FIGS. A and B, when the curvature in the direction perpendicular to the electric line due to the horizontal load P is M and the bending ratio in the electric line direction is αM (the main body length is a, α <1 The stress generated in one main pillar (1) is 2Pa = M (1 + α) ……………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………… At B. ∴ A: B = √2 / 1 = 1.414, and the total stress in Figure B where the diagonal line matches the line direction is 70% of the stress in Figure A (B = 1 / √2A≈0.71). The stress of the main pillar material (1) and the belly material (6) is reduced by the stress component related to the horizontal load P. 2. Among the conventional steel towers, in the member strength design of the square tower, the strength in the direction of the electric line is equal to the strength in the direction perpendicular to this, so the four main pillar materials (1 ) And the strength of the belly members (6) on the four sides are equal, and even in the case of a rectangular tower, the assumed load in the direction perpendicular to the electric line direction is different, but the strength of the four main pillars is equal and the maximum load It is designed to withstand. However, the vertical load (less than 20%) of the total actual load is evenly applied to all the main pillars and the belly members, but the wind load of the horizontal load (more than 80%) is perpendicular to the electric line. The wind in the direction (direct wind pressure) is larger than that in the direction of the electric line (ratio 6: 4). Depending on the type of support, the wind pressure has the maximum wind pressure. The direction is 60 degrees (angle of wind) or 90 degrees, and the direction of the detention tower is 90 degrees. When a wind pressure load is applied to the main body cross section of a conventional square steel tower from the direction of 45 degrees, stress is applied to the two main pillars on the wind direction diagonal line and the abdominal material adjacent to them, and the other two are not. Two are overloaded due to design stress. 3. When a conventional square tower (square / rectangular) is rebuilt (raised) with the same shape at the original position, the old and new foundations approach or overlap as shown in Fig. 6A. It is difficult and dangerous to carry out new construction and removal of towers in parallel. 4. The horizontal distance between lines on the support is greater than or equal to the minimum insulation distance when the wire is shaken, plus the width of the main body, but the ratio of the width of the main body to the distance between lines (same mutual phase arrangement) is It is about 15% in the 77 to 154 KV class and about 20% in the 220 to 275 KV class, and the land width under the line becomes wider accordingly. 5. In a suspended steel tower with a large wire slack angle, the wires approach the arm hanging material (5) (Fig. 7A), so it is necessary to make the upper and lower arm intervals larger than the standard interval in order to secure the safety clearance. Due to various problems such as the above, it cannot be said that the structure is an efficient and practical structure that matches the actual situation. The purpose of this invention is to improve these problems and improve their effectiveness. (D) Means for solving the problem FIG. 5A shows a conventional steel tower, in which a arm (2) of length 2a is attached to the main body of length a and the tower including the arm and the main body is attached. FIG. B is a structural cross section in which the body width c is 5a, and FIG. In Fig. C, the length of the main body of Fig. B is a / √2 (the length of the diagonal is a), the arm is attached to the main body with the diagonal as the structural axis, and the tower width c is shown in Fig. A. Fig. 5 shows a cross section of the same length as 5a, Fig. D shows the tower width in Fig. C as 4a, and Fig. E shows the space between the main pillars at both ends on the X axis of the main body in Fig. B. Is a cross-section of a rhombus structure in which the main body and arm structure are integrated with each other by connecting the main column members at both ends on the Y-axis with diagonal members (4). Figure F is an irregular type of rhombus structure, in which the upper body has a rhombic cross-section and the lower part is a rectangular or square support, which is lower than the lower arm to reduce the stress of the main pillar material on the upper X axis. This is a cross section of a structure that is strong against direct wind pressure and has two main pillars between the foundations and two main leg members (13) on the Y-axis that are branched into an inverted Y shape. In the comparison of the total curvatures of the main pillars of each sectional structure shown in FIGS. 5A to 5F (when A = 1), A: B: C: D: E: F = 1: 0.7: 0.5: 0.5: 1.25: 1.25, and C = D <B <A <E = F. Here, FIGS. C to F show the rhombus structure of the present invention, which is a suspension type structure to which the structures shown in FIGS. C and D are applied, with a frame that is strong against horizontal lateral load of direct wind pressure or oblique wind pressure in the direction perpendicular to the electric line. Since there is only one arm hanging material for the support, the distance between the arm