JPH06240874A - Construction of truss beam for long span - Google Patents

Abstract

PURPOSE:To make it possible to achieve the shortening of construction period and cost down to a large extent by removing temporary stages at the early time when a truss beam for a long span for supporting an upper load is constructed. CONSTITUTION:Under the state, wherein weight is supported with temporary stages D which are uprighly provided on the floor surface beneath a truss-beam erecting position, the on-site welding of the joint part of an upper chord member 1 and a lower chord member 2 and the main tightening of high-tension bolts 8 of erection pieces 6 at the joint part of a longitudinal member 3 and a diagonal member 4 are performed. After the temporary stages D are removed, the on-site welding at the joint part of the longitudinal member 3 and the diagonal member 4 is performed. The on-site welding of the joint part of the lower chord member 2 is also performed. A temporary suspending diagonal member 10 is provided from the top part of a post. At the time when the lower chord member 2 is supported with the suspending diagonal member 10, the temporary stages D are removed. Thereafter, on-site welding of the joint part of the longitudinal member 3 and the diagonal member 4 can be performed.

Description

Detailed Description of the Invention

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for constructing a long-span truss beam for supporting an upper load by an upper structure or the like.

[0002]

2. Description of the Related Art For example, a truss beam having a long span for supporting a large load in the upper portion due to a high-rise portion (upper structure), such as a truss beam forming a megastructure for supporting a high-rise portion, The span is of course large and the beam is large, and the weight is extremely large. Therefore, when constructing a long-span truss beam that supports such a large load on the upper part, the truss beam is divided into several pieces and loaded into the field, and the truss beam is erected on the floor below the truss beam installation position. It is usual to suspend each piece on an established temporary stage, and in the state where the weight is supported by the temporary stage, on-site welding of each joint is performed to integrate them. Specifically, first, temporarily tighten the high-strength bolt of the erection piece at the joint part of the upper chord member, the lower chord member, the diagonal member, and the vertical member to adjust the erection.
After the high-strength bolts are fully tightened, all joints are finally welded and joined so as to withstand the load of the upper structure and the like, and then the temporary stage is removed.

[0003]

In the above-mentioned conventional example, all the joints in the truss beam having a long span are finally field-welded until the load of the upper structure or the like can be endured. Since it is supported by, the temporary stage will remain for a long period of time, which greatly affects the construction period of the low-rise part below the truss beam,
Moreover, the leasing fee for the temporary stage becomes huge,
There were problems in terms of construction period and cost. The present invention has been made with the above points in mind, and the purpose thereof is to make it possible to remove a temporary stage at an early stage, greatly shorten the construction period, and reduce the cost. It is to provide a construction method of.

[0004]

The technical means taken by the present invention to achieve the above object are as follows. That is, the method for constructing a long-span truss beam according to the first aspect of the present invention is to perform on-site welding of the joint portion of the upper chord member and the lower chord member while supporting the weight on the temporary stage that is erected on the floor below the truss beam installation position. In addition, the high-strength bolt of the erection piece at the joint portion of the vertical member and the diagonal member is finally tightened, the temporary stage is removed, and then the joint portion of the vertical member and the diagonal member is welded on site. A method of constructing a long-span truss beam according to a second aspect of the invention is to perform on-site welding of a joint portion of a lower chord member while supporting a weight on a temporary stage erected on a floor surface below a truss beam installation position, and Providing a temporary hanging diagonal from the top of the pillar, supporting the lower chord with the hanging diagonal, removing the temporary stage, then field welding of the joint of the upper chord, vertical and diagonal joints It is characterized by performing on-site welding.

[0005]

According to the structure of the first aspect of the present invention, for the joint portion of the vertical member and the diagonal member, the temporary stage is set before the final welding, that is, when the high-strength bolt of the erection piece is fully tightened. Because of the removal, the temporary stage will be removed as early as the number of days required for in-situ welding of the vertical and diagonal joints. According to the configuration of the second invention, the temporary stage can be removed at a time when the in-situ welding of the lower chord member is completed and the lower chord member is supported by the temporary hanging diagonal member, so that the temporary stage can be removed earlier. become.

[0006]

DESCRIPTION OF THE PREFERRED EMBODIMENTS First, an embodiment of the first invention will be described with reference to the drawings. In FIG. 1, A is a long-span truss beam that constitutes a megastructure, and supports the load of the high-rise portion B. C indicates the pillars that make up the megastructure.

