KR20090024511A - Hybrid deep deck of constructing long span slim floor and structure using hybrid deep deck - Google Patents

Abstract

Long span hybrid deep deck and the slim floor structure using the same are provided that the construction of 8-9m long span is possible without the temporary installation pillar. Long span hybrid deep deck and the slim floor structure using the same comprise a deck plate having the predetermined cross section, and a truss girder(20) consisting of lattice and upper root. The deck plate includes a top plate, right and left side plates which are curve-cut to be inclined in left and right stage of the top plate to the bottom outward, right and left lower plates which are curve-cut in the bottom of right and left side board to the outer side, right and left joints which are curve-cut in the bottom plate. The truss girder includes a lattice arranged and fixed in the upper side of the top plate according to the longitudinal direction, and an upper steel rod fixed on the top of lattice.

Description

Hybrid deep deck of constructing long span slim floor and structure using hybrid deep deck}

The present invention relates to a long-term hybrid deep deck (long-term synthetic truss deck) for constructing long sections (8-9 m) without construction support through a composite action of a dance deck plate and a truss girder with a deep dance, in particular an asymmetric steel beam By installing a deck plate on the lower flange of the slim floor structure can be further given a slim floor effect.

Conventionally, as a coupling structure of an asymmetrical cheolgolbo and deck plate for the slim floor method, it is proposed, for example, disclosed in the publication of No. 20-283634 filed and registered by the present applicant.

5, 6a and 6b, the conventional floor structure (1) is largely a deck plate 10 installed on the lower flange 33 of the asymmetric cheolgolbo 30, asymmetric cheolgolbo 30 Consists of.

After reinforcing the steel mesh and reinforcing bars on the upper surface of the steel frame (1), the concrete is poured to form a concrete slab (34).

The deck plate 10 is a structural deck that can be installed without a temporary strut up to 8m (actually about 5.5 ~ 6.0m) as disclosed in the publication.

Construction of structural decks without temporary struts is particularly important for the construction of ground slabs to underground slabs. Currently, underground parking lot has a lot of large vehicles, it is necessary to secure a long distance of more than 8m.

In order to install the construction without more than 8m of temporary struts, there is a method of increasing the thickness or height (dance) of the deck plate 10.

The thickness of the current deck plate 10 is 0.5 ~ 1.6mm, the production module is a maximum width of 600mm and a maximum height of 250mm.

The weight of deck plate 10 is 17 kgf / m2 at 1.0m, 8.0 × 0.6 × 17 = 81.6kg at 8.0m, and 81.6 × 1.6 = 130.56kg at 1.6mm thickness. Can be.

When the 8.0m span is used as the unsupported method, the required thickness of the steel plate reaches 5.0mm, and when the 8.0m is applied, the weight is 81.6 × 5 = 408kg, which makes practical application impossible (weight and price increase).

If the height is increased to 400mm, the price increase due to the increase of raw materials of steel sheet and the effect of reducing the layer height are canceled, making it difficult to use.

On the other hand, in the case of the currently available truss type deck, the diameter of the cast iron used is up to 16 mm (for specification) (14 mm for actual production), and the diameter of the lattice material is up to 7 mm (typically 5 mm and 6 mm).

Existing truss decks have a maximum support distance of 4.0 to 5.0m, and the minimum slab thickness must be at least 500, and the lattice material must meet at least 10mm in order to use a long span of 9.0m.

In addition, as a method for reducing the weight of the slab that increases more than necessary, there is a burden of simultaneously satisfying the self-weight reduction effect by inserting hollow tubes of various shapes with the sheath at 200 mm intervals of the truss girder. 20-421526).

Hollow tubes of various shapes for self-weight reduction may lack economical cost because they require higher costs and complicated construction and production processes.

Therefore, to apply without increasing the weight more than necessary, it is concluded to use the hypothesis prop and reduce the application length.

Similarly, it is proposed that the truss girder is incorporated in a deck plate having a dance (vertical distance between the upper plate and the lower plate) of 50 mm and 75 mm, disclosed in Japanese Unexamined Patent Publication No. 4-222739.