and the electric wire can be made larger than before, so the distance between the upper and lower arms can be shortened. In the structures shown in FIGS. E and F, the width of the tower body is reduced by the width of the main body of the conventional steel tower (about 20%). In addition, all of them have excellent structures in terms of rebuilding method. (E) Action The design stress (F) of the member (main pillar material) is roughly determined by the vertical load (W) and the horizontal load (H 2). As shown in the figure below, horizontal load includes horizontal load (direction perpendicular to electric line) HR and vertical load (direction of electric line) HP. Generally, since HR> HP, it is examined and determined by HR. Then, the ratios between the respective loads are approximately as follows. When the load is applied by the rhomboid structure rotated by 45 degrees, the stress of the two main column members (b, c) on the wind direction axis is F = W / 4 + (HR / 2 / √2) × 2 = Although it is overloaded with 3.89> 2.9, the horizontal stress component is 3.39 × 0.7 = 2. 37, and F = 0.5 + 2.37 = 2.87, so it is the same as the stress in the square tower, and the other two main pillars (a, c) bear the load in the HP direction. = 2.08 <2.9, and the stress is reduced. This is further reduced to F = 0.5 + (3.39 × 0.5) = 2.19 in the C structure of FIG. In the E structure of the figure, the stress in the X-axis direction F = 0.5 + (3.39 × 1.25) = 4. No. 73, F = 0.5 + (2.26 × 1.25) = 3.33 in the Y-axis direction and the main pillar material response increases, but in the F structure in the figure, the main pillar material on the X-axis is Is connected to the lower foundation by two main pillars from the lower arm, so the stress is 4.73 / 2 = 2.37 <2.9. In the E and F structures, It will have the same shape as when the three structures of the square tower were removed, and the width of the tower will be reduced by about 20%. When the steel tower is rebuilt by applying the supports of the main structure shown in Figures C to F, the old and new foundations do not approach and polymerize as shown in Figures 6B and 6C, so the old equipment is dismantled and removed. It is possible to rebuild the steel tower without doing so. When applied, the C and D structures shown in Fig. 5 are used for a straight-line or light-angle suspended type support as shown in Fig. 8A, and E in the same figure is used for a heavy-angle or tension-resistant type support. It is effective to use the F structure. (F) Example The application of the support according to the present invention will be described with reference to FIGS. 8, 9 and 10. FIG. 8 is a perspective view of a support representing a diamond-shaped steel tower, FIG. A shows a suspension type, and FIG. B shows a tension type. A of FIG. 9 is a device for suspending an electric wire (10) by attaching a wire (2) and a wire hanging member (5) to both sides of the diamond-shaped structure body of FIGS. The figure below shows the situation of the suspended steel tower supported by. FIG. 5B shows that the electric wire (10) is retained by the tensioning insulator (8) on both side main pillars (1) of the diamond-shaped structure main body of FIG. 5E, and jumper is suspended by the V suspension suspension insulator (9). FIG. 3 shows a situation diagram of a tension-resistant steel tower holding a wire (11). Fig. 10A shows a plan and front view of the old steel tower, and Fig. 10B does not remove the old steel tower foundation, but constructs a new steel tower (rhombic) foundation on the same site and stops one side of the transmission line. Later, after assembling the left half of the upper tower structure of the new steel tower, after moving the electric wire to the main pillar material of the new steel tower, the armband on the stop side of the old steel tower was removed, and the plane and front after utilizing the stop line In the figure and Figure C, after the opposite line is stopped, the right half of the tower is assembled, the wires are transferred, the armor of the old steel tower is removed, and the plane and front view after completing the transfer are shown. As shown in the figure, the main body of the old steel tower (inside the new steel tower) will be removed by temporarily suspending both lines with the pedestal installed at the top of the new steel tower. (G) Effect of the Invention As described above, the invention rotates the structure axis of the conventional square tower main body by 45 degrees, and uses the diagonal as the structure axis, with the member strength against the load in the direction perpendicular to the electric line and the electric line. The strength of the support is increased by making the member strengths against loads in the same direction not equal, but by increasing the strength corresponding to each assumed load.In addition, the tower and arm are integrated to increase the tower width of the support. By reducing the size of the site below the line, or by applying this structure to a new steel tower when rebuilding an existing steel tower, not only the efficiency of the construction method and the improvement of work safety but also the weight reduction and transportation of steel materials Costs, labor costs, and land cost for reconstruction can be reduced.

