JP2020147934A - Dome-like member net construction method by bulging linear member or the like - Google Patents

Abstract

To reduce an area necessary for construction to a dome locational area in construction of a dome-like member net which is a prestage of a dome-like structure by using a linear member.SOLUTION: In order to construct a dome-like member net, a linear plane 2 is three-dimensionally disposed by erecting it at a bulging support point 5 rather than planely disposed, and thus an area for constructing the dome-like member net can be reduced. Further, the construction of the dome-like member is simpler, thus improving construction efficiency, economy, and safety.SELECTED DRAWING: Figure 2

Description

The present invention proposes a new method for constructing a dome-shaped member net having a skeleton structure by forcibly deforming a straight member.

When constructing a dome or dome-shaped structure, a factory will be constructed in advance in order to shorten the construction period and reduce work in high places, as well as a method of constructing temporary scaffolding, support work, and concrete by assembling a frame at the site. A method is implemented in which various members manufactured by the above are transported to a construction site, temporary scaffolding and support work are assembled at the construction site, various members are lifted by a crane, etc., and they are connected and connected for construction (for example). See Patent Document 1 and Patent Document 2).

In contrast to such a conventional method, Patent Document 3 and Patent Document FIG. 16 show a method of constructing a dome-shaped member network by forcibly deforming a linear member into an arch shape at a site, but the location of the dome to be constructed. A construction area larger than the area was required. The method of the present application is a method capable of constructing a dome with a construction area almost the same as the location area.

JP-A-11-06200 JP-A-10-06101 Japanese Patent No. 6063086 Japanese Patent Application No. 2018-227198

In the present invention, while the construction of the dome-shaped member network according to Patent Documents 3 and 4 requires a construction area larger than the location area of the dome, it is possible to construct the dome with almost the same construction area as the location area, and the land Is intended for effective use of.

According to the present invention, a dome-shaped member net is constructed by fixing the outer end of a straight member longer than the span of the dome to a hinge on the foundation work at the outer peripheral position of the dome to be constructed.

FIG. 1 shows a method of constructing a dome-shaped member network according to Patent Documents 3 and 4, in which a straight member 2 having a length S0 integrated with a fixed annular frame 3a is arranged on the foundation work 1 (solid line in FIG. 1). ), A method that can be said to be a diameter reduction method, in which a linear member 2 is deformed into an arch shape to construct a dome-shaped member network by reducing the diameter by applying a total horizontal force ΣH to both ends to reduce the distance between both ends. (See the one-point chain line in FIG. 1). Here, S0 is the arc length of the arch formed by the span L and the rise f, ΣH is the total horizontal force ΣH = Hr + Hg for reducing the diameter, Hr is the force for forcibly deforming the linear member 2, and Hg is. It is a horizontal reaction force due to its own weight. The work by this diameter reduction method requires at least a circular area with a diameter of S0, and in the case of a semicircular dome, 2.5 times the location area of the dome is required.

The method of the present application can work in almost the location area, and FIG. 2 shows an outline thereof. The outer end of the straight member 2 having a length S (= S0 / 2) of 1/2 of S0 is fixed to the hinge 4 at the outer peripheral position of the dome, and is intermediate to the straight member 2 having a length S. An overhanging fulcrum 5 is provided in the portion, and a straight member 2 having a length S is radially hung on the overhanging fulcrum 5 along an overhanging reference line 2a having an overhanging angle θ0. The straight member 2 has an overhanging simple beam structure, and the concept of the structure is shown in FIG. The straight member 2 leaning against it bends downward due to its own weight as shown by the solid line in FIG.

The height of the overhanging fulcrum 5 shall be equal to or less than the height of the overhanging fulcrum 5 position of the arch to be constructed (dotted line in FIG. 2). The position of the overhang fulcrum 5 is the span l (distance from the hinge 4) from the overhang length a calculated so as to be strong against the bending action due to the evenly distributed load W due to its own weight and the end concentrated load F. = SA) is determined. The overhanging fulcrum 5 has a structure that restrains the lateral displacement (circumferential displacement) of the linear member 2 (see FIG. 7C), and plays a role of preventing the lateral counterbore of the linear member 2.

The overhanging tips of the straight members 2 gathered at the center are integrated by firmly fixing each other horizontally, and the straight members 2 longer than the span L of the dome are pressed and sandwiched between the hinges 4 of the span L. A dome-shaped member net is constructed in this state (see the dotted line in FIG. 2), and the dome-shaped member net can be constructed within the location area. Hereinafter, this method will be referred to as a "overhanging tip fixing method".