The deck plate consists of one set having three trapezoidal cross sections formed within 600 mm in width, and one truss girder is fixed to the upper plate of each trapezoidal cross section in a narrow relationship.

In addition, the truss girder is incorporated into a deck plate having a dance (vertical distance between the upper plate and the lower plate) of 50mm and 75mm, Korean Patent Application Publication No. 1999-73793, Korean Utility Model Model No. 20-163869 And 20-200355.

As such, by fixing the truss girder to the deck plate, the deck plate forms a convex camber upward and serves to resist sagging during concrete pouring.

However, the deck plate of these publications consists of one set in which two trapezoidal cross sections are formed within 600 mm in width, and one truss girder is fixed to the upper plate of each trapezoidal cross section in a narrow relationship.

As the dance is low, it is difficult to expect the interlayer reduction effect by applying it to the general steel frame method rather than the slim floor method, and to install the 8 ~ 9m long span without temporary struts, as described above, the thickness of the steel plate of the deck plate is increased. Some troubles require thickening or large diameters of the truss girders.

The present invention has been made to solve the above problems, by incorporating the truss girders to the deep deck plate dance is possible 8-8m long construction without a temporary post, and when it is placed on an asymmetrical cheolgolbo can get the interlayer reduction effect An object of the present invention is to provide a long-term hybrid deep deck and a slim floor structure using the same.

In order to achieve the above object, the composite truss deck according to claim 1,

It consists of an upper plate, left and right side plate bent inclined downward downward from the left and right ends of the upper plate, left and right lower plate bent toward the outside from the bottom of the left and right side plate, left and right joints are formed in each of the lower plate Deck plate having a cross section; And a truss girder composed of a lattice arranged and fixed in the longitudinal direction on the upper surface of the upper plate, and an upper root fixed to the upper portion of the lattice.

According to this structure, it is possible to construct a long span of 8 to 9m without a temporary prop.

The composite truss deck according to claim 2,

The truss girder is characterized in that a plurality of fixed to be arranged in parallel to the upper surface of the top plate.

According to this configuration, since the deck plate is deeply danced, the width of the top plate is wide, allowing multiple truss girders to be fixed, thereby obtaining sufficient strength.

The composite truss deck according to claim 3,

Both ends of the deck plate is characterized in that the obliquely closed.

According to this configuration, not only the end closure is required, but also the construction is remarkably improved, and the truss girders can be held and inserted into the narrow dance of the asymmetrical steel beam instead of the existing top plate, which is convenient for handling.

The composite truss deck structure according to claim 4,

Beam and a truss deck installed in the longitudinal direction of the beam, wherein the beam is an asymmetric steel beam, the truss deck is formed in the upper plate, the left and right sides bent inclined downward outward from the left and right ends of the upper plate Deck plate having a cross section formed of a left and right lower plate, bent on the lower surface of the lower flange of the asymmetrical cheolgolbo, formed to be bent toward the outside from the lower side of the left and right side plate, the left and right joints are formed on each of the lower plate; The truss girder is composed of a lattice arranged and fixed in the longitudinal direction on the upper surface of the upper plate, and the upper root fixed to the upper portion of the lattice.

According to this configuration, it is possible to obtain the construction between the long-term construction and the interlayer reduction effect (slim floor) without a temporary prop.

The composite truss deck structure according to claim 5,

A beam (beam) and a truss deck installed in the longitudinal direction of the beam, wherein the beam is a precast concrete (PC) beam, the truss deck is bent inclined downward downward from the left and right ends of the upper plate, the upper plate A deck plate having a cross section formed of left and right side plates formed at a lower end of the left and right side plates, the left and right lower plates installed on an upper surface of the PC beam, and left and right joints formed at each of the lower plates; The truss girder is composed of a lattice arranged and fixed in the longitudinal direction on the upper surface of the upper plate, and the upper root fixed to the upper portion of the lattice.

According to this configuration, it is possible to form a long span between construction and a continuous slab without setting up a post.

