JPH0416637A - Field welding method for steel frame pillar - Google Patents

Abstract

PURPOSE:To improve the workability by connecting a steel frame pillar of an upper floor pillar on the floor position, through diaphragms arranged on the connecting part of a pillar and beams of steel frame. CONSTITUTION:Diaphragms 1 are welded in one body with the connecting part of a steel frame pillar and beams by shop welding w'. The upper and lower flanges of steel frame beams B are welded to the diaphragms 1 by shop welding w'. On the diaphragm 1 of the steel frame pillar A of the lower floor, a steel frame pillar A' of upper floor and an erection piece 2 fitted on the outer circumferential face of the pillar A' are welded by field welding w, so as to be embedded in concrete of floor slab C on the steel frame beams B.

Description

[Detailed description of the invention] (Industrial application field) The present invention relates to an on-site joint construction method for steel columns.

(Prior art) In recent years, steel pipe columns with a closed cross section have been used as column members for steel frame building structures.However, as shown in Fig. 21, the on-site joining of steel pipe columns (a) is based on flooring with low bending stress. 1.0 from the surface
Normally, a joint is provided at a height of ~1.5- and the joint is made by on-site welding (b).

(in the figure) are factory welded (butt'
), (C) is factory welded to the steel pipe column (a) via the same diaphragm (b) (-')
(d) is the floor slab, (e) is the erection piece.

As mentioned in 2 above, high-strength bolted joints are not used in the on-site joining of steel pipe columns, but welded joints are used because: i) The size of steel pipe columns (a) used in building structures is generally 400 to 6
00■, and as workers cannot enter inside the steel pipes, friction bonding using high-strength bolts cannot be adopted. However, in the case of bow-stripe joints using end plates, the end plates of the upper and lower steel pipe columns must be brought into close contact for strength reasons, and the erection of the columns cannot be adjusted at the joint. For this reason, the tension joining method using end plates cannot be used as a joining method for steel columns of building structures.

This is due to the reason 1)ii) above.

If the accuracy of the members is good and there is no need for on-site reconstruction, if tension joining using the end plate type is adopted, upper and lower steel pipe columns (aluminum
Lift each end plate in (a)) (f) from the floor 1.
They will be joined using high-strength bolts at a height of 0 to 1.5-.

(Issues to be solved by the invention!) In the former method of joining by on-site welding, i) the construction process is affected by the weather; ii) The quality depends on the skill of the welder, and it takes a lot of effort to secure welders who can perform on-site welding.

ij) Steel column members in building structures are generally provided with a finishing material on the outside of the column, but since the joint position of the column is at a height of 1.0 to 1.5 - above the floor surface, the erection The piece gets in the way. For this reason, the erection piece must be cut neatly on the outer surface of the column member, which takes a lot of effort. Furthermore, when cutting the erection piece, there is a risk that the erection piece may fall, which poses a safety problem.

In addition, if tension joints using high-strength bolts using end plates are used, and the joints are set at a height of 1.0 to 1.5 m from the floor, finishing to hide the pillars must be done on the outside. Therefore, the floor space will be reduced accordingly. Furthermore, if no finishing is done, the joints will be at the eye level, creating an aesthetic problem.

The present invention has been proposed for the purpose of solving the problems of the prior art.

(Means for Solving the Problems) In order to achieve the above object, according to the on-site joining construction method for steel columns according to the present invention, the upper The steel columns of the story columns are joined at the floor level.

(Function) According to the present invention, the steel columns on the upper floor are connected at the floor position via the diaphragm by using the diaphragm arranged at the column-beam joint of the steel columns, and the erection piece is attached to the floor slab. This enables the construction to be housed in concrete, improves workability, and prevents a reduction in floor space without compromising aesthetics.

(Example) The present invention will be described below with reference to the illustrated embodiments.