The relationship between the position of the overhanging fulcrum 5 and the fixing of the overhanging tip portion will be described with reference to FIG. FIG. 4A shows a case where the overhanging fulcrum 5 is provided inside (center side of the arch to be constructed). The overhanging portion of the straight line member 2 whose outer end is fixed to the hinge 4 and leans against the overhanging fulcrum 5 bends downward due to its own weight (solid line in FIG. 4A) and is above the height f of the rise of the dome to be constructed. It has become. A downward force F is applied to the end of the straight member 2 to fix the overhanging tip horizontally so that the height is the same as the rise f of the dome. The downward force F may be applied to each of the linear members 2 or all at the same time. After making the height equal to the rise f of the dome (at this point, a horizontal reaction force has not yet been generated in the hinge 4), the overhanging tips of the straight members 2 are fixed horizontally by the fixing device 6. As a result, the opposing straight members 2 are integrated into a dome shape (dotted line in FIG. 4 (a)) at the time of completion, and a total horizontal force ΣH = Hr + Hg is generated in the hinge 4 (see the arrow in FIG. 4 (a)). ). The support provided by the overhanging fulcrum 5 disappears.

When the overhanging fulcrum 5 is provided outside (outer peripheral side) from FIG. 4A, the bending of the overhanging portion of the straight member 2 becomes large and the tip portion becomes the same height as the rise f of the dome (FIG. 4B). solid line). In this state, the overhanging tips of the straight members 2 are fixed horizontally by the fixing device 6. As a result, the integrated straight member 2 has a dome shape (dotted line in FIG. 4B) at the time of completion, and a total horizontal force ΣH = Hr + Hg is generated in the hinge 4 (see the arrow in FIG. 4B). The support provided by the overhanging fulcrum 5 disappears.

When the overhanging fulcrum 5 is provided on the outer side, the bending of the overhanging portion of the straight member 2 becomes large, and the tip portion becomes lower than the rise f of the dome (solid line in FIG. 4C). An upward force F is applied to the end of the straight member 2 to make it the same height as the rise f of the dome. After making the height equal to the rise f of the dome (at this point, a horizontal reaction force has not yet been generated in the hinge 4), the overhanging tips of the straight members 2 are fixed horizontally by the fixing device 6. As a result, the integrated straight member 2 has a dome shape (dotted line in FIG. 4 (c)) at the time of completion, and a total horizontal force ΣH = Hr + Hg is generated in the hinge 4 (see the arrow in FIG. 4 (c)). The support provided by the overhanging fulcrum 5 disappears.

In FIG. 5, assuming that the bending of the tip due to the bending action due to its own weight w in the overhanging simple beam structure is δw (see the solid line in FIG. 5), and the bending of the tip due to the concentrated load F of the loading on the tip is δf (one-dot chain line in FIG. 5). (See), the concentrated load F is calculated as a load such that δf = δ0-δw. Here, δ0 is determined from the overhang angle θ0 of the linear member 2 from δ0 = Ssin θ0−f. θ0 is tan θ0 = y0 / x0, x0 is the distance of the overhanging fulcrum 5 from the hinge 4, and y0 is the height of the overhanging fulcrum 5. With the concentrated load F calculated in this way, the tip end portion of the linear member 2 can be made to coincide with the rise f.

Here, it should be noted that the shape to be constructed changes depending on the degree of fixation of the overhanging tip portion. If it is loosely fixed, it will be conical and not dome-shaped. To make it dome-shaped, it is necessary to make the fixed part horizontal and make the deflection angle of the fixed part zero.

FIG. 6 shows a method of leveling the overhanging tip portion by the fixing device 6. The overhanging tip is sandwiched between two upper and lower fixed disks 6a, and tightened with bolts 6b and nuts 6c. In the case of a large dome, use a jack to make sure that the fixing part is horizontal.

As the scale of the dome increases, a large total horizontal force ΣH acts on the hinge 4 provided in the foundation work 1. Depending on how it is used after the dome-shaped member net is constructed, a larger horizontal force may act, and a hinge and abutment that can support the large horizontal force and vertical reaction force are required. In such a case, the annular abutment 7 is selected on the outer circumference of the foundation work 1. FIG. 7 is a plan view (a) and a cross-sectional view (b) of the annular abutment 7 having a PC structure, in which the PC cable 7a is arranged. FIG. 8 shows a hinge 4, and after the linear member 2 is integrated, the hinge 4 is post-filled with concrete (see the colored portion in FIG. 8).