[Submission date] June 30, 1993

[Procedure Amendment 1]

[Document name to be amended] Statement

[Correction target item name] Full text

[Correction method] Change

[Correction content] [Detailed description of the device]

[0001]

[Industrial applications]

The present invention relates to streamlining of the frame strength related to the structural arrangement of the constituent members of the transmission line support body, rationalization of the existing steel tower rebuilding method, and reduction of the site under the transmission line.

[0002]

[Prior art]

A typical example of a conventional support is a steel tower having a configuration as shown in FIG. 4, in which the strength of the frame of the constructed support is designed to be equal to the strength of the main body in the direction of the power transmission line and the strength perpendicular to it. The design is such that the strength in the direction of the electric line is different from that of the square steel tower (A and C in the same figure) where the four surfaces have the same shape, and the strength in the direction perpendicular to this is different, and the two opposite surfaces of the main body have the same shape. There is a rectangular steel tower (B in the same figure) that has a construction surface. In both cases, one side surface of the main body and the structural axis in the Y-axis direction coincide with the track direction, and the square steel tower in A in the same figure is generally used. . (JEC-127-1979, Support Design Standard for Power Transmission, The Institute of Electrical Engineers of Japan)

[0003]

[Problems to be solved by the device]

1. Figure 5A is a cross-sectional shape is square with the support material body of a conventional tower, its Ichi邊 which coincides with the direction of the electric lines, the figure B is wireway diagonal Y-axis direction rotates the body 45 degrees The structure axis is aligned with the direction . Here, regarding the cross-sections of the main body of FIGS. A and B, when the curvature of the direction perpendicular to the electric line due to the horizontal load P is M and the curvature of the direction of the electric line is αM (the main body length is a, α <1) The stress generated in one main pillar 1 is 2Pa = M (1 + α) ……………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………… for Figure B ∴A: B = √2 / 1 = 1.414 , and the 70% of the total stress in drawing B of diagonal coincides with the line direction stress in FIG a (B = 1 / √2A ≒ 0 .71), the stress of the main pillar material 1 and the abdominal material 6 is reduced with respect to the stress component related to the horizontal load P. 2. Strength Study of members of a conventional tower includes a wire path direction, this is carried out considering the strength design assumptions load from a direction perpendicular or 6 0 degree direction, virtual constant force in each direction is different, always The strengths of the four main pillars 1 and the four sided abdominal members 6 that compose the frame of the main body are designed based on the idea that the four main leg members correspond to the four sided abdominal members. The strength is the same, and it is strong enough to withstand the maximum load. However, of the total actual load, the vertical load (less than 20%) is always applied equally to all the main pillars and the abdominal members, but the horizontal load (more than 80% of the total ) is the wind pressure load. The load due to the wind (direct wind pressure) in the direction perpendicular to is larger than that in the direction of the electric line (ratio 6: 4), and depending on the type of support, the wind pressure has the maximum wind angle. It is 60 degrees (angle of wind) or 90 degrees, and it is in the direction of 90 degrees in the draw tower, but when a wind pressure load in the direction of 45 degrees acts on this square tower, it becomes two main pillars on the wind direction. adjacent web members are stress burden Suruga, since the two other main pillar not bear stress (tensile and compressive forces offset), the two become overloaded heavy than design stress. 3. When a conventional square steel tower (square / rectangle) is rebuilt (raised) with the same shape at the original position, the new and old foundations approach or overlap as shown in Fig. 6A. It is difficult and dangerous to carry out new construction and removal work in parallel. 4. Conductor spacing c of the wire each other as shown in FIG. 5A, although taken over intervals plus body width a to the minimum insulating distance between the tower body during wire lateral deflection, the distance between lines c of the body width a which accounts ratio is about 15% by 77~154KV class, there about 20% 220~275KV class, a line under land width is correspondingly increased. 5. Since the wire in large suspension tower of the electric wire slack angle θ as shown in FIG. 7C approaches the arm-hanging member 5 when swinging to the tower side, is necessary to take greater than the standard spacing the upper and lower cross-arm distance l for security spaced securing is there. Due to various problems such as the above, it cannot be said that the structure is an efficient and practical structure that matches the actual situation. The purpose of this invention is to improve these problems and improve their effectiveness.