The composite truss deck structure according to claim 6,

Beam and a truss deck installed in the longitudinal direction of the beam, wherein the beam is a symmetrical cheolgolbo, the truss deck is formed in the upper plate, left and right sides bent inclined downward outward from the left and right ends of the upper plate Deck plate having a cross section consisting of a plate, the left and right lower plate bent toward the outside from the bottom of the left and right side plate, the left and right joints are formed in each of the lower plate; A lattice arranged and fixed in the longitudinal direction on the upper surface of the upper plate, an upper root fixed to the upper part of the lattice, and fixed anchors fixed to the upper surface of the upper flange of the symmetrical cheolgolbo, which are installed on one side of the front and rear ends of the upper root. It is characterized by consisting of a truss girder that is configured.

According to this structure, construction can be carried out without a temporary prop.

Composite truss deck structure according to claim 7,

Joints of the deck plate are connected along the longitudinal direction of the beam to form a narrow valley with a wide peak, the upper plate abuts the longitudinal side of the upper flange of the symmetrical cheolgolbo, both ends of the narrow valley end It is characterized by closing with a closure.

The composite truss deck structure according to claim 8,

Beam and a truss deck installed in the longitudinal direction of the beam, wherein the beam is a symmetrical cheolgolbo, the truss deck is formed in the upper plate, left and right sides bent inclined downward outward from the left and right ends of the upper plate Deck plate having a cross section formed of a plate, the left and right lower plate is formed on the upper surface of the intermediate flange fixed to the web of the symmetrical cheolgolbo, bent toward the outside from the bottom of the left and right, and the left and right joints formed on each of the lower plate ; The truss girder is composed of a lattice arranged and fixed in the longitudinal direction on the upper surface of the upper plate, and the upper root fixed to the upper portion of the lattice.

According to this structure, construction can be carried out without a temporary prop.

The composite truss deck structure according to claim 9 is characterized in that a plurality of truss girders are arranged and fixed in parallel to an upper surface of the upper plate.

The composite truss deck structure according to claim 10 is characterized in that both ends of the deck plate are closed obliquely.

Synthetic truss deck according to the present invention can be constructed without the construction of a long span of 8 ~ 9mm by combining a deep deck plate and truss girder.

In particular, when installing a synthetic truss deck on the lower flange of the asymmetric cheolgolbo can implement a slim floor method to obtain the interlayer reduction effect.

In addition, since the truss girders can be installed on the lower flange of the asymmetrical cheolgolbo, both ends of the deck plate can be inclined in advance to be installed without the use of a separate end closure, thereby significantly improving handling and construction.

Best Mode for Carrying Out the Invention Preferred embodiments of the present invention will be described below with reference to the accompanying drawings, where like reference numerals are used to designate like parts, and detailed description thereof will be omitted.

Example 1

1a and 1b is a side view and a front view showing a steel frame for a slim floor method according to a first embodiment of the present invention.

As shown in Figure 1a and Figure 1b, the steel frame 100 for the slim floor method of the first embodiment is largely asymmetrical cheolgolbo 30, and the synthetic truss deck is installed along the longitudinal direction to the asymmetrical cheolgolbo 30 It consists of (CTD1).

The asymmetric cheolgolbo 30 for the slim floor is composed of the upper flange 32, the lower flange 33 and the web 31 connecting them, the width of the lower flange 32 is longer than the width of the upper flange 33 , The height of the web 31 is relatively slightly higher than the dance of the deck plate (10).

The composite truss deck CTD1 is largely comprised of the deck plate 10 and the truss girder 20.

When the deck plate 10 is described with reference to FIG. 5, the lower plate 13, the upper plate 11, the lower plate 13, and the upper plate 11 that are installed on the upper surface of the lower flange 33 are inclined. It has a trapezoidal cross-sectional shape as a whole consisting of a side plate 12 to connect, a joint 15 formed on the left and right lower plates 13.

The height (dance) between the upper plate 11 and the lower plate 13 is 250mm, the width between the lower plate 13 and the lower plate 13 is based on a deep dance deck plate of 600mm.