A dome-shaped member net is formed by fixing the overhanging tip portion, and at the same time, a total horizontal force ΣH acts on the straight member 2 by the hinges 4 at both ends. Since the strength, rigidity, and cross-sectional shape of the straight member 2 are selected so as to ensure safety for the combined action of forcibly deforming the straight member 2 into an arch shape and the action due to the weight of the straight member 2. No counterbore occurs in the span direction of the straight member 2.

On the other hand, two methods are considered as preventive measures for the horizontal sitting moat in the direction perpendicular to the span, that is, in the lateral direction. One is usually a rectangular cross section having a strong axis in the span direction and a weak axis in the opposite direction as the cross section of the straight member 2, but this is a method of widening the weak axis to prevent horizontal counterbore. Has a cross-shaped cross section shown in FIG.

The second method is a method of preventing the lateral counterbore by shortening the section that restrains the lateral displacement of the straight member, that is, the counterbore length. The overhanging fulcrum 5 and the intermediate auxiliary fulcrum 9 (see FIG. 16B) play this role, but apart from this, a plurality of width-stopping annular frames 10 are provided in the middle of the straight member 2 and adjacent straight members 2. There is a method of securing a mutual width (see FIG. 10). The width-stopping annular frame 10 is provided with a width-stopping frame 10b whose lower side is open on the annular frame 10a concentric with the dome, and by covering the straight member 2, the displacement of the straight member 2 in the circumferential direction is restrained. ing. Whether to widen the width, use the width-stopping annular frame 10, or use it together is determined in consideration of economic efficiency and workability.

The "overhanging tip fixing method" is to form an arch by integrating a straight member 2 having a length S of 1/2 of the arc length S0 of the dome to be constructed, and construct a dome-shaped member net. In the case of a small scale, an arch can be formed by using a straight member 12 having a length of S0 by the following two methods to construct a dome-shaped member net.

The first method will be described with reference to FIG. As shown in the cross-sectional view of FIG. 11B, one end of the S0 length straight member 12 is fixed to the hinge 4 at one end of the span L of the dome to be constructed, and the overhanging fulcrum 5 provided in the middle of the straight member 12 is provided. Lean on. By adjusting the position and height of the overhanging fulcrum 5, the tip of the straight member 12 overhanging from the overhanging fulcrum 5 can be landed on the foundation work 1. The first is by reducing the diameter by applying an inward force Hr to the tip of the landed straight member 12 (see the arrow in FIG. 11B) and fixing it to the hinge 4 at the other end of the span of the dome to be constructed. An arch is formed (see the alternate long and short dash line in FIG. 11B). A dome-shaped member net is constructed by sequentially forming an arch by the straight member 12 by the same process.

In the method described with reference to FIG. 11B, after the first arch is formed by the straight member 12, the same process as that of the first arch is sequentially repeated for the other straight members 12 to construct the dome-shaped member network. However, it is located at the other end of the span of the dome constructed by connecting one end of all the straight members 12 to be used to the hinge 4, leaning against the overhanging fulcrum 5, and landing the tip, and then sequentially reducing the diameter. It is also possible to construct a dome-shaped member net by a method of fixing to the hinge 4 (see the plan view of FIG. 11A).

In the second method shown in FIG. 12, both ends of one straight member 12 having an S0 length longer than the span while lying down on the foundation work 1 are attached to two hinges 4 provided opposite to each other on the outer circumference of the dome to be constructed. Fix it. A prone arch is formed (see solid line in FIG. 12). When the pulling rope 13 is connected to the center of the arch and pulled in the direction perpendicular to the arch, an arch perpendicular to the foundation work 1 is formed (dashed line in FIG. 12).

Next, the new straight member 12 surrounding the formed arch is fixed to the two hinges 4 provided on the opposite sides of the outer circumference in a prone state (solid line in FIG. 13). When the pulling rope 13 connected to the center of the arch formed in the prone state is pulled in the right angle direction, the prone arch slides on the vertical arch (double solid line in FIG. 13) of the previous construction and reaches the apex. A new vertical arch is formed (one-point chain line in FIG. 13). By repeating this arch forming process, a dome-shaped member network consisting of a plurality of straight members 12 is constructed.