[0004]

[Means for Solving the Problems]

Figure 5A is a body structure of a conventional tower, with preparative cross-arm 2 of length 2a to the body length a of Ichi邊, in the structure section was 5a tower body width c including the cross-arm and the body, FIG. B is a cross section obtained by rotating the main body by 45 degrees. FIG C is (a length of a diagonal line a) the length of one邊a / √2 of the body of the figure B and then, attaching the cross-arm to the body in which the diagonal structure axis, FIG tower body width c shows a cross section of a case of a 5a of the same length as a, figure D is obtained by a 4a tower body width of the figure C, E in the drawing is at both ends of the X axis of the body of the figure B The interval between the main pillars is widened to make the tower width c 4a, and the main pillars at both ends on the Y-axis are connected by diagonal members 4 to form a rhombic cross-section with the body and arm structure integrated. It has the same shape as the main body structure of FIG. D and F in the figure, in the irregular type diamond structure, the upper portion of the body structure section is rhombic, the lower the rectangle or square supporting structure, for the relief of the main pillar stress, the lowermost cross-arm mounting portion the leg members of the lower than (Bend point), the legs of the Y-axis two main pillar 1, leg members on X-axis was quite branched reversed Y-shape with two Shuashizai 12 structure Is a cross section. In the comparison of the total curvature of one main pillar material of each cross-section structure of FIGS. 5A to 5F (when A = 1), A: B: C: D: E: F = 1: 0.7: 0.5: 0.5: 1.25: 1.25, and C = D <B <A <E = F. Here, a diamond structure of FIG C~ diagram F is the present invention, have in direct wind pressure electrical line perpendicular direction is a strong skeleton in the horizontal lateral load oblique wind pressure was applied figure C, and FIG. D structure suspension tower (8), the arm-hanging member is Ri Do and one, so approaching distance of cross-arm and the wire is taken greatly than the conventional upper and lower cross-arm spacing can be shortened. Further, FIG. E, the structure of Figure F except that the tower body width is reduced by conventional tower body width (about 20%), both are excellent structures as rebuilding pylons existing.

[0005]

[Action]

Stress tower member (main pillar) (F) is approximately vertical load (W) and is more determined circle horizontal load (H), lateral load as the horizontal load 12 (electric line perpendicular direction) There are HR and longitudinal load (electric wire path direction) HP, generally by HR> HR for HP, it is no exaggeration to say that almost member strength is determined. And each load is roughly the following ratio. W: H = 2: 8 HR: HP = 6: 4 Therefore, W: HR = 2: 4.8 W: HP = 2: 3.2 In the square tower (square) shown in FIG. 12A , each main pillar material (a , B, c, d), the response F is F = W / 4 + HR / 2 = 0.5 + 2.4 = 2.9, which is the same for all four. When this is rotated by 45 degrees to bear a load, the stress of the two main pillars b ′ and c ′ on the wind direction axis is F = W / 4 + (HR / 2 / √2) × 2 = Although it is overloaded with 3.89> 2.9, the horizontal stress becomes 3.39 × 0.7 = 2.37 and F = 0.5 + 2.37 = 2.87 in consideration of the bending reduction rate. since varying the stress of a square tower Warazu, for the other two 'and c' main pillar a the load burden on HP directions, F = 2.0 8 <2.9 and Do Ri stress reversed Reduce. In the structure of FIG. 5C, this is further reduced to F = 0.5 + (3.39 × 0.5) = 2.19 at a curvature of 0.5 . In the E structure of the figure, the stress in the X-axis direction F = 0.5 + (3.39 × 1.25) = 4. No. 73, F = 0.5 + (2.26 × 1.25) = 3.33 in the Y-axis direction and the main pillar material response increases, but in the F structure in the figure, the main pillar material on the X-axis is Is branched from the lowermost arm to the lower foundation by two main columns, so the stress is 4.73 / 2 = 2.37 <2.9 . In addition, the E and F structures have the same shape as that of the three quadrangular tower main body surfaces removed, and the tower width is reduced by about 20%. Then, when the steel tower is rebuilt by applying the supports of the main structure shown in Figs. C to F, the old and new foundations do not approach and polymerize as shown in B and C of Fig. 6, so the old equipment is dismantled and removed. It is possible to rebuild the steel tower without any trouble. C in Figure 5 is the pendent support of line or light angle as shown in FIG. 1 A is In application, the D structure, drawing the heavy angle and tension-type support of the anchor as shown in Figure 2A It is effective to use the E and F structures.

