JP2675570B2 - How to rebuild steel columns - Google Patents

Description

Description: TECHNICAL FIELD The present invention relates to a method of rebuilding each of a plurality of steel frame columns that are mutually connected by beams and are erected in a temporarily assembled state into a planned erection posture. .

[Conventional technology]

In rebuilding a conventional steel column, for example, a wire is stretched obliquely downward from the top of the column to be rebuilt, and the inclination of the column is corrected by pulling the wire.
Then, in principle, the steel column is rebuilt for each individual steel column.

When rebuilding a steel column, since multiple steel columns are connected by beams, even if they are temporarily fixed, if the built-up posture of the steel column is changed, other steel frames connected to it by beams The erection posture of the pillar also follows and changes. Therefore, at the time of rebuilding, for example, using a plumb bob or a three-dimensional surveying system, the displacement direction and the displacement amount of the installed attitude of each steel column with respect to the planned installed attitude are detected, and the direction opposite to the detected displacement direction is detected. When changing the posture of a steel column using the correction direction and the detected displacement as the correction amount, the steel column can be temporarily placed in the planned built-up posture, but the planned rebuilding is performed by changing the posture for rebuilding other steel columns. It will be different from the posture.

Therefore, conventionally, the operator sees the detected displacement direction and the detected displacement amount, that is, the built-in state, and in that built-in state, which steel frame column should be changed in which posture and which steel column should be changed in its posture. Judgment of the degree of posture change due to the posture change between the steel columns, such as, the correction direction and correction amount based on the detected displacement direction and the detected displacement amount is corrected based on the determination, and the corrected correction A means for changing the posture of the steel column based on the direction and the correction amount has been adopted (a document cannot be cited).

[Problems to be solved by the invention]

However, when the above-mentioned conventional means is used, the correction is performed with the corrected correction direction and correction amount, but the correction is left to the operator's judgment, and thus the correction is apt to lack accuracy or variation tends to occur. . For this reason, the steel column is often not corrected to the planned built-in posture by only correcting the posture once, and as a result, it is a trial and error rebuilding work and the workability is poor.

Also, since the method of pulling the wire stretched at an angle was adopted, a large amount of tensile force was required to correct the top of the pillar to a predetermined position, and the equipment required for rebuilding the steel frame pillar was large. Was becoming. For this reason, not only the pulling work itself is complicated, but also the work of attaching and detaching the equipment is troublesome.

As described above, when the conventional steel column reconstructing method is used, it is difficult to efficiently perform the steel column reconstructing work, and there is still room for improvement.

An object of the present invention is to provide a method capable of reconstructing a steel column with good workability.

[Means for solving the problem]

The feature of the method of reconstructing a steel column according to the present invention is that, in a region having a plurality of quadrilaterals that are constituent units formed with the upper portions of four steel columns adjacent to each other in a plan view, among the plurality of steel columns. The specific length of each of the plurality of quadrilaterals is adjusted by fixing and fixing the specified two of them to the planned construction posture, and adjusting the length of the brace that is laterally bridged and connected between the predetermined steel columns. By determining the shape of the plurality of quadrilaterals, and connecting the beams provided between the adjacent steel frame columns to the main assembly state.

 The action and effect are as follows.

(Operation)

According to this method, the predetermined two steel frame columns are fixed in the planned installation posture, and the installation positions of the other steel frame columns are determined on the basis of these two columns.

When adjusting the building positions of the respective steel columns, a plurality of quadrilateral regions composed of four columns are formed in the region for building adjustment. Then, in a predetermined region among the plurality of quadrilateral regions, a brace whose length is freely changeable is bridged in the lateral direction, and these braces are expanded and contracted with each other to determine the length of the diagonal line of the quadrilateral. That is, the positions of the respective steel columns are corrected by making the shape of the four deformations rectangular by the adjustment or correcting them into a substantially parallelogram. Since each steel frame column is connected while being temporarily fixed through the beam, it is not necessary to consider the change in the distance between the adjacent steel frame columns when correcting the quadrilateral.

These corrections are sequentially performed on the basis of the positions of the two reference steel columns, taking into consideration that the changes in the shapes of the respective quadrilaterals influence each other.