In Figures 1 to 3, the steel column is composed of square steel pipe columns, and there are diaphragms (1) (1) at the upper end of the column and beam joints.
are joined together by factory welding (-'), and the diaphragms (1) and (1) have upper and lower flanges made of H-section steel (marked upper and lower flanges) factory welded (@').

Then, the erection piece (2) attached to the outer peripheral surface of the steel column (A') on the upper floor and the steel column (A') on the upper floor is attached to the diaphragm (1) of the steel column (2) on the lower floor. beam IBI
On-site welding (b) will be done so that it is buried in the concrete of the upper slab (O).

In this way, the joints of the steel columns (Al) can be contained within the concrete of the floor slab (0), so finishing of the column members can be done on the outer surface of the column members, reducing the floor space. do not have.

Furthermore, even if no finishing is performed, the joints will not be exposed to the outside, so the aesthetic appearance will not be impaired.

In addition, since the erection piece (2) fits within the concrete of the floor slab (O), the erection piece (2)
2) There is no need to cut the erection piece, so there is no falling accident caused by cutting the erection piece.

Steel columns are generally rebuilt and adjusted at the joints on site. That is, when measurements show that the height of a floor or the collapse of a column is greater than a specified value, adjustments are generally made using the root gap during on-site welding.

Figures 4 to 6 show the diaphragm (1) installed at the column and beam joint of the steel pipe column, and the steel pipe An example is shown in which the end plate (3) of the column (A') is tension-connected via high-strength bolts (4), and the joint is located in the concrete of the floor slab (0 part). Parts equivalent to the examples are given the same reference numerals.

In addition, in the case of tension joining using the high-strength bolts (4), it is necessary to weld the end plate (3) of the steel column^ and the diaphragm (1) for strength reasons. Since rebuilding is not possible, a method is needed that allows rebuilding and does not reduce joint strength.

For this reason, as shown in Figures 7 to 9, the diaphragm (1) of the lower floor steel column ^ that was created due to rebuilding,
Between the end plate (3) of the upper floor steel column (A'), a filler material having the same yield strength and rigidity as steel material, such as resin mortar mixed with melamine resin and mortar or cement, or resin paste is used. The end plate (3) and the diaphragm (1) are joined together.

FIGS. 10, 11, and 12 respectively show each side of the filler interposed portion, and correspond to the arrow XX view in FIG. 7, and FIG. 1θ shows the resin. The case is shown in which mortar or resin paste is used, and Fig. 11 shows a perforated plate (D
Fig. 12 shows a case where i is used as a filler, and Fig. 12 shows a plate with a slit (8) through which a high-strength bolt (4) can be inserted.
(This shows a case in which D'l is used as a filler and inserted from all sides so that it can be interposed between the end plate (3) and the diaphragm (1).

The gap created between the diaphragm (1) and the end plate (3) due to rebuilding differs depending on the joining location.

Therefore, when inserting steel materials such as the perforated plate (D') and the slit replay plate (D') into the gap, plates with different thicknesses should be prepared in advance (.

In addition to this, for end plate type joining, a joining method using the resin mortar or resin paste and a perforated plate (Di mislit play) (D'l) can be considered.In other words, each plate (D'l (D Even if the diaphragm (1) and the end plate (3) are inserted, a gap may still be left between the diaphragm (1) and the end plate (3). This is a method of injection.

The above-mentioned perforated plate (D') or slit plate) (
In the method of inserting the D'l, after inserting each plate between the end plate (3) and the diaphragm (1), the high-strength bolts (4) can be tightened immediately; The method of filling with mortar or resin paste has a problem in that the high-strength bolts (4) cannot be tightened until the filler hardens.

However, in the method of using the perforated plate (D') or the slit plate (D"l) together with resin mortar or resin paste, after inserting the plate, high-strength bolts (
Since the tightening operation 4) can be carried out and the filler injection operation can be carried out after that, there is no problem that the tightening operation using the high-strength bolts (4) cannot be performed until the filler hardens.