[0006]

【Example】

Application of the support material according to the present invention will be described the embodiment FIGS. 1A, 2A, by 9 and Figure 10. 1A and 2A is a perspective view of a supporting structure representative of rhombus structure tower, Figure 1 A is pendent, FIG. 2A shows a tension-type. FIG. 9A shows a situation diagram of a suspended steel tower in which the armrests 2 and one suspension member 5 are attached to both sides of the diamond-shaped structure body of FIGS. 5C and D, and the electric wire 10 is supported by the suspension device 9. FIG. 10A shows a situation of a tension-type steel tower in which the electric wire 10 is retained by the tension-resisting insulator 8 on the main pillars 1 on both sides of the diamond-shaped main body of FIG. 5E and the jumper wire 11 is retained by the V-suspension and suspender 9. The figure is shown. A in Figure 1 1, a plan and a front view of the old tower, drawing B is not removed the old tower foundation, building a new tower (diamonds) basis in the same premises, after stopping the one side of the transmission line After assembling the left half of the upper structure of the new steel tower, after moving the electric wire to the main pillar material of the new steel tower, remove the suspension wire on the stop side of the old steel tower and make a plan and front view after utilizing the stop line. , Figure C shows the plan and front view after the opposite line is stopped, the right half tower is assembled, the wire is transferred, the armor of the old steel tower is removed, and the transfer is completed. The removal of the old steel tower body (inside the new steel tower) is performed by temporarily suspending both lines by the pedestal installed at the top of the new steel tower.

[0006]

[Effect of device]

As described above, this invention rotates the structural axis of the conventional square tower main body by 45 degrees and uses the diagonal as the structural axis, and does not make the member strength equal to the load in the direction perpendicular to the electric line and the load in the same direction. , to increase the effectiveness of the support material strength by (four legs corresponding 2 legs) bottom of improvement of leg member structure (inverted Y-shaped branch) in I Ri 45 ° homogenized wind direction during stress than the bend point, the tower Reduction of the site under the line by reducing the tower width of the support by integrating the body and arm, or improving the efficiency of the construction method by applying this structure to the new steel tower when rebuilding the existing tower in addition to the improvement of the safety of work, weight reduction of the leg material, transportation costs, the economic effect of in various fields, such as the reduction of labor costs and rebuilding land cost savings can be obtained.

[Brief description of drawings]