The truss girder 20 is composed of a pair of lattice 21 having a foot 22 welded to the top plate 11 and an upper end 23 welded to the upper end of the lattice 21.

Each of the lattice 21 is formed to be bent in a waveform along the longitudinal direction, it is arranged to be fixed to the top plate 11 inclined.

Moreover, it is preferable that the lower root 25 welded and fixed to the lower end side of the lattice 21 is provided.

In addition, it is preferable from the viewpoint of strength that the truss girder 20 is arranged and fixed in plural as a pair on both the left and right sides of the top plate 11 as shown in Fig. 1B.

Such a composite truss deck (CTD1) is connected while being installed along the longitudinal direction on the upper surface of the lower flange 33 of the asymmetric cheolgolbo (30).

A diagram in which a plurality of composite truss decks CTD1 are connected is shown in FIG. 1B.

As such, it is possible to place the truss girder 20 above the upper flange 33 of the asymmetric cheolgolbo 30 can reduce the field reinforcement, and serves as a spacer (spacer) of the reinforcement to be added. Therefore, economical and constructability is improved.

In addition, when placing concrete in the steel frame 100 for the slim floor method, in order to prevent the leakage to the mountain portion 14a, the end for closing the mountain portion 14a on the side of the end of the deck plate 10 Install the closure 17.

The end closer 17 is an iron plate, and is fixed using welding, a fastener, or the like.

As described above, when the construction of the construction with a steel frame (100) consisting of a composite truss deck (CTD1) and an asymmetric steel beams (30) in parallel with the deep deck plate 10 and the truss girder (20) The construction can be done without a temporary prop, and the floor can be saved.

Example 2

Figure 2 is a side view showing a steel frame for a slim floor method according to a second embodiment of the present invention.

The steel frame 200 of the second embodiment is similar in structure and function to the steel frame 100 of the first embodiment, but in the steel frame 200 by pressing the top plate 11 and the side plate 12 inclined obliquely (mounted portion of both ends ( The difference is that deckplate 10A with end closure 14 closing 14a) is used. The obliquely compressed end closure 14 is referred to the publication of the Utility Model No. 1994-94812 filed by the present applicant, and detailed description thereof will be omitted.

That is, the composite truss deck CTD2 of the second embodiment has a deck plate 10A having an inclined end closure 14 and a truss girder 20 welded to the upper plate 11 of the deck plate 10A. It consists of.

This is because it is impossible for the operator to hold the lower plate and put it on the lower flange 33 of the asymmetric steel beam 30 in the state where the both ends of the deep dance deck plate are conventionally closed. The process of installing the closer 17 was performed.

In addition, even if the end closure 17 is installed on both ends of the deck plate 10 in advance, it is difficult to hold, and there is also a problem in that the deck plate 10 cannot be stacked in multiple layers.

Therefore, the slanted floor closing method in which the single deck plate 10 is placed on the lower flange of the asymmetrical steel beam 30 is inclined to the end closure 14 which is virtually impossible, and has been used only for the general steel method for mounting on the upper flange.

However, in the composite truss deck (CTD2) of the second embodiment can hold the truss girder 20 and place it on the upper surface of the lower flange 33 of the asymmetric cheolgolbo 30, so that both ends of the end closure (press-sealed in advance) It is possible to use the deck plate 10A on which 14) has been performed.

Therefore, since no separate end closure is used, it is possible to pursue shortening of air and simple construction, shortening of material loss, and economical efficiency.

Example 3

3a and 3b is a side view and a front view showing a steel frame for a general steel frame method according to a third embodiment of the present invention.

As shown in Figures 3a and 3b, the steel frame 300 of the third embodiment is largely composed of a symmetrical cheolgolbo (30A), and a composite truss deck (CTD3) installed along the longitudinal direction in this symmetrical cheolgolbo (30A) It is.

The symmetrical cheolgolbo 30A is composed of an upper flange 32A, a lower flange 33A and a web 31A connecting the same, the width of the lower flange 32 is almost the same as the width of the upper flange 33, the web ( The height of 31 is relatively higher than the dance of the deck plate 10.