In the case of tensile joints using high-strength bolts, it is necessary to fill the gaps created by rebuilding columns with plates or resin paste, but unlike welded joints, they are not affected by the weather, and they require on-site welding. It has the great advantage of being able to be constructed without the need for specialized personnel.

In the above embodiment, the upper diaphragm (1
), but the lower diaphragm (1
) can also be used to join.

Generally, in the case of a steel frame, the floor deck plates begin to be laid immediately after the erection is completed, and the scaffolding on the floor is secured. For this reason, when joining using the upper diaphragm, construction is easy, but when joining using the lower diaphragm, there is a problem in that a scaffold for joining must be additionally prepared.

However, other than this point, the column-beam joints are usually hidden behind the ceiling, so even if they are joined using the lower diaphragm, the joints are not visible to the public, and the finish of the column members The effect is not much different from the case where the upper diaphragm (1) is used because the bonding is not done all the way to the ceiling.

Figures 15 to 17 show an embodiment in which the present invention is applied to joining steel frames made of H-shaped steel, in which the flange of the steel column (A') on the upper floor connects to the diaphragm (2) of the steel column A on the lower floor ( 1) was welded on site, and the welded part was placed in the concrete of the floor slab (0).

In the figure, (5) is a splice plate installed upright on the diaphragm (1), and (6) is a high-strength bolt. In the figure, parts equivalent to those of the above embodiment are given the same reference numerals.

Figures 18 to 20 show still another embodiment of the present invention, in which the end plate (3) at the lower end of the H-shaped steel column (A') on the upper floor and the H-shaped steel column on the lower floor The diaphragm (1) of the steel column is tension-bonded by high-strength bolts (4).

In the figure, parts equivalent to those of the above embodiment are given the same reference numerals.

(Effects of the Invention) According to the present invention, as described above, the floor position of the steel column on the upper floor is aligned with the diaphragm of the steel column on the lower floor by using the diaphragm arranged at the column/beam joint of the steel column. By joining with By locating the column joints within the concrete of the slab, it is possible to prevent the floor area from being reduced due to column finishing work, and to prevent the steel column joints from being exposed to the outside and spoiling the aesthetics. It is.

[Brief explanation of drawings]

FIG. 1 is a front view showing the implementation status of one embodiment of the on-site joining construction method for steel frame columns according to the present invention, and FIGS. 2 and 3 are respectively
4 is a front view showing the implementation status of another embodiment of the present invention, and FIGS. 5 and 6 are arrows in FIG. The view V-V and the view Vl-V1, FIG. 7 is a front view showing the implementation status of another embodiment of the present invention, and FIGS. 8 and 9 are the views shown by the arrows - ■As shown, arrow view I
Figures X-IX, Figures 10 and 11, and Figure 12 show the state in which various fillers are interposed between the end plates and diaphragms of upper and lower steel columns. It is a diagram. 13 and 14 are plan views of a perforated plate and a slit plate, respectively, FIG. 15 is a front view showing the implementation status of another embodiment of the present invention, and FIGS. 16 and 17 are respectively Arrow view χ in Figure 15 T-XVI figure and arrow view XVn
-
The arrows XIX-XIX and XX-XX in the figure, Figure 21 is a front view showing the joint of a conventional steel column, Figure 22 is the arrow XXII-XXII in Figure 21, and 23 The figure is a front view showing another example of a conventional joint of a steel frame column, and FIG. 24 is a view taken along arrows XXIV-XXHI in FIG. 23. (Al(A'l...Steel frame column, (81...Steel frame beam, (0...Floor slab, (1)...Diaphragm, (2)...Erection piece, (3)...・End plate, (4)...High strength bolt. Fig. 10 Agent: Patent attorney Shige Okamoto, 1 person Fig. 11

Claims (1)

[Claims] An on-site joining construction method for steel columns, characterized by joining the steel columns of the upper story columns at the floor level via diaphragms arranged at the column and beam joints of the steel columns.