In this case, since these braces are stretched laterally between the columns, the direction of tension and the moving direction of the tensile action point in the steel column are substantially the same, and the tensile force Can be minimized.

In the method of the present invention, it is not necessary to stretch the brace on all of the plurality of quadrilateral regions. That is, it can be considered that the respective steel frames are connected to each other through the beams although they are temporarily fixed, and the distance between the steel columns does not substantially change. For this reason, with respect to a specific quadrilateral region, the change in its shape is completely dependent on the change in the shape of another quadrilateral, and therefore, correction by brace is not necessary for some regions.

Furthermore, when adjusting the length of each brace, based on the actual data, quantitatively predict the posture change due to the posture change of each other steel column, based on the predicted value, the correction direction and Since the correction amount is corrected, the correction can be performed uniformly, and by increasing the number of experimental data to be prepared, the correction accuracy of the correction direction and the correction amount can be further improved. Then, in order to correct the posture of the steel column with the corrected correction direction and correction amount, that is, the correction direction and the correction amount that anticipate the posture change due to the posture change of the other steel column of each steel column, When correcting each of the steel columns to the planned built-up posture or a posture close to the planned built-up posture, the work of correcting the posture of each steel frame column is required only once.

〔The invention's effect〕

Therefore, according to the present invention, it is possible to correct the built-up posture of each steel column while using a device that is more compact than the conventional device, and it is possible to build a plurality of steel columns in a single correction operation As a result, it has become possible to rebuild steel columns with excellent work efficiency.

〔Example〕

 Next, examples of the present invention will be described.

As shown in FIG. 4, each of a plurality of steel frame columns (C) that are built in a temporarily assembled state by connecting adjacent ones of steel beam beams (G) to each other in a predetermined installation posture (generally, in a vertical direction) is used. Posture), as shown in FIG. 4, the steel column group is divided into a plurality of blocks (B) each including 9 steel column groups arranged in the shape of a field. , Each block (B)
Each of them is rebuilt to connect the steel column (C) and the steel beam (G) to the main assembly state, and the steel beam (G) and the steel column (C) extending between the adjacent blocks (B) are in the main assembly state. Connect to. The bolts for connecting the steel columns (C) and the steel beams (G) are temporarily tightened with a constant torque in the temporarily assembled state, and are fully tightened in the fully assembled state.

As for the rebuilding of the block (B), as shown in FIG. 1 and FIG. 2, the central steel column (C ₀ ) of the 9 steel columns (C) is corrected to the planned installation posture and temporarily fixed. The first step is to perform, and the second step is to fix and fix the surrounding eight steel columns (C _{1 to} C ₈ ) to the planned building posture.

In the first step, as shown in FIG. 2, the upper end position (P ₀ ′) of the central steel column (C ₀ ) is measured by using the three-dimensional survey system (1), and the measurement result and the central steel column Based on the normal upper end position (P ₀ ) when (C ₀ ) is in the planned built-in posture, the displacement direction (D ₀ ) and displacement of the built-in posture of the central steel column (C ₀ ) with respect to the planned built-in posture Amount (A ₀ ), that is, upper end position (P ₀ ′)
Detection step of detecting the displacement direction and displacement amount with respect to the regular upper end position (P ₀ ) of the wire, and tensioning a plurality of wires (2) in the circumferential direction between the upper end and the fixed part and adjusting the tension. Thus, the central steel column (C ₀ ) is changed in posture in the direction opposite to the detected displacement direction (D ₀ ) by an amount equal to the detected displacement amount (A ₀ ), and is corrected to the planned built-in posture, and It consists of a temporary fixing process.

The second step, the first eight steel column after step (C ₁ -C ₈₎ displacement direction with respect to scheduled denominated inclusive posture of construction inclusive posture of (D ₁ to D ₈₎
And the amount of displacement (A _{1 to} A ₈ ) is detected by the same means as the detecting process of the first step, the detected displacement direction (D _{1 to} D ₈ ) and the amount of displacement detected (A ₁ to A ₈ ).
A ₈ ) and a fixing process to fix and fix the steel columns (C _{1 to} C ₈ ) to the planned built-in posture based on the experimental data.