The composite truss deck CTD3 is largely comprised of the deck plate 10 and the truss girder 20A.

Deck plate 10, as described above, the left and right bottom plate 13, the top plate 11, the side plate 12, the left and right bottom plate 13 for connecting the lower plate 13 and the upper plate 11 inclined. Consists of a joint 15 formed in, it has a single trapezoidal cross-sectional shape as a whole.

The truss girder 20A includes a pair of lattice 21 having a foot 22 welded to the top plate 11, an upper root 23 welded to the top of the lattice 21, and an upper flange ( The fixed root 27 is welded and fixed to 32A).

The upper end of the fixed root 27 is welded to one end of both ends of the upper root 23.

In addition, the fixed root 27 protrudes with respect to both ends of the deck plate 10, the upper plate 11 of the deck plate 10 when the bottom surface of the fixed root 27 is fixed to the upper surface of the upper flange (32A). ) Is in contact with the side of the upper flange (32A).

Accordingly, as shown in FIG. 3B, the end closure 19 may block and close the valley 14b formed by connecting the deck plate 10 and the deck plate 10.

Since only the portion of the valley 14b having the narrow width is closed by the end closure 19, the material loss is considerably less than that of the end closure 19 which closes the portion of the mountain 14a having the wide width.

As such, the steel frame 300 of the third embodiment may be constructed without a temporary post between the long span even if the slim floor effect is somewhat lost.

Example 4

Figure 4 is a side view showing a steel frame for a general steel frame method according to a fourth embodiment of the present invention.

The steel frame 400 of the fourth embodiment is similar in structure and function to the steel frame 300 of the third embodiment, but the intermediate flange 34A is installed on the web 31A of the general steel frame 30A, and the first embodiment There is a difference in that the composite truss girder (CTD1 = CTD4) is provided on the upper surface of the intermediate flange 34A.

The steel frame 400 of the fourth embodiment requires an additional step of installing the intermediate flange 34A than the steel frame 300 of the third embodiment, but the deck plate 10 of the composite truss girder CTD4 is placed on the intermediate flange 34A. It is more stable in that it is placed on the top of the.

As described above, although described with reference to a preferred embodiment of the present invention, the present invention can be variously modified or modified without departing from the spirit and scope of the present invention described in the claims Those skilled in the art will appreciate.

For example, in the above-described embodiments, a pair of lattices are arranged and fixed to face each other, and as shown in FIGS. 1A, 2, 3A, and 4, the peaks and valleys (waveforms) are formed along the longitudinal direction (ie, phase difference). If the mountains and valleys overlap each other by staggering the phase difference, they are arranged and fixed in the form of a net as a whole, further improving the bonding strength with the concrete to be poured, so that even longer spans can be constructed with the same specification without temporary posts.

The present invention is not only steel beams, but also PC beams (see registration No. 10-629795, filed by the applicant), reinforced concrete beams (beams in which concrete truss girder is installed on the upper surface of a formwork where reinforcing bars are installed and concrete is poured). Applicability is apparent from the foregoing description.

1a and 1b is a side view and a front view showing a steel frame for a slim floor method according to a first embodiment of the present invention.

Figure 2 is a side view showing a steel frame for a slim floor method according to a second embodiment of the present invention.

3a and 3b is a side view and a front view showing a steel frame for a general steel frame method according to a third embodiment of the present invention.

Figure 4 is a side view showing a steel frame for a general steel frame method according to a fourth embodiment of the present invention.

Figure 5 is a perspective view showing a deep deck deck danced by the applicant.

6a and 6b is a side view and a front view of a plurality of deck plate of the asymmetric cheolgolbo of FIG.

