WO2018159382A1 - Forme d'acier - Google Patents

Forme d'acier Download PDF

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Publication number
WO2018159382A1
WO2018159382A1 PCT/JP2018/005971 JP2018005971W WO2018159382A1 WO 2018159382 A1 WO2018159382 A1 WO 2018159382A1 JP 2018005971 W JP2018005971 W JP 2018005971W WO 2018159382 A1 WO2018159382 A1 WO 2018159382A1
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WO
WIPO (PCT)
Prior art keywords
steel
concrete
pair
allowable
formwork
Prior art date
Application number
PCT/JP2018/005971
Other languages
English (en)
Japanese (ja)
Inventor
貴之 平山
和人 中平
裕和 野澤
雄一郎 奥野
崇宏 待永
尚大 藤田
高津　比呂人
賢二 山崎
行夫 村上
智裕 木下
孝憲 清水
誠司 渡辺
裕織 安岡
Original Assignee
株式会社竹中工務店
Ｊｆｅスチール株式会社
Ｊｆｅ建材株式会社
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 株式会社竹中工務店, Ｊｆｅスチール株式会社, Ｊｆｅ建材株式会社 filed Critical 株式会社竹中工務店
Priority to JP2019502899A priority Critical patent/JP7185617B2/ja
Priority to SG11201907585PA priority patent/SG11201907585PA/en
Publication of WO2018159382A1 publication Critical patent/WO2018159382A1/fr
Priority to US16/549,310 priority patent/US20190376283A1/en

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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/16—Structures made from masses, e.g. of concrete, cast or similarly formed in situ with or without making use of additional elements, such as permanent forms, substructures to be coated with load-bearing material
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
    • E04B5/02—Load-carrying floor structures formed substantially of prefabricated units
    • E04B5/04—Load-carrying floor structures formed substantially of prefabricated units with beams or slabs of concrete or other stone-like material, e.g. asbestos cement
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/16—Structures made from masses, e.g. of concrete, cast or similarly formed in situ with or without making use of additional elements, such as permanent forms, substructures to be coated with load-bearing material
    • E04B1/167—Structures made from masses, e.g. of concrete, cast or similarly formed in situ with or without making use of additional elements, such as permanent forms, substructures to be coated with load-bearing material with permanent forms made of particular materials, e.g. layered products
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
    • E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
    • E04B5/32—Floor structures wholly cast in situ with or without form units or reinforcements
    • E04B5/36—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor
    • E04B5/38—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor with slab-shaped form units acting simultaneously as reinforcement; Form slabs with reinforcements extending laterally outside the element
    • E04B5/40—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor with slab-shaped form units acting simultaneously as reinforcement; Form slabs with reinforcements extending laterally outside the element with metal form-slabs
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/29—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures
    • E04C3/293—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures the materials being steel and concrete
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
    • E04B5/02—Load-carrying floor structures formed substantially of prefabricated units
    • E04B5/10—Load-carrying floor structures formed substantially of prefabricated units with metal beams or girders, e.g. with steel lattice girders

Definitions

  • the present invention relates to a steel formwork.
  • the steel formwork described in the above-mentioned Patent Document 1 needs to be formed by processing a thin steel plate into a shape matching the outer shape of the beam by, for example, roll forming or press forming. It took time and cost to process the formwork. In addition, since the groove-shaped steel formwork is bulky during transportation, the number that can be transported at a time is limited, and labor and cost are required for transportation.
  • the present invention has been made in view of the above, and an object of the present invention is to provide a steel formwork that can reduce labor and cost required for processing and transporting the steel formwork.
  • a steel mold according to claim 1 is a steel mold for forming a steel-concrete beam, comprising a pair of frame members, Each of the pair of frame members includes a bottom plate portion and a side plate portion extending upward from the bottom plate portion, and the bottom plate portion is for joining the bottom plate portions of the pair of frame members to each other.
  • a groove portion having a joint surface and capable of placing concrete is formed by the bottom plate portion and the side plate portion of each of the pair of frame members.
  • the steel formwork according to claim 2 is the steel formwork according to claim 1, wherein the allowable bending moment or allowable shear force of the steel concrete beam is calculated by the following formula (1).
  • F a F RC + ⁇ F S
  • F a Allowable bending moment or allowable shear force of the steel concrete beam
  • F RC Allowable bending moment or allowable shear force of the concrete
  • ⁇ Load coefficient of allowable bending moment or allowable shear force of the steel formwork, 0 Load coefficient of 5 or less
  • F S Allowable bending moment or allowable shear force of the steel mold.
  • the steel formwork according to claim 3 is the steel formwork according to claim 1 or 2, wherein a part of the steel-concrete beam is joined to a large beam.
  • the mold making frame is an end portion on the large beam side in the longitudinal direction of the steel mold frame, and is accommodated in the large beam through a notch formed in a side surface of the large beam, and the cover thickness of the large beam or more With an end of length.
  • the steel mold according to claim 4 is the steel mold according to any one of claims 1 to 3, wherein the pair of side plate portions are fixed to each other with an opening preventing member. It was provided in a range from the upper end position of the side plate portion to a position lower by 1/3 of the height of the pair of side plate portions than the upper end position.
  • the steel mold according to claim 5 is the steel mold according to any one of claims 1 to 4, wherein the steel mold extends outward from an upper end of the side plate portion. A flange portion is provided.
  • the steel mold according to claim 6 is the steel mold according to claim 5, wherein the steel mold has a reinforcing portion extending downward or upward from an outer end of the flange portion. Prepare.
  • a steel mold having a groove portion can be formed by joining a pair of frame members to each other at the joining surface of the bottom plate portion, so that a thin steel plate is used to form the groove portion.
  • the roll forming and press forming operations can be omitted, and the labor and cost required for processing can be reduced, and a pair of frame members can be joined to each other at the construction site to form a groove portion. It becomes possible to carry in a state of being joined in a joined state, the number of frame members that can be carried at a time can be increased, and labor and cost required for transportation can be reduced.