In the correction and fixing step of the second step, as shown in FIG. 1, of the eight steel columns (C _{1 to} C ₈ ), the central steel column (C ₀ ) is connected to the steel beam (G). One of the steel frame columns to be connected together is the first steel frame column (C ₁ ), and the second, third, and fourth steel frame columns are arranged in the counterclockwise order with reference to the first steel frame column (C ₁ ).
As the 5th, 6th, 7th, and 8th steel frame columns (C _{2 to} C ₈ ), as shown in FIG. 1, the 1st steel frame column (C ₁ ) is fixed with two wires (3). At the same time, between the first steel column (C ₁ ) and the third steel column (C ₃ ), between the third steel column (C ₃ ) and the fifth steel column (C ₅ ), and the fifth steel column (C 3 ₅ ) and the 7th steel column (C ₇ ), respectively, the first, second and third pulling braces (b ₁ ), (b ₂ ), (b ₃ ) are stretched, and, second steel columns (C _2), fourth steel columns (C _4), first between the sixth steel column (C ₆₎ respectively and the central steel columns (C _0), the second, third Brace for separation (b ₁ ′), (b ₂ ′), (b ₃ ′) is stretched,
Each bracing in this state (b ₁ ~b _3), carried out by stretching via respective motorized turnbuckle _{(b 1 '~b 3')} (4). In addition, between the first steel column (C ₁ ) and the seventh steel column (C ₇ ), and between the central steel column (C ₀ ) and the eighth steel column (C ₈ ), the center and the first If the postures of the steel columns (C _{0 to} C ₇ ) from ₁ to ₇ are determined, the built-up postures of the 8th steel column (C ₈ ) are naturally determined, and thus it is not necessary to interpose the braces.

Amount of extension of the pull pulling brace (b ₁ ~b ₃₎ and pulling away brace (b ₁ '~b _3') is determined as follows.

Now, the amount of deflection in the weak axis direction of the steel beam (G) due to the change in the posture of the steel column (C) is sufficiently smaller than the amount of displacement of the steel column (C), and there is no problem in practical use even if it is ignored. Based on the premise that the central steel column (C ₀ ) is the origin (0,0) and the direction connecting the central steel column (C ₀ ) and the first steel column (C ₁ ) is the y-axis direction, the central steel frame Assuming a coordinate system in which the direction connecting the column (C ₀ ) and the third steel column (C ₃ ) is the x-axis direction, the pulling braces (b ₁ ), (b ₂ ), (b ₃ ) are First by shrinking,
3rd, 5th, 7th steel columns (C ₁ ), (C ₃ ), (C ₅ ),
The rotation angles around the origin of (C ₇ ) are θ ₁ , θ ₂ , θ ₃ and θ _{4 respectively.}
Then, [I] when the first pulling brace (b ₁ ) is expanded / contracted, [II] when the second pulling brace (b ₂ ) is expanded / contracted, [III] the third pulling brace When the brace (b ₃ ) is expanded or contracted, the following relational expressions are geometrically established. In addition,
Extending the first pull pulling brace (b ₁₎ is to reduce the brace (b ₁ ') for the first detachment, second, third pull pulling brace (b _2), (b 2) for ₃ )
It has the same relationship as the third separating braces (b ₂ ′) and (b ₃ ′).

, And the coordinate values of the regular upper end positions (P _{1 to} P ₈ ) of the first to eighth steel columns (C _{1 to} C ₈ ) in the planned construction postures are ₁ , ₂ , ₃ , ₄ , respectively. , ₅ , ₆ , ₇ and ₈
The coordinate values of the upper end positions (P ₁ ′ to P ₈ ′) in the built-up posture are respectively ₁ ′, ₂ ′, ₃ ′, ₄ ′, ₅ ′,
₆ ′, ₇ ′, ₈ ′, [I] [II] [II
For each case of _{I] 1 '= K (θ} 1) · 1 2' = K (θ 1) · L (θ 2) · 1 + K (θ 1) · K (-θ 2) · 2 + L (- θ ₁ ) · K (−θ ₂ ) · _{3 3} ′ = K (−θ ₂ ) · _{3 4} ′ = K (−θ ₂ ) · L (θ ₃ ) / ₃ + K (−θ ₂ ) · K (− θ ₃ ) · ₄ + L (−θ ₂ ) · K (θ ₃ ) · _{5 5} ′ = K (−θ ₃ ) · _{5 6} ′ = K (−θ ₃ ) · L (−θ ₄ ) / ₅ + K ( −θ ₃ ) · K (−θ ₄ ) · ₆ + L (−θ ₃ ) · K (−θ ₄ ) · _{7 7} ′ = K (θ ₄ ) · _{7 8} ′ = K (θ ₄ ) · L (− θ ₄ ) · ₇ + K (θ ₄ ) · K (−θ ₁ ) · ₈ + L (θ ₄ ) · K (−θ ₁ ) · ₁ holds.