<Explanation of symbols for the main parts of the drawings>

10,10A: Deck plate 11: Top plate

12: side plate 13: lower plate

14: mountain inclined end closure 14a, 14b: mountain, goal

15: Joint 17: Acid End Closer

19: Goal End Closer 20,20A: Truss Girder

21: Lattice 22: Foot

23: upper root 25: lower root

27: fixed root 30: asymmetric steel beam

30A: Symmetrical steel frame 34A: Middle flange

100,200: slim floor steel frame 300,400: general steel frame

CTD1 ~ CTD4: Composite Truss Girder

Claims (10)

It consists of an upper plate, left and right side plate bent inclined downward downward from the left and right ends of the upper plate, left and right lower plate bent toward the outside from the bottom of the left and right side plate, left and right joints are formed in each of the lower plate Deck plate having a cross section; Composite truss deck comprising a truss girder consisting of a lattice disposed in the longitudinal direction on the upper surface of the top plate and an upper root fixed to the upper portion of the lattice. The method of claim 1, The truss girder is a composite truss deck, characterized in that a plurality of fixed parallel to the upper surface of the top plate. The method according to claim 1 or 2, Synthetic truss deck, characterized in that both ends of the deck plate is closed obliquely. Beam and a truss deck installed in the longitudinal direction of the beam, The above view is an asymmetric cheolgolbo, The truss deck The upper plate, the left and right side plate bent inclined downward downward from the left and right ends of the upper plate, the left and right lower plate is bent toward the outside from the lower end of the left and right side plate is installed on the upper surface of the lower flange of the asymmetrical cheolgolbo, Deck plate having a cross-section consisting of the left and right joints are formed in each of the lower plate; Composite truss deck structure consisting of a truss girder consisting of a lattice disposed in the longitudinal direction on the upper surface of the top plate and an upper root fixed to the upper portion of the lattice. Beam and a truss deck installed in the longitudinal direction of the beam, The beam looks precast concrete (PC), The truss deck On the upper plate, left and right side plate which is formed to be bent inclined downward downward from the left and right ends of the upper plate, left and right lower plate which is bent outward from the lower end of the left and right side plate and installed on the upper surface of the PC beam, each of the lower plate Deck plate having a cross-section consisting of the left and right joint is bent; Composite truss deck structure consisting of a truss girder consisting of a lattice disposed in the longitudinal direction on the upper surface of the top plate and an upper root fixed to the upper portion of the lattice. Beam and a truss deck installed in the longitudinal direction of the beam, The above view is a symmetric cheolgolbo, The truss deck It consists of an upper plate, left and right side plate bent inclined downward downward from the left and right ends of the upper plate, left and right lower plate bent toward the outside from the bottom of the left and right side plate, left and right joints are formed in each of the lower plate Deck plate having a cross section; A lattice arranged and fixed in the longitudinal direction on the upper surface of the upper plate, an upper root fixed to the upper part of the lattice, and fixed anchors fixed to the upper surface of the upper flange of the symmetrical cheolgolbo, which are installed on one side of the front and rear ends of the upper root. Composite truss deck structure comprising a truss girder is configured. The method of claim 6, Joints of the deck plate are connected along the longitudinal direction of the beam to form a wide valley with a narrow valley, The upper plate is in contact with the longitudinal side of the upper flange of the symmetrical cheolgolbo, Synthetic truss deck structure characterized in that both ends of the narrow narrow bone closed with an end closure. Beam and a truss deck installed in the longitudinal direction of the beam, The above view is a symmetric cheolgolbo, The truss deck The upper plate, the left and right side plate which is formed to be bent obliquely downward from the left and right ends of the upper plate, is formed on the upper surface of the intermediate flange is bent toward the outside from the lower end of the left and right side plate fixed to the web of the symmetrical cheolgolbo Deck plate having a cross section consisting of the left and right lower plate, the left and right joints are formed in each of the lower plate; Composite truss deck structure consisting of a truss girder consisting of a lattice disposed in the longitudinal direction on the upper surface of the upper plate, and the upper root fixed to the upper portion of the lattice. The method according to any one of claims 4 to 8, The truss girder is a composite truss deck structure, characterized in that a plurality of fixed to be arranged parallel to the upper surface of the top plate. The method according to claim 4, 5 or 8, Composite truss deck structure, characterized in that both ends of the deck plate is closed obliquely.

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