  • the end of the steel mold that is longer than the cover thickness of the large beam is accommodated in the large beam, so that the joint strength between the small beam and the large beam Can be further improved.
  • the relative position of the pair of side plates can be fixed at a position relatively close to the upper ends of the pair of side plates, an opening preventing member is provided at a position below this range. Compared to the case, the pair of side plates can be more effectively prevented from opening outward from each other.
  • the load of the slab supported by the steel concrete beam can be received by the flange portion and smoothly flowed to the steel concrete beam. Improves the yield strength.
  • the reinforcing portion is provided at the outer end of the flange portion, the seat of the flange portion when the concrete is placed on the groove portion or the flange portion of the steel mold frame.
  • the bending can be suppressed by the reinforcing portion, and the proof stress of the steel concrete beam is improved.
  • FIGS. 1A and 1B are diagrams showing a steel-concrete beam (small beam) according to Embodiment 1 of the present invention, in which FIG. 1A is a left side view, and FIG. 1B is an AA view of FIG. It is arrow sectional drawing. It is a disassembled perspective view which shows the temporary state at the time of construction in the junction part vicinity of a small beam and a large beam. It is a figure which shows the relationship between the cross section of a small beam, and a calculation parameter. It is a graph which shows the relationship between the thickness of a slab, and a long-term bending rigidity ratio. It is a graph which shows the relationship between the thickness of a slab, and a short-term bending rigidity ratio.
  • FIG. 8A is a cross-sectional perspective view corresponding to the cross-section taken along the line AA in FIG. 1A
  • FIG. 8A is a diagram showing the completion of the steel mold installation step
  • FIG. 8C shows the small beam at the completion of the penetration step.
  • FIG. 9A is a cross-sectional perspective view corresponding to the cross-section taken along the line AA in FIG.
  • FIG. 9A is a diagram illustrating the completion of the steel mold frame installation step and the cylindrical mold frame installation step; Fig. 9 (c) shows a small beam at the completion of the penetration step, the deck plate installation step, and the placement step, and Fig. 9 (c). It is a figure which shows the conveyance state of Z-shaped steel, Fig.10 (a) is an end view which shows the conveyance state of Z-shaped steel of Embodiment 1, FIG.10 (b) is conveyance of Z-shaped steel which concerns on a 1st modification. It is an end view which shows a state.
  • FIG.11 (a) is a top view of the steel mold frame before bending
  • FIG.11 (b) is a side view of the steel mold frame after bending. is there.
  • FIGS. 12A and 12B are views showing the vicinity of a joint portion between a small beam and a large beam according to a third modification, in which FIG. 12A is a left side view, and FIG. 12B is a BB arrow in FIG. FIG.
  • FIG. 13 (a) is a right view
  • FIG.13 (b) is a top view.
  • FIG. 1 It is a right view which shows the junction part vicinity of the small beam and large beam which concern on a 5th modification. It is a right view which shows the junction part vicinity of the small beam and large beam which concern on a 6th modification. It is a perspective view of the edge part of the steel formwork of the small beam of FIG. It is a right view which shows the junction part vicinity of the small beam and large beam which concern on a 7th modification. It is a side view which shows the junction part vicinity of the small beam and large beam which concern on an 8th modification. It is a top view of FIG. It is sectional drawing corresponding to the AA arrow cross section of Fig.1 (a), Comprising: It is sectional drawing of the steel formwork of the small beam which concerns on a 9th modification.
  • FIG. 21 is a cross-sectional view corresponding to the cross section taken along the line AA in FIG. 1A, and is a cross-sectional view of a steel beam formwork of a small beam according to a tenth modified example.
  • FIG. 22A is a cross-sectional view corresponding to the cross section taken along the line AA of FIG. 1A
  • FIG. 22A is a steel formwork of a small beam according to an eleventh modification
  • FIG. It is a steel formwork of a small beam concerning 12 modifications.
  • FIG. 23A is a cross-sectional view corresponding to the cross section taken along the line AA of FIG. 1A
  • FIG. 23A is a steel formwork of a beam according to a thirteenth modification
  • FIG. It is a steel formwork of a small beam concerning the 14th modification.
  • the embodiment relates to a steel formwork.
  • the “steel formwork” is a steel formwork for forming a steel-concrete beam constituting a building.
  • the “steel-concrete beam” is a beam including at least a steel frame (that is, a steel formwork) and concrete.
  • the steel-concrete beam may include components other than these steel frames and concrete.
  • the steel-frame concrete beam is configured as a steel-frame reinforced concrete beam having a reinforcing bar in addition to the steel frame and the concrete is shown.
  • a reinforcing bar for example, a main muscle or a stirrup may be provided, but a case where only a main muscle is provided and no stirrup is provided will be described below.
  • the steel-concrete beam may be provided with, for example, only stirrups, both main and stirrups, or none of them.
  • the shape of the steel frame is arbitrary as long as it functions as a formwork on which concrete can be placed, and in the following, the shaft section is a steel formwork having a hat shape (a shape in which a pair of Z-shaped steels are joined together) Will be described.
  • the installation floor of the steel concrete beam according to the embodiment is arbitrary, and in the following, a case where the steel concrete beam is a second-order beam will be described, but the present invention can be applied to beams on other floors. Moreover, although the case where a steel-frame concrete beam is a small beam is demonstrated below, you may be a large beam.
  • FIG. 1 is a diagram showing a steel-concrete beam (hereinafter simply “beam” 1) according to the first embodiment.
  • FIG. 1 (a) is a left side view
  • FIG. 1 (b) is a diagram.
  • 1A is a cross-sectional view taken along line AA in FIG.
  • the small beam 1 according to the first embodiment includes a steel mold 10, a small beam concrete 20, a main reinforcement 30, and a through hole 40.
  • the + XX direction in each drawing is referred to as a “width direction”, particularly the + X direction is referred to as a “right direction”, and the ⁇ X direction is referred to as a “left direction”.
  • the + Y ⁇ Y direction is referred to as “depth direction” or “front-rear direction”, in particular the + Y direction is referred to as “front direction”, and the ⁇ Y direction is referred to as “rear direction”.