As shown in FIG. 2, the truss beam A has pillars C,
It is composed of an upper chord member 1 and a lower chord member 2 extending between C, and a large number of vertical members 3 and diagonal members 4 provided therebetween. In FIG. 2, 5 is a bracket projecting from the side surface of the pillar C, which supports and reinforces the end of the lower chord member 2. a is a joint portion of the vertical member 3, b is a joint portion of the diagonal member 4,
These joint parts a and b are, as shown in FIGS. 3 to 5, clamped and connected by a plurality of high-strength bolts 8 penetrating them in a state where both sides of the erection piece 6 are sandwiched by the joining prerate 7. Furthermore, finally, it is configured to perform on-site welding W and integrate them.

Since the joint portion c of the vertical member 3 having a uniform thickness has the same structure as the joint portion b of the diagonal member 4, its illustration is omitted. 2 is a joint portion at the end of the upper chord member 1,
e is a joint portion at the end of the lower chord member 2. These joint portions d and e have substantially the same structure as the joint portions a and b, and both sides of the erection piece 6 are joined to each other by the joining pre-plate 7.
In the state of being sandwiched by, the plurality of high-strength bolts 8 penetrating them are tightened and connected, and finally, on-site welding W is performed to integrate them. Although not shown, the joint portions of the upper chord member 1 and the lower chord member 2 on the center side of the span also have the same structure.

Next, a method of constructing the truss beam A described above will be described with reference to FIG.
It will be described based on. First, as shown in FIG. 6A, the floor surface 9 below the truss beam installation position (shown in phantom).
The temporary stage D with the height up to the truss beam installation position
To stand. On the other hand, the truss beam A is divided into a plurality of pieces, carried into the site, and hoisted on a temporary stage D for each piece using a tower crane or the like.

Then, with the weight being supported by the temporary stage D, on-site welding W of the joint portion of the upper chord member 1 and the lower chord member 2 is performed.
Then, the high-strength bolt 8 of the erection piece 6 at the joint portion of the vertical member 3 and the diagonal member 4 is fully tightened. More specifically, the high-strength bolts 8 of the erection piece 6 at the joints of the upper chord member 1 and the lower chord member 2 and the high-strength bolts 8 of the erection piece 6 at the joints of the vertical member 3 and the diagonal member 4 are temporarily tightened, respectively. Then, after adjusting the erection, all the high-strength bolts 8 are fully tightened, and then only the joint portions of the upper chord member 1 and the lower chord member 2 are welded.

In this state, the truss beam A cannot withstand the pre-designed load from the upper portion (the load of the high-rise portion B) because the final welding of all joints has not been completed. Needless to say, since the upper chord member 1 and the lower chord member 2 having the highest force are completely welded, the erection piece 6 and the high-strength bolt 8 at the joint portion of the vertical member 3 and the diagonal member 4 are completed. By properly setting the number of the truss beams A, it is possible to sufficiently bear the weight of the truss beam A itself.

Therefore, according to the first aspect of the invention, the on-site welding W of the joint portion of the upper chord member 1 and the lower chord member 2 and the final fastening of the high-strength bolt 8 of the erection piece 6 at the joint portion of the vertical member 3 and the diagonal member 4 are completed. At that time, as shown in (b) of FIG.
All the temporary stages D will be removed, and the skeleton construction and finishing work of the lower part of the truss beam A will proceed. P in the figure shows the connection point of the vertical member 3 and the diagonal member 4 by the erection piece.

Then, after the temporary stage D is removed, at the appropriate time, final joint welding W is also performed on the joint portion of the vertical member 3 and the diagonal member 4 to complete the construction of the truss beam A, and thereafter, As shown in (c) of FIG. 6, the high-rise part B is built on the upper part of the truss beam A.

According to the above construction, the temporary stage D can be removed early, so that the construction period can be shortened and the cost can be reduced. By the way, there are 3 welding points for the upper chord, 1 for the lower chord, 3 for the vertical chord, 6 for the vertical chord, and 8 for the diagonal timber. It takes about 40 days to complete the final welding of the truss beam. When considered as a model, according to the above method, the temporary stage D can be stored for about 20 days, which can significantly reduce the construction period and reduce the cost.

Next, an embodiment of the second invention will be described with reference to the drawings starting from FIG. 7 to 9, 10 is a temporary hanging diagonal member provided from the top of the pillar C to the lower chord member 2. This hanging diagonal member 10 supports the weight of the upper chord member 1, the vertical member 3, and the diagonal member 4 applied to the lower chord member 2 by its tension and suppresses the bending of the lower chord member 2. The other configuration of the truss beam A is the same as the configuration described with reference to FIGS.

In constructing the truss beam A, as shown in FIG.
As shown in (a) of 0, the temporary stage D is erected on the floor surface 9 below the truss beam installation position (shown by a virtual line).
As shown in (b) of 0, in the state where the weight is supported on the temporary stage D, on-site welding W of the joint portion of the lower chord member 2 is performed, and the temporary suspension diagonal member 10 is provided from the tops of the columns C, C. 10 is provided and the lower chord member 2 is supported by the suspension diagonal members 10 and 10. At this point, the joint portion of the upper chord member 1, the joint portion of the vertical member 3, and the joint portion of the diagonal member 4 have all been completed up to the final tightening of the high-strength bolt 8 of the erection piece 6, but by field welding. No final connection has been made.