FIG. 1 is a plan view and a front view of a member structure of a suspension type steel tower in which a arm is attached to a main body of a rhombic structure according to the present invention. FIG. 2 is a plan view and a front view of a member structure of a rhombus-shaped tension-resistant steel tower in which a main body and arm are integrated. FIG. 3 is a plan view and a front view of a member structure of a conventional square steel tower. FIG. 4 is a front view and a side view of the classification according to the form of the representative steel tower that has been conventionally used. FIG. 5 is a view showing a change in the sectional structure of the support body. FIG. A is a body structure of a conventional square steel tower (dotted lines are arm members). FIG. B is a body structure axis of FIG. (The dotted line is the arm part) Figure C shows
The length of the diagonal line of the main body of FIG. B is the same as the length a of the whole area of FIG. A, and the armature of the same length b as the armor of FIG. A is attached to make the tower body width c 5a. FIG. D shows the arm width b of FIG.
As a, a cross-sectional structure diagram when the tower width c is 4a is shown. FIG. E shows the tower body width c with the diagonal X-axis direction of FIG.
Is 4a, the Y-axis direction is contracted to make the tower width a, and XY
The ratio of the lengths of the structural axes is 4: 1 and the main pillars on the Y axis are connected by diagonal members, and the three structural surfaces of the main body structure in Figure A have been deleted to reduce the width of the tower. . FIG. 6 is a layout view of the old and new foundations when rebuilding an existing steel tower. FIG. A shows a case where the old and new foundations have the same shape (square tower), and FIG. B shows a suspension structure of the diamond-shaped steel tower of FIG. In this case, FIG. C shows a plan view and a front view of the rhomboid structure steel tower of FIG. A in FIG. 7 is
Front, plan and side view showing the approaching state of a wire suspension wire and a wire of a conventional suspension type steel tower with a large wire slack angle. Fig. B is a suspension type steel tower with a rhombus structure and one suspension material The front, the plane, and the side view showing the approaching state of the electric wire. FIG. 8 is a perspective view of a rhombus structure steel tower, FIG. A shows a suspension type, and FIG. B shows a tension type. Figure 9 shows
Fig. A is a wire support situation diagram of a rhombus steel tower, Fig. A is a suspension type, Fig. B
Shows a plan view and a front view of the tension type. A, B of FIG.
C is a plan view and a front view showing a construction method procedure when rebuilding a conventional square steel tower into a rhomboid steel tower. 1 ……………………………… Main pillar material 2 …………………… Main arm material 3 …………………… Horizontal horizontal material 4 ……………………
Diagonal material 5 ………………………… Bracket hanging material 6 ……………… Slanting material / belly material 7 ………………………… Auxiliary material 8 ………… Retractor insulator 9 ……………… Suspension insulator device 10 ……………………
… Electric wire 11 …………………… Jumper wire 12 ……………………
Main leg material 13 ………………………… Basic section

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[Procedure amendment]

[Submission date] June 30, 1993

[Procedure Amendment 1]

[Document name to be amended] Statement

[Correction target item name] Full text

[Correction method] Change

[Correction content]

[Document name] Statement

[Name of device] Rhombic structure steel tower

[Claims for utility model registration] This invention is a framework structure of a support body (including a arm structure) when a support for an overhead power transmission line is newly installed or rebuilt,
A rhombic steel tower that is related to the arrangement and is characterized by the following conditions .

[Brief description of drawings]

FIG. 1 is a diamond-shaped steel tower that represents the present invention .
A perspective view and a plan view of a vertical type. FIG B and the panel C plane front view showing a member structure of suspension tower fitted with a cross-arm to the body of the rhombus structure.

FIG. 2 is a diamond-shaped steel tower that represents the present invention.
A perspective view and a plan view of a stretch pattern. FIGS. 2B and 2C are a plan view and a front view showing a member configuration of a tension-resistant steel tower having a rhombus structure in which a main body and arm are integrated.

FIG. 3 is a diagram showing a member structure of a conventional square tower , and FIG.
Is a plan view and FIG. B is a front view.

[Fig. 4] Classification according to the form of representative steel towers used conventionally
In the figure, A is a square tower, B is a rectangular tower, and C is a figure.
Front and side view of the Eboshi tower .

[5] In variation diagram of a sectional structure of the support material body, drawing A main body structure of a conventional rectangular tower (dotted lines arm-section). FIG. B is,
The body structure axis of Figure A is rotated by 45 degrees (dotted line is arm part) . FIG C is the length of a diagonal line of the body of the figure B figure A
The same comb length a one邊of, the the length b of the cross-arm of the figure A
The arm width of the same length is attached to make the tower body width c 5a. In the same figure D, the width b of the arm shown in FIG.
4A is a cross-sectional structure diagram in the case of 4a (dotted line is leg material) .
FIG E is drawing a diagonal of the X-axis direction spread in the tower body width c of B
Is 4a, the Y-axis direction is contracted to make the tower width a, and XY
The length ratio of the structural shaft 4: 1, and in which fine was between the main column member on the Y-axis pair square timber, and <br/> remove the 3 Plane body structure of FIG. A, column Same shape as the reduced body width (dotted line indicates body and arm
Part) . Fig. F shows the main pillar of Fig.
In order to reduce the stress from the end point, it can be branched into an inverted Y shape.
Showing the plane, front and side view of the structure (dotted line is leg material)
Is.