In the second method, first, all the straight members 12 having a length of S0 are connected to the respective hinges 4, the outer circumference of the dome to be constructed is surrounded, and all the arches in the prone state are formed, and then prone. It is also possible to construct a dome-shaped member net by sequentially erecting arches vertically on the foundation work 1.

In both of the above two methods using the S0 length straight member 12, it is difficult to construct a dome-shaped member net having a large number of skeleton structures because the straight member 12 overlaps the apex of the dome. Therefore, the dome that can be constructed by the straight member 12 having the S0 length is limited to a small scale one.

According to the "overhanging tip fixing method", it becomes easy to construct an elliptical dome-shaped member net having an elliptical location surface. This will be described with reference to FIGS. 14 and 15. FIG. 14 is a plan view in which the longest span La is the long axis l4 and the shortest span Lb is the short axis l5. FIG. 15 is a cross-sectional view of the major axis 14 position and the minor axis 15 position.

In the case of an elliptical dome, since the span changes depending on the position, the arc length S0 formed by the span also changes, and the length S = S0 / 2 of each linear member 2 becomes a different length corresponding to the span.

The outer end of each straight member 2 is coupled to the hinge 4 on the outer circumference of the dome. An overhanging fulcrum 5 is provided inside the straight member 2 coupled to the hinge 4, and the straight member 2 is radially hung on the overhanging fulcrum 5. The position and height of each overhanging fulcrum 5 are adjusted so that the tip of the inner end portion of the straight member 2 that overhangs from the overhanging fulcrum 5 and gathers at the center has the same height as the rise of the dome to be constructed. An elliptical dome-shaped member net is constructed by firmly fixing the tips of the straight members 2 having the same height to each other horizontally.

Normally, in the case of a semicircular dome, the height of the cross section of the straight member 2 is proportional to the span. In the case of an elliptical dome, if the height of the cross section corresponds to the span formed by the straight member 2, the tips of the straight members 2 having different heights must be firmly fixed horizontally and integrated. Becomes difficult. Therefore, in the construction of the elliptical dome, the cross-sectional height of the other straight member 2 having a different span is matched with the cross-sectional height of the semicircular arch having the short axis 15 as the span. As a result, the straight member 2 is integrated by the fixing device 6, and at the same time, it becomes a flat arch except for the arch having the short axis 15 as a span.

Since the cross-sectional height of the flat arch can be smaller than that of the semi-circular arch, the cross-sectional height of the semi-circular arch having the minor axis 15 of the elliptical dome as the span is equal to the cross-sectional height of the flat arch having the major axis 14 as the span. It is possible in terms of strength that the cross-sectional height is the same as the cross-sectional height of the arch of the minor axis 15. Therefore, the tip portions of the straight members 2 having different spans but the same cross-sectional height are integrated, and an elliptical dome-shaped member net is constructed.

As the scale of the dome increases, as shown in FIG. 16A, the span l of the hinge 4 and the overhanging fulcrum 5 becomes larger than the overhanging length a, and as a result, the bending of the central portion of the span increases. The large deflection becomes an obstacle in structural conversion from the overhanging simple beam structure to the arch structure by fixing the overhanging tip (see FIG. 16A). In order to avoid this, a method of reducing the deflection is adopted by providing an intermediate auxiliary fulcrum 9 between the hinge 4 and the overhanging fulcrum 5 (see FIG. 16B). The intermediate auxiliary fulcrum 9 has the same structure as the overhanging fulcrum 5 (see FIG. 7C), and plays a role of restraining the lateral displacement of the straight member 2 and preventing the lateral sitting moat.

It is explanatory drawing of the construction method of the dome-shaped member net by the diameter reduction method. It is explanatory drawing of the construction method of the dome-shaped member net by the overhang tip part fixing method. It is a conceptual diagram of an overhanging simple beam structure. It is explanatory drawing of the fixing method by the position of the overhanging fulcrum. It is explanatory drawing for determining the magnitude of the concentrated load of the overhanging tip portion. It is explanatory drawing of the fixing device which fixes the overhanging tip portion. It is explanatory drawing of an annular abutment and an overhanging fulcrum. It is explanatory drawing of the hinge part. It is explanatory drawing of the cross-shaped cross section. It is explanatory drawing of the width stop ring frame. It is explanatory drawing of the 1st dome construction method by the linear member of S0 length. It is explanatory drawing of the first arch formation of the 2nd dome construction method by the straight member of S0 length. It is explanatory drawing of the arch formation from the 2nd of the 2nd dome construction method by the linear member of S0 length. It is a top view of a flat dome. It is sectional drawing of the long axis position and the minor axis position of a flat dome. It is explanatory drawing of the intermediate auxiliary fulcrum. It is a shape diagram of the arch to be constructed. It is a top view of the Example. It is sectional drawing of an Example. It is a perspective view of an Example.