  • the + Z ⁇ Z direction is referred to as “height direction” or “vertical direction”, in particular, the + Z direction is referred to as “upward direction”, and the ⁇ Z direction is referred to as “downward direction”.
  • the direction approaching along the width direction (+ XX) is “inward” and the direction moving away along the width direction (+ XX) Is referred to as “outward direction”.
  • the steel mold 10 is a steel mold having a groove (to be described later) for placing the small beam concrete 20.
  • This steel formwork 10 is provided in each small beam 1 which comprises a building, and is arrange
  • the steel mold 10 according to the first embodiment is obtained by joining a pair of (that is, two) Z-shaped steels 11 to each other at a bottom plate portion 12 to be described later at a construction site.
  • the present invention is not limited to this, and it may be formed by combining three or more members.
  • the integrally formed members constituting the Z-shaped steel 11 are mutually connected. It may be formed separately.
  • each of a pair of Z-shaped steel 11 can be comprised substantially mutually similarly, although only one Z-shaped steel 11 is demonstrated below, when it is necessary to distinguish these Z-shaped steel 11 from each other
  • the Z-shaped steel 11 located on the right side (+ X direction) of the beam 1 is the “right Z-shaped steel”, and the Z-shaped steel 11 located on the left side ( ⁇ X direction) of the beam 1 is designated as the “left Z-shape”. It is distinguished from “steel”. A specific method for forming the steel mold 10 will be described later.
  • the Z-shaped steel 11 is a frame member that constitutes the steel mold 10, and is a steel material having a substantially Z-shaped axial cross section as shown in FIG.
  • the Z-shaped steel 11 includes a bottom plate portion 12, a side plate portion 13, a flange portion 14, and a reinforcing portion 15.
  • the bottom plate portion 12 is a steel plate located on the bottom surface of the steel mold 10.
  • the bottom plate portion 12 has a joining surface 16 for joining the bottom plate portions 12 of the pair of Z-shaped steels 11 to each other, and the pair of Z-shaped steels 11 are joined to each other at the joining surface 16.
  • a part of the bottom Z 12 of the right Z-shaped steel is superimposed on a part of the bottom Z 12 of the left Z-shaped steel, and the pair of Z-shaped steels 11 are mutually connected.
  • the portions in contact with each other are the joining surfaces 16.
  • the specific method of joining at the joint surface 16 is arbitrary.
  • the joint surface 16 of both Z-shaped steels 11 is spaced along the longitudinal direction of the beam (+ Y-Y direction).
  • a plurality of bolt holes are formed at intervals, and both Z-shaped steels 11 are joined by bolt fastening using the bolt holes.
  • the specific method of joining is not limited to this, and may be joined by welding, for example, or may be joined by penetrating a screw.
  • the side plate portion 13 is a steel plate extending upward from the bottom plate portion 12. Specifically, the side plate portion 13 is a portion that is folded back from the outer end of the bottom plate portion 12 and extends to the upper end of the beam, and is positioned so as to cover the left and right sides of the small beam 1. Yes.
  • the length in the height direction (+ Z ⁇ Z direction) of the side plate portion 13 is longer in the left Z-shape steel by the thickness of the bottom plate portion 12 than in the right Z-shape steel. This is because when the pair of Z-shaped steels 11 are overlapped, the upper end positions of the side plate portions 13 of both Z-shaped steels 11 (that is, the height positions of the flange portions 14) are made to coincide with each other.
  • the axial cross-sectional U-shaped part formed of the side plate part 13 and the bottom plate part 12 of the pair of steel molds 10 is hereinafter referred to as a groove part as necessary.
  • the steel mold 10 forms the groove, so that concrete can be placed in the groove.
  • the lower part and the side of the small beam 1 are covered with the steel plate by the groove portion, it is possible to prevent the steam from escaping from the lower and the side of the small beam concrete 20 in the event of a fire, and the temperature rise in the room below the small beam 1 It can suppress and can improve the fireproof performance of the beam 1.
  • the flange portion 14 is a steel plate extending outward from the upper end of the side plate portion 13. Specifically, the flange portion 14 is a portion that is folded outward from the upper end of the side plate portion 13 and extends along a horizontal plane, and the deck plate 3 is mounted on the flange portion 14. It is placed and screwed.
  • the deck plate 3 is described as a known corrugated steel plate, but is not limited to this, and a flat plate may be used.
  • illustration is abbreviate
  • the other end of the deck plate 3 is similarly placed on the flange 14 of the beam 1 adjacent to the beam 1.
  • the flange part 14 is provided, the load of the slab concrete 4 (after-mentioned) can be received by the flange part 14 and can be smoothly flowed to the small beam 1, and the proof stress of the small beam 1 improves.
  • the reinforcing portion 15 is a steel plate extending downward from the outer end of the flange portion 14.
  • the reinforcing portion 15 is a steel plate extending downward from the outer end of the flange portion 14.
  • the small beam concrete 20 is concrete placed in a groove portion formed by the bottom plate portion 12 and the pair of side plate portions 13 of the steel mold 10.
  • the small beam concrete 20 is a known concrete that is solidified in a state of being filled in the groove portion, and the plurality of through holes 40 are formed in the small beam concrete 20 as described above.
  • the slab concrete 4 for forming the slab of the upper floor is formed above the small beam concrete 20 along the horizontal plane, and the large beam 2 is formed at the front end and the rear end of the small beam concrete 20.
  • a large beam concrete (reference numeral omitted) is formed so as to be orthogonal to the small beam 1.
  • the small beam concrete 20, the slab concrete 4, and the large beam concrete are given different names and symbols, but in the first embodiment, they are formed and formed at the same time. When it is not necessary to distinguish between the two, it is simply referred to as “concrete”.
  • the main reinforcing bar 30 is a reinforcing bar extending along the axial direction of the beam.
  • the two upper bars and the four lower bars are illustrated as an example, but the number and arrangement of the main bars 30 are not limited thereto.