Here, the first, third, fifth, and seventh steel columns (C ₁ ),
(C ₃ ), (C ₅ ), (C ₇ ) Each steel column in the center of TO (C ₀ ).
The distance between the _{L 1, L 2, L 3} , L 4, pull pulling brace _{(b 1), (b 2} ), When X _1, X _2, X ₃ each contraction amount of (b ₃₎ , [I], θ ₁ = α ₁ · θ ₂ ...... [1] In the case of θ ₃ = α ₂ · θ ₂ ...... [3] θ ₄ = α ₃ · θ ₁ …… [4] [II], θ ₁ = β ₁ · θ ₂ …… [5] θ ₂ =- β ₂ · θ ₃ [6] theta ₄ = For _{-β 3 · θ 3 ...... [8} ] [III], θ 1 = -γ 1 · θ 2 ...... [9] θ 2 = -γ 2 · θ 3 ...... [10] θ ₃ = γ ₃ · θ ₄ ...... [11] It is.

Then, the rigidity of the steel beam (G) and the steel beam (G) and the steel column (C) were determined by experiments using the model and actual reconstruction.
[1]-
By obtaining the coefficient of [12] and converting it to data,
In the case of [I], [II], and [III], steel columns (C
The posture change from _{1 to} C ₈ ) is quantified and predicted using the above formula.

Then, based on the predicted value, the detected displacement direction (D ₁ ~
D ₈₎ and the detected amount of displacement (A ₁ basic correction direction and the basic correction amount is calculated from to A _8), the construction included posture due to modification of the construction inclusive attitude of the other steel columns (C ₁ ~C ₈₎ The change is absorbed to correct each of the steel columns (C _{1 to} C ₈ ) to a value that changes the planned posture. The corrected correction direction and correction amount to have in steel columns (C ₁ ~C ₈₎ braces required to change the attitude of (b ₁ ~b _3), the amount of expansion or contraction of the (b ₁ '~b _3') Ask.

Actually, all steel columns (C) were planned due to unavoidable variations such as the manufacturing error of the joint between the steel columns (C) and the steel beams (G) and the length of the steel beams (G). In consideration of the fact that it cannot be accurately positioned in the crowded posture, the extreme value search method is used to correct the posture of the steel column (C ₁
-C ₈₎ a value for the minimum sum of squares of displacement amounts from the upper end position of the normal of the respective upper end positions _{(P 1 "~P 8")} (P 1 ~P 8).

When determining the amount of expansion and contraction of the first braces (b ₁ ) and (b ₁ ′), the upper end positions (P ₁ ′ to P ₈ ′) of each of the detected steel columns (C _{1 to} C ₈ ). coordinate values _{(1 'to} 8') is used, but a second brace (b _2), in determining the amount of extension of (b ₂ '), said first braces (b _1), ( b ₁ ′)
Determine the amount of expansion and contraction of the third brace (b ₃ ), (b ₃ ′) using the coordinate values of the upper end position of the steel column (C _{1 to} C ₈ ) assuming that As described above, the first and second braces (b ₁ ), (b ₁ ′),
The coordinate values of the upper end positions of the steel columns (C _{1 to} C ₈ ) are used, assuming that (b ₂ ) and (b ₂ ′) are expanded and contracted with the determined expansion and contraction amount. That is, the first to third braces (b ₁ ~
b _3), (b ₁ when optimizing the amount of expansion and contraction of the '~b _3'), the coordinate values of the detected upper end position _{(P 1 '~P 8')} (1 '~ 8')
The calculation is facilitated by performing the operation stepwise rather than optimizing it all at once.