A method of constructing a medium-scale circular dome-shaped member net by the "overhanging tip fixing method" will be described with reference to FIGS. 17 to 20. FIG. 17 is an arch shape view of the straight member 2 when the dome-shaped member net is completed, FIGS. 18 to 20 are explanatory views when the dome-shaped member net of span L and rise f is completed, and FIG. 18 is a plan view. FIG. 19 is a cross-sectional view immediately before the removal of the overhanging fulcrum 5 and the intermediate auxiliary fulcrum 9, and FIG. 20 is a perspective view.

The length S of the straight member 2 is 1/2 of the arc length S0 of the arch of the span L and the rise f.
When the straight members 2 are connected and completely integrated, the length becomes S0, and S0 longer than the span L is pushed between the hinges 4 to form an arch and a dome-shaped member net is constructed.

A horizontal forcing force Hr that is forcibly deformed into an arch shape, a horizontal reaction force Hg due to its own weight, and a vertical reaction force Vg are generated at both ends of the arch of the linear member 2 that is sandwiched and integrated between the hinges 4 of the span L. .. The material strength and rigidity of the straight member 2 that can ensure safety against these actions, and the cross section of the strong shaft are calculated. In order to ensure the safety of the horizontal seat moat in the lateral direction, the cross section of the weak axis is widened and a cross-shaped cross section is adopted (see FIG. 9). In the construction process from the delivery of the straight member 2 to the site to the completion, the construction method is selected so as not to exceed the strength of the member. The process up to completion will be described below.

An abutment capable of supporting the total horizontal force ΣH acting on the end of the straight member 2 and the vertical reaction force Vg is required on the outer circumference of the dome, and an independent type or an annular member 2 provided on each straight member 2 is collectively supported. A type of abutment is considered. Further, as the abutment structure, a reinforced concrete structure (RC structure) or a prestressed concrete structure (PC structure) is considered. Here, an annular abutment 7 having a PC structure with a PC cable 7a is adopted, and a hinge 4 is fixed in concrete (see FIGS. 8 and 18 and 19). When the straight member 2 is integrated, a downward vertical reaction force Vg and a horizontal force ΣH = Hr + Hg act on the hinge 4, but an upward force acts by the time the straight member 2 is integrated. There is also. Therefore, a hinge structure having a strength that can withstand vertical and horizontal forces is required (see FIG. 8).

At the same time as the construction of the annular abutment 7, the concrete load receiving base 11 at the center is constructed (see FIGS. 18 and 19), and the fastener 6d for the chain block is embedded. After the concrete work is completed, the foundation work 1 in the dome is constructed. Asphalt pavement, concrete floorboards, etc. are selected for the foundation work 1 depending on how the dome is used.

When the construction of the foundation work 1 is completed, the overhanging fulcrum 5 is provided at a position selected so that the overhanging tip of the straight member 2 is at the same height as the rise f of the dome. A pedestal support 5b is erected on the pedestal 5c, and an annular support 5a is fixed on the pedestal support 5b to construct an overhanging fulcrum 5. A misalignment prevention frame 5d is fixed to the annular support 5a so that the linear member 2 does not misalign (see FIG. 7c). An intermediate auxiliary fulcrum 9 is provided between the hinge 4 and the overhang fulcrum 5 by the same method as the overhang fulcrum 5. By such work, the preparation for bringing the straight member 2 to the site is completed.