  • the through hole 40 is a hole formed so as to penetrate the side plate portion 13 and the small beam concrete 20. For example, after the small beam concrete 20 placed on the steel mold 10 is solidified, the side plate portion 13 and the through hole 40 are drilled. The beam concrete 20 is formed by drilling.
  • a duct or piping for air conditioning or electrical equipment can be passed through the through-hole 40 (hereinafter, what is passed through the through-hole 40 is a duct for air conditioning. Explain). Therefore, the duct can be extended from one space (for example, the space on the right side of the beam 1) sandwiching the beam 1 to the other space (for example, the space on the left side of the beam 1). The degree of freedom of arrangement is improved.
  • the through hole 40 is formed in the through hole forming portion of the small beam 1.
  • the “through-hole forming portion” is a portion where the through-hole 40 penetrating the side plate portion 13 and the small beam concrete 20 can be formed.
  • the reinforcing bar (the main reinforcing rod 30 in the first embodiment) is arranged. This is a portion that is not streaked (a portion where the drill does not interfere with the rebar when drilling the through hole 40 with a drill).
  • it is a part above the lower main reinforcement 30 (lower end reinforcement) in the small beam 1.
  • the number of through holes 40 is six in the drawing along the axial direction of the beam, but is not limited thereto.
  • FIG. 2 is an exploded perspective view showing a temporary state during construction in the vicinity of the joint between the small beam 1 and the large beam 2.
  • concrete and reinforcing bars constituting the small beam 1 and the large beam 2 are omitted.
  • the side surface of the wooden formwork 2a of the large beam 2 according to the first embodiment has a notch (hereinafter referred to as a small shape) with a shape (hat shape) that substantially matches the axial cross-sectional shape of the small beam 1.
  • a beam housing part 2b) is formed.
  • flange housing portion 2c notches having the same width as the flange portion 14 (hereinafter referred to as flange housing portion 2c) are formed on the left and right of the upper end of the small beam housing portion 2b, and the flange portion 14 is provided in the flange housing portion 2c. Can be stored.
  • a sealing material 2d (for example, a rectangular parallelepiped wood as shown in the figure) is disposed to fill this gap.
  • the beam 1 may be supported by a temporary support (not shown) until the concrete is placed.
  • the position and number of temporary supports may be appropriately changed according to the length and weight of the beam 1, but for example, one at each end in the axial direction and one at the center in the axial direction. Good.
  • the temporary support since the steel mold 10 has higher proof strength than the wooden mold 2a, the temporary support may be omitted if unnecessary in view of the length and weight of the beam 1.
  • the allowable bending moment or allowable shear force of the small beam 1 is calculated by the following formula (1).
  • F a F RC + ⁇ ⁇ F S
  • F a Allowable bending moment or allowable shearing force of beam 1
  • F RC Allowable bending moment or allowable shearing force of beam concrete 20 (hereinafter referred to as “RC” (Reinforced Concrete) as required)
  • ⁇ Steel formwork 10 is an allowable bending moment or allowable shearing force load coefficient of 0.5 or less.
  • F S allowable bending moment or allowable shearing force of steel mold 10.
  • FIG. 3 is a diagram showing the relationship between the cross section of the beam 1 and the calculation parameters.
  • L M RC Long allowable bending moment of RC cross section (may be with a t ⁇ L f t ⁇ j If tensile reinforcement ratio RC section is less than the balance reinforcement ratio)
  • the long-term allowable bending moment is the allowable bending moment over a relatively long period (eg several years to several decades), and the short-term allowable bending moment is the allowable bending moment over a relatively short period (eg several hours to several days). It is.
  • the reason why the allowable bending moment is calculated in two periods as described above is that the loading situation on the beam 1 may vary depending on the length of the period, so the load between the RC and the steel formwork 10 in the beam 1 This is because an allowable bending moment suitable for each load share ratio is designed in consideration of the fact that the share ratio may be different.
  • Equations 2 and 3 the load burden ratio between the RC in the small beam 1 and the steel mold 10 is expressed as a steel bending load effective coefficient ⁇ M , and then this steel bending load effective coefficient ⁇
  • ⁇ M the load burden ratio between the RC in the small beam 1 and the steel mold 10
  • ⁇ the steel bending load effective coefficient
  • This bending stiffness ratio ⁇ M can be changed by the thickness of the steel mold 10 and the thickness of the slab concrete 4 (hereinafter referred to as “slab” if necessary) attached to the beam 1.
  • An application restriction range is set for each of the plate thickness of the mold frame 10 and the thickness of the slab, and the bending stiffness ratio ⁇ M is calculated on the assumption of the application restriction range, and the steel frame effective coefficient is calculated from the calculated bending stiffness ratio ⁇ M.
  • ⁇ M was determined.
  • the plate thickness of the steel mold 10 was set to an application restriction range of 3.2 mm or more. As the plate thickness of the steel mold 10 increases, the load bearing ratio of the steel mold 10 increases. Therefore, “3.2 mm” is set as the lower limit, and the lower limit “above” is set as the applicable limit range. doing, as long as it determines the thickness of the steel mold 10 by applying limits, steel burden effective coefficient beta M is prevented should it below.
  • the application restriction range was set to 200 mm or less. As the thickness of the slab increases, the load burden ratio due to the slab increases as the thickness increases. Therefore, the load burden ratio of the steel mold 10 decreases. Therefore, the upper limit value “below” is set to “200 mm” as the upper limit value.
  • FIG. 4 is a graph showing the relationship between the slab thickness and the long-term bending stiffness ratio L ⁇ M
  • FIG. 5 is a graph showing the relationship between the slab thickness and the short-term bending stiffness ratio S ⁇ M.
  • the horizontal axis represents the thickness of the slab
  • the vertical axis represents the bending stiffness ratio ⁇ M (long-term bending stiffness ratio L ⁇ M or short-term bending stiffness ratio S ⁇ M )
  • the cross-sectional shape of the beam 1 is assumed to be a standard cross section (total length 6.5 m, total width 300 mm, total height 550 mm). As shown in FIG.
  • the long-term bending stiffness ratio L ⁇ M about 0.12 at the upper limit value of the application limit range of the slab thickness is 200 mm.