[6] In arrangement state diagram of new and old foundation when changing denominated the existing tower, this figure A is a plan and front view of the new and old towers same shape (square tower). FIG B rotates the body structure 45 degrees
In diamond (square) structure tower 1 and the front of the case of the pendent was
Plan view. FIG C shows a plane front view of the tension type in rhombus structure tower of FIG.

FIG. 7 is a diagram showing a state in which a wire suspension member and a wire of a conventional suspended type steel tower having a large wire slack angle are close to each other , FIG.
Is a plan view and C is a side view .

FIG. 8 is a diagram showing the approach state of a wire suspension member ( one piece ) and an electric wire in a suspension tower with a rhombus structure , FIG. A being a front view, FIG. B being a plan view, and FIG. C is a side view.

[9] a view showing the electric wire supporting condition of suspension tower rhombic structure, Fig A is a plan view, FIG. B is a front view.

FIG. 10 shows the electric wire support condition of a diamond-shaped tension-resistant steel tower
In the figure, A is a plan view and B is a front view.

FIG. 11 is a plan view and a front view showing a construction method procedure for rebuilding a conventional square steel tower into a rhombic steel tower, FIG.
Figure B shows that the new steel tower is being assembled by wrapping up the old steel tower.
Situation diagram, Fig. C is the situation diagram when the assembly of the new steel tower is completed.

[Fig. 12] Direction of horizontal load acting on the main body cross section of the tower
In the figure showing the stress distribution , the same figure A shows the cross section of the square tower and this
The horizontal load is applied to the cross section of the rhomboid structure steel tower rotated by 45 degrees.
Stress distribution map when FIG. 9B shows the contents of stress generated in the main pillar material in the case of a square tower. Figure C shows the case of the rhombus tower
The contents of the stress generated in the main pillar material of are shown below.

[Reference Numerals] 1 main pillar material 2 arm Kinshu member 3 side horizontal member 4 diagonal member 5 cross-arm hanging member 6 diagonal members, web members 7 auxiliary member 8 anchor insulators device 9 suspended insulators 10 wires 11 jumper line 12 landing gear material 13 base portion 14 bend point a body width b arm-length c tower body width l security separation (minimum approach distance) theta wire slack angle

[Procedure Amendment 2]

[Document name to be corrected] Drawing

[Correction target item name] All drawings

[Correction method] Change

[Correction content]

[Figure 1]

[Fig. 2]

[Figure 3]

[Figure 4]

[Figure 5]

[Figure 6]

[Figure 7]

[Figure 8]

[Figure 9]

[Figure 10]

FIG. 11

[Fig. 12]

[Procedure amendment]

[Submission date] June 6, 1994

[Procedure Amendment 2]

[Document name to be amended] Statement

[Name of item to be corrected] Brief description of the drawing

[Correction method] Change

[Correction content]

[Brief description of drawings]

FIG. 1 is a plan view and a front view showing a member structure of a suspension type steel tower in which arm members are attached to a rhombic structure main body according to the present invention.

2A and 2B are a plan view and a front view showing a member structure of a tension-resistant steel tower in which a main body of a rhombic structure and armrests according to the present invention are integrated.

FIG. 3 is a plan view and a front view showing a member configuration of a conventional square tower.

FIG. 4 Classification according to the form of a representative steel tower that has been conventionally used. (A) Front and side view of a square tower. (B) A front view and a side view of the rectangular steel tower. (C) Front and side view of the Eboshi tower.