The straight member 2 is carried to the site, and the straight member 2 having the lower end placed on the annular abutment 7 is hung on the overhanging fulcrum 5. The linear members 2 that are leaned against each other are sequentially connected to the hinge 4 at the outer end thereof and housed in the displacement prevention frame 5d of the overhanging fulcrum 5. The position and height of the overhanging fulcrum 5 are selected so that the tip overhanging from the overhanging fulcrum 5 bends to the height f of the rise due to its own weight, but variations occur due to construction errors and the like. Therefore, the height of the tip of each straight member 2 is measured, and a downward or upward force F is applied so as to be the height of the rise f to make fine adjustments. When facing upward, a jack is installed on the load receiving base 11 to jack up, and when facing downward, a chain is connected to the fastener 6d of the load receiving base 11 and pulled down using a chain block or the like. In this way, the heights of the tip portions are aligned, and the preparation for integrating the straight members by the fixing work is completed.

The two straight members 2 of length S are integrated by sandwiching the tip of the straight member 2 from above and below with the fixed disk 6a of the fixing device 6 and tightening with a strong force such as a jack using bolts 6b and nuts 6c. (See FIG. 6). In parallel with this integration work, the work of raising the intermediate auxiliary fulcrum 9 to lift the straight member 2 facilitates the integration. The downward or upward force F acting on the tip of the straight member 2 is maintained as it is even during the integration work by the fixing device 6 or the like.

By integrating the straight member 2 with the fixing device 6 or the like, the straight member 2 is structurally transformed from an overhanging simple beam structure to an arch structure. Since the straight member 2 has an arch structure, the total horizontal force ΣH = Hr + Hg, which is the sum of the forced force Hr for forcibly deforming the straight member 2 into an arch and the horizontal reaction force Hg due to its own weight, at the end of the straight member 2. Works. The cross section of the strong axis of the straight member 2 is selected so as to ensure the safety of the straight member 2 in the radial direction with respect to the total horizontal force ΣH.

On the other hand, in the lateral direction (circumferential direction) opposite to the radial direction, the lateral displacement is constrained by the hinge 4, the overhanging fulcrum 5, the intermediate auxiliary fulcrum 9, and the fixing device 6, and the counterbore length, which is the restraint interval, is used. On the other hand, the weak axis of the straight member 2 is widened so that the lateral counterbore does not occur, and a cross section is selected.

When the integration work by the fixing device 6 is completed, the overhanging fulcrum 5 and the intermediate auxiliary fulcrum 9 are removed. When these are removed, the length of the counterbore in the lateral direction becomes large and a horizontal counterbore is formed. Therefore, before these are removed, a width retaining bar 8 for fixing the distance between the adjacent straight members 2 is installed ( (See FIG. 20). After the width stop bar 8 is installed, the overhanging fulcrum 5 and the intermediate auxiliary fulcrum 9 are removed, and the concentrated load F at the inner end of the straight member 2 is also removed. At the same time as the width retaining bar 8 for preventing the horizontal seat moat is installed, the streak 8a is provided between the straight members 2 to prevent the dome from being twisted and deformed (see FIG. 20).

A dome-shaped member net is constructed through the above process. This process is extremely simple and requires a small area for construction, and is particularly advantageous as a method for constructing small and medium-sized domes.

1: Foundation work 2: Straight member of length S (S = S0 / 2)
2a: Overhang reference line 3: Surrounding wire 3a: Fixed annular frame 4: Hinge 5: Overhang fulcrum 5a: Outhang fulcrum annular support 5b: Overhang fulcrum pedestal 5c: Overhang fulcrum pedestal 5d: Ring support Frame 6: Fixing device 6a: Circular fixing plate 6b of fixing device: Bolt 6c of circular fixing plate: Nut 6d of circular fixing plate: Fastener for chain 7: Ring abutment 7a: PC cable of ring abutment 8: Width stop Reinforcement 8a: Reinforcement 9: Intermediate auxiliary fulcrum 10: Width retaining annular frame 10a: Width retaining annular frame body 10b: Width retaining annular frame width retaining frame 11: Load cradle 12: Straight member of length S0 13: Pull Lifting rope 14: Elliptical major axis 15: Elliptical minor axis L: Dome span f: Dome rise ΣH: Total horizontal force acting on the dome Hr: Forced force required for forced deformation Hg: Horizontal reaction force Vg due to own weight : Vertical reaction force due to own weight l: Span of overhanging simple beam a: Overhanging length of overhanging simple beam w: Equally distributed load due to own weight F: Concentrated load loaded on the inner end of overhang θ0: Overhang angle of straight member S0: Dome Arc length S: Length of straight member (= S0 / 2)
δ0: Height difference between overhang reference line and rise δw: Deflection due to own weight δf: Deflection due to concentrated load at overhang tip X0: Distance from overhang fulcrum hinge Y0: Overhang fulcrum height Λ0: Circular fixing plate diameter Λ1 : Diameter of the overhanging fulcrum annular frame Λ2: Diameter of the intermediate auxiliary fulcrum annular frame h: Height of the straight member t: Width of the straight member d: Widening length of the weak axis of the straight member La: Long axis span Lb of the elliptical dome: Short axis span of elliptical dome R: Radius of arch θ: Half angle of arch A: Full angle of arch