  • the bending stiffness ratio L ⁇ M 0.1 was set.
  • M RC / M S is the allowable yield strength ratio of the RC cross section and the steel mold 10
  • the reinforcement of the RC cross section in the cross section of FIGS. 4 and 5 is 4-HD13 (with a yield point of 345 N / mm 2 or more).
  • M RC / M S 1.35.
  • the simplified method ( ⁇ method) is used to limit the plate thickness of the steel mold 10 and the thickness of the slab, which is an application limit range.
  • a detailed method ( ⁇ method) for calculating M may be employed.
  • the design formula is determined on the safe side so that the design formula does not become complicated (the iron burden ratio is set lower in design).
  • the cross section of the steel mold 10 is constrained by the RC cross section, and the steel mold 10 is not laterally buckled as a thin plate.
  • the allowable stress degree f b is the tensile stress degree f t .
  • FIG. 6 is a graph showing the relationship between the loading load of the beam 1 and the shear stiffness ratio ⁇ Q of the steel mold 10 when there is no through-hole (opening) 40, and FIG. 7 shows the through-hole (opening) 40.
  • Q RC / Q S is the ratio of the shear strength of the RC cross section and the steel mold 10
  • the cross-sectional shape of the beam 1 is a standard cross section (total length 6.5 m, total width 300 mm, total height 550 mm).
  • Q RC / Q S 1.04.
  • Is a steel shear load effective coefficient ⁇ Q 0.2.
  • the load coefficient ⁇ of the steel mold 10 may be other than these values, but in order to increase the safety level, the upper limit of the load share ratio of the steel mold 10 is 50%, and the steel mold The burden coefficient ⁇ of the frame 10 is set to 0.5 or less.
  • the lower limit of the load sharing ratio of the steel mold 10 can be set to at least 10% in consideration of the graphs of FIGS. 6 and 7, and the load coefficient ⁇ of the steel mold 10 is 0.1 or more.
  • the steel formwork 10 is used only as the formwork of the small beam concrete 20, and it is not necessary to place a load on the steel formwork 10.
  • the Z-shaped steel 11 is manufactured at a factory.
  • a specific method for manufacturing such a Z-shaped steel 11 is arbitrary, and for example, it can be formed by bending a single flat thin steel plate.
  • the manufactured Z-shaped steel 11 is conveyed to a construction site. In this case, since a plurality of Z-shaped steels 11 can be transported while being superposed on each other, more Z-shaped steels 11 can be transported at one time than when a pair of Z-shaped steels 11 are joined together and transported. Efficiency can be increased.
  • the sealing material (small edge material) 2d described with reference to FIG. 2 may be attached below the flange portion 14 by an arbitrary method such as adhesion.
  • the strength of the flange portion 14 and the reinforcing portion 15 can be increased by the sealing material 2d, and the flange portion 14 and the reinforcing portion 15 can be prevented from being deformed by a load or impact during transportation.
  • reinforcing members (not shown) having the same shape as the sealing material 2d are provided at predetermined intervals below the flange portion 14, or the sealing material 2d is extended in the Y direction in FIG.
  • a long reinforcing material (not shown) may be provided below the flange portion 14.
  • Such reinforcing material may be removed after transportation, but may be fixed permanently without being removed.
  • the strength of the flange portion 14 and the reinforcement portion 15 can be improved by providing such a reinforcing material, the strength of the flange portion 14 and the reinforcement portion 15 can be reduced by that amount. 15 may be thinned, or the extension dimension from the flange part 14 of the reinforcement part 15 may be shortened.
  • the pair of Z-shaped steels 11 transported to the construction site are joined together to form the steel mold 10.
  • Bolts may be inserted and fastened in holes (not shown).
  • FIG. 8 is a cross-sectional perspective view corresponding to the cross-section taken along the line AA in FIG. 1 (a).
  • FIG. 8 (a) is a diagram showing the completion of the steel mold installation step, and FIG. When the bar arrangement step, the deck plate installation step, and the placement step are completed, FIG. 8C shows the small beam 1 when the penetration step is completed.
  • the steel formwork installation step is a step in which the steel formwork 10 formed by the above-described forming method is lifted by a heavy machine or the like and installed at the beam construction position.
  • the end of the steel mold 10 is installed so as to be connected to the wooden form 2a of the large beam 2 as shown in FIG.
  • the steel mold 10 of the small beam 1 is illustrated so that it fits snugly into the notch (the small beam housing portion 2 b) of the wooden mold 2 a of the large beam 2.
  • the small beam accommodating part 2b is enlarged in the width direction and the steel formwork 10 is inserted after the steel formwork 10 is inserted.
  • the small beam housing portion 2b may be filled with wood or the like.
  • a main bar arrangement step, a deck plate installation step, and a placement step are performed.
  • the main bar arrangement step is a step of arranging the main bar 30 inside the steel mold 10. Specifically, the main bars 30 are assembled and lifted using a heavy machine or the like, dropped into the groove, and arranged. Similarly, the main bar 30 (not shown) of the large beam 2 is also dropped into the wooden form 2a of the large beam 2 and arranged. Then, the main bar 30 of the small beam 1 is bent at, for example, an end portion and fixed to the main bar 30 of the large beam 2.
  • the deck plate installation step is a step of installing the deck plate 3 on the flange portion 14 of the steel mold 10.
  • a plurality of deck plates 3 are placed on the flange portion 14 so as to be bridged from one small beam 1 to another adjacent small beam 1. Secure with bolts.
  • the placing step is a step of placing the small beam concrete 20 in the groove portion constituted by the bottom plate portion 12 and the pair of side plate portions 13 of the steel mold frame 10 installed in the steel mold frame setting step. Specifically, in this placing step, the concrete is poured into the groove portion of the steel mold 10 while using a vibrator so that bubbles are not mixed.
  • concrete is simultaneously placed inside the wooden form 2a of the large beam 2 or above the deck plate 3, so that the small beam 1, the large beam 2 and the slab are integrated. Form.