In this state, the temporary stage D is removed, and the skeleton work and finishing work of the lower part of the truss beam A are proceeded. Then, at an appropriate time after the removal of the temporary stage D, the on-site welding W of the joint portion of the upper chord member 1 and the on-site welding W of the joint portions of the vertical members 3 and 4 are performed to complete the construction of the truss beam A, Then, as shown in FIG. 10C, the high-rise part B is constructed on the upper part of the truss beam A.

According to the above construction, since the temporary stage D can be removed at the time when the in-situ welding of the lower chord member 2 is completed and the hanging diagonal member 10 is installed, the temporary stage D can be installed even earlier than in the case of the first invention. You will be able to remove Stage D.

As in the first embodiment of the invention, the truss beam A is divided into a plurality of pieces and carried in to the site, and is lifted on a temporary stage D for each piece using a tower crane or the like. Also, the upper chord member 1, the lower chord member 2, the vertical chord member 3,
The structure of the joint portion of the diagonal member 4 is the same as that of the first embodiment. The supporting form of the lower chord member 2 by the hanging diagonal member 10 can be variously modified in addition to the embodiment shown in FIGS. For example, as shown in FIG. 11, a suspension diagonal member 10 may be supported near the center of the span of the lower chord member 2, and as shown in FIG. 12, a spacer 11 is interposed below the lower chord member 2. Then, the suspension diagonal member 10 may be used for supporting. Especially, according to the latter, since the angle of the suspended diagonal member 10 becomes steep,
The flexure suppression at the center of the span of the truss beam A is more effectively performed.

[0020]

According to the present invention, which has the above-mentioned structure, and the temporary stage can be removed early, there is an effect that the construction period can be greatly shortened and the cost can be reduced.

[Brief description of drawings]

FIG. 1 is a frame diagram of a building including long span truss beams for supporting high rises.

FIG. 2 is a schematic side view of a main part of a truss beam.

FIG. 3 is a side view of a joint portion of a vertical member.

FIG. 4 is a cross-sectional view of a joint portion of a diagonal member.

FIG. 5 is a side view of a joint portion of a diagonal member.

FIG. 6 is an explanatory diagram of a method of constructing a long-span truss beam according to the first invention.

FIG. 7 is a schematic side view of a main part of a truss beam.

FIG. 8 is a plan view of a main part of a truss beam.

FIG. 9 is a perspective view of a main part of a truss beam.

FIG. 10 is an explanatory diagram of a method of constructing a long-span truss beam according to the second invention.

FIG. 11 is an explanatory diagram of another embodiment of the second invention.

FIG. 12 is an explanatory diagram of another embodiment of the second invention. [Brief Description of Drawings] A ... Truss beam, C ... Pillar, D ... Temporary stage, 1 ... Upper chord member, 2 ... Lower chord member, 3 ... Vertical member, 4 ... Oblique member, 6 ... Erection piece, 8 ... High strength Bolts, 10 ... Hanging diagonals.

 ─────────────────────────────────────────────────── ─── Continuation of the front page (72) Hiroyuki Yamamoto 4-1-1-13 Honmachi, Chuo-ku, Osaka City Takenaka Corporation Osaka Main Store (72) Inventor Kazuo Fukasawa 4-1-1 Honmachi, Chuo-ku, Osaka No. 13 Stock Company Takenaka Corporation Osaka Main Store (72) Inventor Takao Yamaoka 4-1-1 Hommachi, Chuo-ku, Osaka City Stock Company Takenaka Corporation Osaka Main Store

Claims (2)

[Claims] 1. A method of constructing a long-span truss beam for supporting a load on an upper portion thereof, wherein the upper chord is supported by a temporary stage erected on a floor surface below a position where the truss beam is erected. Welding the joints of wood and lower chords, and tightening the high-strength bolts of the erection piece in the joints of vertical and diagonal members, and removing the temporary stage. A method for constructing a long-span truss beam characterized by performing on-site welding. 2. A method for constructing a long-span truss beam for supporting a load on an upper portion thereof, wherein the lower chord is supported by a temporary stage erected on a floor surface below the truss beam erection position while supporting the weight. Performing on-site welding of the joint part of the material, and providing a temporary hanging diagonal member from the top of the pillar, supporting the lower chord member with the hanging diagonal member, removing the temporary stage, and then the joint part of the upper chord member. A method for constructing a long-span truss beam, which is characterized by performing on-site welding and on-site welding of joints of vertical members and diagonal members.