As shown in FIG. 3, the electric turnbuckle (4) is interposed between the ends of the two brace members (b), (b), and the brace members (b), (b) are provided. The brace is expanded and contracted by changing the distance between the ends of the.

As shown in FIG. 3, two frames (5A) and (5B) fixed to the ends of the brace members (b) and (b), respectively.
Is attached to one guide frame (6) slidably only in the perspective direction, and a screw shaft (8) driven by an electric motor (7) is attached to one of the frames (5A). 6) is screwed into the first screw portion (8A) of the screw shaft (8), and one frame (5A) and the guide frame (6) are moved relative to each other in the perspective direction by the rotation of the screw shaft (8). A nut (9) to be moved is fixed, and the first frame (5) of the screw shaft (8) is attached to the other frame (5B).
The other frame (5B) is moved in the perspective direction relative to the one frame (5A) by screwing with the second screw part (8B) which is a reverse screw to the screw part (8A) and rotating the screw shaft (8). The nut (10) is attached and fixed.

The calculation for the optimization and the control of the electric turnbuckle (4) based on the calculation are performed by using a computer (11) as shown in FIG.

(Another embodiment)

 Hereinafter, another embodiment of the present invention will be described.

[1] In the above embodiment, the first to third braces (b ₁ ~
_{b 3), (b 1 '} ~b 3') were subjected to expansion and contraction of optimized stepwise in may be performed once.

[2] In the above embodiment, the steel column group is divided into blocks in a state where there is no common steel column (C) between the blocks (B).
As shown in FIG. 5, there are three steel columns (C) common between adjacent blocks (B), and as shown in FIG. 6, steel columns (C) 6 common between adjacent blocks (B). The steel column group may be divided into blocks in a state where there are books. In the former case, except for the first block, the number of steel columns (C) to be modified is 6, and in the latter case, it is 3 and optimization of the modification is easy.

[3] In the above-described embodiment, one steel frame column (C ₀ ) is corrected to the planned built-in posture by utilizing the fact that the amount of deflection of the steel beam (G) in the weak axis direction is small, and it is positioned around it. Steel column (C ₁
The posture was corrected by rotating ~ ~ C ₈ ) around the steel column (C ₀ ) corrected to the planned built-in posture.
The posture may be corrected by pulling each of the steel columns (C) in the x and y directions with a wire or the like.

[4] In the above embodiment, the group of steel columns is divided into blocks and the posture is corrected for each block. However, without dividing into blocks, the correction direction and the correction amount are optimized for each of the steel columns (C). You may implement it.

[5] The target steel column (C) may be, in addition to the column itself, a steel concrete column or a steel column or a steel pipe concrete column constituting a steel reinforced concrete column.

[Brief description of the drawings]

1 to 4 show an embodiment of the present invention. FIG. 1 is a plan view of a main part, FIG. 2 is a perspective view, FIG. 3 is a sectional view of a turnbuckle, and FIG. 4 is a plan view. Yes, FIG. 5 and FIG. 6 are plan views showing another embodiment. (C) …… Steel columns, (G) …… Beams.

 ─────────────────────────────────────────────────── ─── Continuation of the front page (72) Inventor Shinichi Asada 4-27, Honmachi, Higashi-ku, Osaka-shi, Osaka Incorporated company Takenaka Corporation Osaka Main Store (72) Inventor Satoshi Kusaka 4-27, Honmachi, Higashi-ku, Osaka Address House Takenaka Corporation Osaka Main Store (56) Bibliography Sho 62-110446 (JP, U)

Claims (1)

(57) [Claims] 1. A method of rebuilding each of a plurality of steel frame columns (C) which are mutually connected by beams (G) and are erected in a temporarily assembled state into a planned erection posture, and which are close to each other in a plan view. In a region having a plurality of quadrilaterals that are structural units formed with the upper portions of the four steel frames (C) as vertices, two specific ones of the plurality of steel frames (C) are placed in a planned building posture. By correcting and fixing, and adjusting the length of the brace which is laterally bridged and connected between predetermined steel frames (C) to determine the diagonal length of each of the plurality of quadrilaterals, The method of reconstructing a steel column, wherein the shape of the quadrangle is defined, and the beam (G) provided between the adjacent steel columns is connected to the main assembly state.