  • the penetration step is a step of forming a through hole 40 that penetrates the steel mold 10 installed in the steel mold installation step and the small beam concrete 20 placed in the placement step. Specifically, this penetration step is performed after the concrete placed in the placing step achieves a predetermined strength, and then the side plate portion 13 of the one Z-shaped steel 11, the small beam concrete 20, and the other Z-shaped steel 11.
  • the side plate 13 is sequentially penetrated using an excavator (for example, a known drill) to form a through hole 40, and the same operation is performed at a plurality of locations on the beam to form a plurality of through holes 40.
  • the number of through holes 40 may be a number corresponding to the number of ducts to be arranged.
  • the size and arrangement position of the through hole 40 can be determined in the same manner as in general RC.
  • the maximum diameter of the through hole 40 is 1/3 or less the height of the small beam 1 (dimension D in FIG. 3), and the arrangement position is the end of the small beam 1 (the end of the small beam 1).
  • the mutual interval between the plurality of through-holes 40 It is preferable to leave it by 3/2 or more of the total diameter.
  • the size and arrangement position of the through-hole 40 are not limited to such an example, and can be arbitrarily determined as long as the required strength of the small beam 1 can be ensured.
  • the duct is passed through the through hole 40 formed in the penetration step. Since the method of passing the duct in this way is known, detailed description is omitted. This is the end of the description of the method for constructing the beam according to the first embodiment.
  • the pair of Z-shaped steels 11 can be joined to each other at the joining surface of the bottom plate part 12 to form the steel mold 10 having the groove part. Since the work of roll forming and press forming thin steel plates can be omitted to form the shape, the labor and cost required for processing can be reduced, and a pair of Z-shaped steels 11 can be joined together at the construction site to form a groove.
  • the pair of Z-shaped steels 11 can be stacked and transported in an unbonded state, the number of Z-shaped steels 11 that can be transported at a time can be increased, and labor and cost required for transport can be reduced.
  • the bottom plate part 12 is mutually joined in the state where it overlapped on the joint surface, when the small beam concrete 20 is placed on the steel mold 10, the small beam concrete 20 leaks from the joint part. Can be suppressed and workability is improved. Further, by directly joining the bottom plate portions 12 to each other, another plate or the like that connects the bottom plate portions 12 becomes unnecessary, and the cost required for joining can be reduced.
  • the flange portion 14 is provided, the load of the slab supported by the small beam 1 can be received by the flange portion 14 and smoothly flowed to the small beam 1, and the proof stress of the small beam 1 is improved.
  • the reinforcing portion 15 is provided at the outer end of the flange portion 14, the buckling of the flange portion 14 when the small beam concrete 20 is placed on the groove portion or the flange portion 14 of the steel mold 10 is reinforced. It can suppress by the part 15, and the yield strength of the small beam 1 improves.
  • a cylindrical frame is generally installed in advance in the through hole forming portion, and the through hole is formed at the installation position of the cylindrical frame by removing the cylindrical frame after placing the concrete. It is a form related to the construction method.
  • the configuration of the beam according to the second embodiment after completion is substantially the same as the configuration of the beam according to the first embodiment, and the configuration substantially the same as the configuration of the first embodiment is the same as that of the first embodiment.
  • the same reference numerals and / or names as those used in Embodiment 1 are attached as necessary, and description thereof is omitted.
  • a method for forming a steel mold and a method for constructing a small beam in the small beam according to the second embodiment will be described, but description of procedures similar to those in the first embodiment will be omitted as appropriate.
  • the Z-shaped steel 11 is manufactured at a factory.
  • a circular hole 51 is formed in advance at a position corresponding to the through hole forming portion in the Z-shaped steel 11. That is, in this Embodiment 2, arbitrary positions, such as a cutting machine, are provided in the position (a total of six places in the figure) corresponding to the through hole 40 shown in FIG.
  • the circular hole 51 is provided using a tool.
  • the Z-shaped steel 11 with the circular hole 51 thus vacated is transported to the construction site, and then the pair of Z-shaped steels 11 transported to the construction site are joined together with bolts to form the steel mold 10.
  • a specific method for such bonding is the same as that in the first embodiment, and thus detailed description thereof is omitted.
  • FIG. 9 is a cross-sectional perspective view corresponding to the cross section taken along the line AA in FIG. 1 (a).
  • FIG. 9 (a) is a diagram when the steel formwork installation step and the cylindrical formwork installation step are completed.
  • 9 (b) shows the main beam arrangement step, the deck plate installation step, and the placement step, and
  • FIG. 9 (c) shows the small beam 50 when the penetration step is completed.
  • a steel mold installation step and a cylindrical mold installation step are performed.
  • the steel mold installation step is the same as that of Embodiment 1, detailed description is abbreviate
  • the cylindrical form installation step is a step of inserting the cylindrical form 52 into the circular hole 51 formed in the steel form 10. Since the axial length (+ XX direction length) of the cylindrical mold 52 is larger than the width of the groove (+ XX direction length) of the steel mold 10, the cylindrical mold 52 is shown in the figure. Both end portions protrude from the circular hole 51 to the outside.
  • the cylindrical form 52 may be either hollow or solid, and the material is arbitrary as long as it can withstand the load of concrete. In the following, a case of a solid wooden form will be described. And after installing the cylindrical frame 52 in this way, the gap between the outer periphery of the cylindrical frame 52 and the inner periphery of the circular hole 51 is filled with a sealing material (not shown) such as putty to prevent leakage of concrete. Deter.
  • a main bar arrangement step As shown in FIG. 9 (b), a main bar arrangement step, a deck plate installation step, and a placement step are performed.
  • a main bar arrangement step As shown in FIG. 9 (b), a main bar arrangement step, a deck plate installation step, and a placement step are performed.
  • all of these main bar arrangement steps, deck plate installation steps, and placement steps can be performed in the same manner as the steps according to the first embodiment, detailed description thereof is omitted.
  • the penetration step is a step of forming a through hole 40 penetrating the steel mold 10 installed in the steel mold installation step and the concrete placed in the placement step.
  • the cylindrical form 52 installed in the above-described cylindrical form placement step is removed from the small beam 50.