Claims (7)

It is a method of constructing a dome-shaped member network having a skeleton structure in which a location surface is circular by using a straight member, and one end of a straight member having an arc length of the dome to be constructed constitutes the dome to be constructed. The straight member rests on a temporary overhanging fulcrum that is coupled to a hinge on one side of the span and is provided to support the other intermediate portion of the straight member, and the other end of the straight member overhanging from the overhanging fulcrum. A method of constructing a circular dome-shaped member net by sequentially performing a step of pulling a portion to a hinge on the other side of the span and connecting the portions to form an arch on a plurality of the linear members. It is a method of constructing a dome-shaped member network having a skeleton structure in which a location surface forms a circle using straight members, and one end of a plurality of straight members having an arc length of the dome to be constructed is formed by forming the dome to be constructed. Each of the straight members is hung on a temporary overhanging fulcrum that is connected to a hinge on one of the constituent spans and supports the other intermediate portion of the straight member, and then the other of the straight members overhanging from the overhanging fulcrum. A circular dome-shaped member net is formed by sequentially performing the drawing of the ends of the spans to the hinges on the other side of the span and joining them to form an arch for each of the straight members standing on the fulcrum. How to build. A method of constructing a dome-shaped member network having a skeleton structure in which a location surface forms a circle using straight members, and a plurality of straight members having a length of 1/2 or approximately 1/2 of the arc length of the dome to be constructed. Temporary overhangs are provided so that the outer ends of each of the above are connected to the hinges on the outer periphery of the dome to be constructed, and the inner intermediate portions of the straight members are supported at the same height and at a position lower than the rise. The straight members are hung on the fulcrum points, the straight members are radially extended from the overhanging fulcrum points, and a downward or upward force is applied to the inner tips of the straight members gathered at the center of the dome to be constructed. A method of constructing a circular dome-shaped member net by adjusting the height to the same height as the rise of the dome, and then fixing each of the inner tips horizontally to remove the downward or upward force. .. It is a method of constructing a dome-shaped member network having a skeleton structure in which the location surface is elliptical using straight members, and the length is 1/2 or almost 1/2 of the arc length of the arch constituting the dome to be constructed. The outer ends of each of the plurality of straight members having are connected to the hinges outside the span of the arch at the outer circumference of the dome to be constructed, and the inner intermediate portions of the straight members are raised at the same height. Each of the straight members is hung on a temporary overhanging fulcrum provided so as to be supported at a lower position, and the straight members are radially extended from the overhanging fulcrum and are gathered at the center of the dome to be constructed. Is adjusted to the same height as the rise of the dome to be constructed by applying a downward or upward force to the dome, and then the inner tips of the respective inner tips are fixed horizontally to remove the downward or upward force. By doing so, a method of constructing an elliptical dome-shaped member net. It is a method of constructing a dome-shaped member net having a skeleton structure using a straight member, and is temporarily installed so as to support an intermediate portion of the straight member supported by a hinge on the outer periphery of the dome to be constructed and a temporary overhanging fulcrum. The method for constructing a dome-shaped member network according to claim 3 or 4, wherein an intermediate auxiliary fulcrum is provided. This is a method of constructing a dome-shaped member network having a skeleton structure in which the location surface is circular by using straight members, in which a straight member having an arc length of the dome to be constructed is laid down on the foundation work and the dome to be constructed is described above. A circular dome-shaped member net is constructed by sequentially repeating the steps of vertically standing the straight member on the foundation work for the plurality of the straight members. Method. It is a method of constructing a dome-shaped member network having a skeleton structure in which the location surface is circular by using straight members, in which a plurality of straight members having an arc length of the dome to be constructed are laid down on the foundation work, and the construction is described above. A method of constructing a circular dome-shaped member network by connecting a plurality of the straight members to the hinges at both ends of a span constituting the dome, and then sequentially standing a plurality of the straight members vertically on the foundation work.