5A and 5B are a plan view and a side view showing a change in the sectional structure of the steel tower body. (A) A conventional structure of a square tower (the dotted line is the arm part). (B) In the case where the main body structure axis of FIG. A is rotated by 45 degrees (dotted line is arm part). (C) When the diagonal length of the main body of FIG. B is set to the length a of the main body width of FIG. A, and the arm b of the same length b (2a) as that of the arm of FIG. A is attached. (D) A case in which a arm with a length of 1.5a is attached to the main body of FIG. (E) Expand the diagonal X-axis direction of FIG. B to make the front tower width c 4a, shrink the Y-axis direction to the side tower width a, and calculate the length of the XY structure axis of the main body. Fig. A shows the case where the ratio between the main pillars on the Y axis is 4: 1
It is the same shape as the shape of the main body structure of which the three structural surfaces (U-shape) are deleted. (F) In the case of a structure in which the main pillar material of FIG. E is branched into an inverted Y shape from the bend point of the lowermost arm metal part to reduce stress (dotted lines are main pillar material and main leg material).

FIG. 6 is a front view and a plan view showing the arrangement of new and old foundations when rebuilding an existing (square) steel tower. (A) When the old and new have the same shape (square tower). (B) The case where the new steel tower is the rhomboid structure steel tower (suspended type) of FIG. (C) When the new steel tower is the rhombic structure steel tower (strengthened type) of FIG.

FIG. 7 is a front view, a plane view, and a side view showing a situation in which an electric wire and a hanger hanging material are approached in a steel tower with a large electric wire sag. (A) Conventional square tower (suspended type, arm hanging material 2
For books). (B) Rhombus structure steel tower (suspended type, arm hanging material 1
For books).

FIG. 8 is a perspective view and a plan view of a rhomboid structure steel tower according to the present invention. (A) Suspended type tower (2 lines, vertical arrangement). (B) Tension-resistant tower (2 lines, vertical arrangement).

9A and 9B are a front view and a plan view showing an electric wire supporting state of a rhomboid structure steel tower. (A) V-suspension insulator for a suspended steel tower. (B) An anchoring device for a tension tower and a V-suspending insulator device. When rebuilding an existing (square) tower to a rhomboid structure tower

FIG. 10 is a front view and a plan view showing a procedure of a rebuilding method. (A) Before rebuilding (remove the electric wire on the left side and construct a new foundation) (B) Complete the new foundation, assemble the lower half of the tower and the upper left half, and remove the armpiece on the left side of the old steel tower Implementation. (C) After removing the electric wire by stopping the line on the right side, after assembling the upper right half and removing the armpiece on the right side of the old steel tower, carry out the overhead wire on the right side and dismantle and remove the main body and foundation of the old steel tower. Complete.

[Explanation of symbols] 1 Main pillar material 2 Main arm member 3 Side horizontal material 4 Diagonal material 5 Bracket hanging material 6 Slanting material / belly material 7 Auxiliary material 8 Retaining and removing device 9 Suspending and removing device 10 Electric wire 11 Jumper wire 12 Main leg material 13 Foundation

[Procedure 3]

[Document name to be corrected] Drawing

[Correction target item name] All drawings

[Correction method] Change

[Correction content]

[Figure 1]

[Fig. 2]

[Figure 3]

[Figure 4]

[Figure 5]

[Figure 6]

[Figure 7]

[Figure 9]

[Figure 8]

[Figure 10]

Claims (1)

[Claims for utility model registration] This invention is a framework structure of a support body (including a arm structure) when a support for an overhead power transmission line is newly installed or rebuilt,
It is related to the arrangement, and as shown in FIGS. 1. The cross-section of the main body structure is rhomboid. 2. The diagonal line and the structural axis match, and 3. The Y-axis of the diagonal line is aligned with the electric line direction, and the X-axis is aligned with the direction orthogonal thereto, The ratio of the lengths of the structural axes in the Y-axis direction and the X-axis direction is 1: 3 to
5, 5. 5. The two surfaces facing each other have the same structure. 7. The main pillar material (1) made of shaped steel, steel pipe, etc. is arranged at the corner points on all sides, and 7. 7. The construction surface between the main pillar members is made up of arm members (2), horizontal members (3), diagonal members (4), belly members (6), etc. 8. The hanging material (5) of the armrest is made of one piece, A steel tower with a rhombus structure, characterized by a frame structure in which the main body structure cross section above the lower arm and the structure cross section below that are different.