  • the through hole 40 is formed at the position (through hole forming portion) where the cylindrical frame 52 is present.
  • a duct can be inserted into the hollow portion of the steel mold frame 10, so that the cylindrical frame 52 need not be removed. A part of the duct may be used as the cylindrical frame 52.
  • the duct is passed through the through hole 40 formed in the penetration step. Since the method of passing the duct in this way is known, detailed description is omitted. This completes the description of the method for constructing the beam 50 according to the second embodiment.
  • the through hole 40 can be formed only by removing the cylindrical frame 52, and the operation of forming the through hole 40 at the construction site can be simplified.
  • each embodiment The features shown in each embodiment and the features according to each modification described below may be interchanged with each other, or one feature may be added to the other.
  • the through hole 40 in the small beam 50 is not formed.
  • the through hole 40 may be formed at the position by the method according to the first embodiment (with a drill or the like).
  • FIG. 10 is a diagram illustrating a transported state of the Z-shaped steel 11
  • FIG. 10A is an end view of the Z-shaped steel 11 according to the first embodiment in the transported state
  • FIG. 10B is related to the first modification. It is an end view which shows the conveyance state of Z-shaped steel 11 '.
  • FIG. 10 (a) in a state where a plurality of Z-shaped steels 11 of the first embodiment are superposed, one of the straight lines connecting a plurality of outermost portions on one side of the Z-shaped steel 11 and the straight line
  • the distance between the straight lines passing through the outermost part on the other side of the Z-shaped steel 11 (hereinafter referred to as the first overlap dimension) is H.
  • the first overlap dimension is H.
  • the angle formed by the side plate portion 13 and the bottom plate portion 12 and the angle formed by the side plate portion 13 and the flange portion 14 are respectively obtuse angles.
  • the Z-shaped steel 11 ′ is a plurality of the Z-shaped steels 11 ′
  • the interval corresponding to the first overlapping dimension H (hereinafter, the second overlapping dimension) is H ′.
  • the second overlapping dimension H ′ is smaller than the first overlapping dimension H, it is possible to improve the conveyance efficiency by forming the Z-shaped steel 11 ′ as shown in FIG. 10B. become.
  • FIG. 11 is a view showing a steel mold 10 according to a second modification, in which FIG. 11 (a) is a plan view of the steel mold 10 before bending, and FIG. 11 (b) is a steel after bending.
  • 1 is a side view of a formwork 10.
  • the steel mold frame 10 before bending may be formed as one flat steel plate 60.
  • slits are formed in the boundary line L1 between the side plate portion 13 and the bottom plate portion 12, the side plate portion 13 and the flange portion 14 boundary line L2, and the flange portion 14 and the reinforcement portion 15 boundary line L3.
  • 11B can be formed by bending each part of the steel plate 60 using a known device or the like in the slit.
  • the steel mold 10 since the steel mold 10 may be transported as the flat steel plate 60 of FIG. 11A, the overlapping dimension of the steel mold 10 in the transported state is reduced, and the transport efficiency is improved. It becomes possible.
  • the steel mold 10 may be divided at one or more points in the longitudinal direction and joined at the installation site.
  • segmentation location and position of the steel formwork 10 can be determined arbitrarily.
  • the steel mold 10 may be divided into a plurality of lengths that can be loaded on a transport vehicle.
  • the dividing position is preferably a location where the moment applied to the steel mold 10 after joining is small.
  • the joining method of the divided steel molds 10 is arbitrary, for example, a pair of steel molds 10 which are butted against each other in a divided state are connected to each other. You may connect via the connection plate (illustration omitted) provided in the outer surface of the side-plate part 13. As shown in FIG.
  • a drill screw or a bolt can be used to fix the connection plate to the side plate portion 13.
  • a drill screw or a bolt can be used to fix the connection plate to the side plate portion 13.
  • FIG. 12A and 12B are views showing the vicinity of the joint between the small beam 100 and the large beam 110 according to the third modification.
  • FIG. 12A is a right side view
  • FIG. 2 is a cross-sectional view taken along line BB in FIG.
  • the end of the small beam 100 in the axial center direction (+ Y-Y direction) is joined to a large beam 110 that is a steel beam.
  • a Chiritori member 120 whose XZ cross section is substantially U-shaped is joined by, for example, welding.
  • the small beam 100 and the large beam 110 can be joined to each other.
  • FIG. 13A and 13B are diagrams showing the vicinity of the joint between the small beam 1 and the large beam 110 according to the fourth modification.
  • FIG. 13A is a right side view and FIG. 13B is a plan view.
  • the girder 110 is configured as reinforced concrete. Inside the girder 110, a plurality of main bars 30 arranged along the longitudinal direction of the girder 110, and a direction orthogonal to the longitudinal direction The gluteal muscles 31 arranged around the plurality of major muscles 30 are arranged (in FIG. 13B, for the convenience of illustration, among the major muscles 30, the outermost major muscle 30 in the Y direction). Only shown).
  • a notch 111 is formed at a position corresponding to the small beam 1 on the side portion of the large beam 110 so that the leading end of the small beam 1 is swallowed by the large beam 110.
  • the small beam 1 is arranged so as to be orthogonal to the large beam 110, and a part of the small beam 1 is joined to the large beam 110 through the notch 111.
  • the bottom plate portion 12, the flange portion 14, and the reinforcing portion 15 of the small beam 1 remain at a position where the end surface on the large beam 110 side is substantially flush with the side surface of the large beam on the small beam 1 side.
  • the pair of side plate portions 13 of the small beam 1 is accommodated inside the large beam 1 by a length L10 that exceeds the side surface of the large beam on the small beam 1 side and is larger than the cover thickness of the large beam 110.
  • the “cover thickness” is a thickness portion of the concrete from the side surface of the large beam 110 to the reinforcing bar 31 and is the thickness of the dimension L11 in FIG.
  • the hairpins 17 are swallowed by the girder 110.
  • the barbs 17 are a plurality of bar-shaped bars arranged in parallel along the X direction, and are connected to the pair of side plates 13 so as to connect the pair of side plates 13 swallowed by the large beam 110 to each other.
  • the formed reinforcing bar holes (see reference numeral 13a in FIG. 16 described later) communicate with each other, and are fixed to the pair of side plate parts 13 by welding or the like.
  • the shaving muscles 17 at a position closer to the center position in the Y direction of the large beam 110 than the shaving bars 31 (position on the ⁇ Y direction side), the shaving muscles 17 and the pair of side plate portions 13 are used.
  • At least a part of 31 is surrounded.
  • the joint strength between the small beam 1 and the large beam 110 is further increased by the support pressure (local compressive force) of the shank muscle 17. It becomes possible to improve.
  • FIG. 13 it is assumed that only a minimum height portion necessary for arranging the required number (three in FIG. 13) of the knurled bars 17 is accommodated in the girder 110. For this reason, a notch 18 is formed at an unnecessary height portion and is notched.
  • the end of the steel mold 10 is connected to the large beam 110 through a notch 111 formed in the mold of the large beam 110.
  • the barb 17 is arranged and fixed to the side plate part 13 so as to surround at least a part of the barb 31
  • concrete is cast on the frame of the large beam 110 and the steel mold 10. You may set up.
  • FIG. 14 is a right side view showing the vicinity of the joint portion between the small beam 1 and the large beam 110 according to the fifth modification (note that the description of the fifth to eighth modifications is the fourth modification). Is the same).
  • the small beam 1 has a pair of side plate portions 13 extending toward the large beam 110 with the same height, and the pair of side plate portions 13 is longer than the cover thickness of the large beam 110. Now, it is accommodated in the large beam 110.
  • FIG. 15 is a right side view showing the vicinity of the joint portion between the small beam 1 and the large beam 110 according to the sixth modification
  • FIG. 16 is a perspective view of the end portion of the steel mold 10 of the small beam 1 in FIG. is there.
  • the small beam 1 has a pair of side plate portions 13 extending toward the large beam 110 at the same height (or the flange portion 14 and the reinforcement of the steel mold 10).
  • a part of the part 15 and a part of the bottom plate part 12 are cut out), and the pair of side plate parts 13 are accommodated in the girder 110 by a length L10 equal to or greater than the cover thickness of the girder 110.
  • FIG. 17 is a right side view showing the vicinity of the joint between the small beam 1 and the large beam 110 according to the seventh modification.
  • the pair of side plate portions 13 have end surfaces on the large beam 110 side that are on the small beam 1 side of the large beam 110. It stays in a position that is almost flush with the side of.
  • the joining plate 19 is fixed to the outer side surfaces of the pair of side plate portions 13 by an arbitrary method including drill screws and bolts, and only the joining plate 19 exceeds the side surface of the large beam 110 on the small beam 1 side.
  • FIG. 18 is a side view showing the vicinity of the joint between the small beam 1 and the large beam 110 according to the eighth modification
  • FIG. 19 is a plan view of FIG.
  • a pair of small beams 1 disposed along a direction orthogonal to the longitudinal direction of the large beam 110 are provided on both sides of the large beam 110.
  • the pair of small beams 1 are connected to each other via a knurled bar 17 'fixed to the flange 14 from above. According to this structure, even when a tensile force in a direction away from the large beam 110 is applied to the small beam 1, it is possible to counter the tensile force by the knurled bars 17 ′.
  • the small beam concrete 20 and the large beam concrete are simultaneously placed.
  • the present invention is not limited to this and may be placed one by one.
  • the side surface of the solid girder concrete is placed in a shape (hat shape) that substantially matches the axial cross-sectional shape of the girder 1 and 50, and this curled portion is The ends of the steel formwork 10 of the small beams 1 and 50 may be installed, and then the small beam concrete 20 may be placed.
  • the flange portion 14 is provided.
  • the flange portion 14 may be omitted, and the steel mold 10 may be configured as a member having a substantially U-shaped axial cross section.
  • the flange part 14 was provided in the upper end of the side-plate part 13, you may provide not only in this but in positions other than an upper end (For example, a position below predetermined distance (for example, several centimeters) from an upper end).
  • the reinforcing portion 15 is provided at the outer end of the flange portion 14. However, when the flange portion 14 can withstand the load of concrete, the reinforcing portion 15 may be omitted. Further, in addition to or instead of the reinforcing portion 15, reinforcing means for further reinforcing the flange portion 14 may be provided. For example, a reinforcing steel plate may be attached to the upper surface or the lower surface of the flange portion 14 for reinforcement.
  • Such a steel plate may be pasted in the front-rear direction of the flange portion 14 or may be affixed mainly only to a portion requiring a proof stress (for example, near the center in the front-rear direction of the flange portion 14). It doesn't matter.
  • FIG. 20 is a cross-sectional view corresponding to the cross section taken along the line AA in FIG. 1A, and is a cross-sectional view of the steel mold 210 of the beam 200 according to the ninth modification.
  • the steel mold 210 is provided with a second reinforcing portion 216.
  • the second reinforcing portion 216 is a steel plate that extends from the lower end of the reinforcing portion 215 toward the side plate portion 213.
  • FIG. 21 is a cross-sectional view corresponding to the cross section taken along the line AA of FIG. 1A, and is a cross-sectional view of the steel mold 210 of the beam 200 according to the tenth modification.
  • the second reinforcing portion 216 is formed by turning the outer end of the flange portion 214 toward the side plate portion 213, and the reinforcing portion 215 is omitted.
  • FIG. 22 is a cross-sectional view corresponding to the cross section taken along the line AA of FIG. 1A, and FIG. 22A is a cross-sectional view of the steel mold 210 of the beam 200 according to the eleventh modification.
  • FIG. 22B is a cross-sectional view of the steel mold 310 of the beam 300 according to the twelfth modification.
  • the mutually faced surface of the baseplate part 221 of a pair of Z-shaped steel 220 may be made into the joining surface 222, and these surfaces may be weld-joined.
  • the ends of the bottom plate portion 321 of the pair of Z-shaped steel 320 are folded back upward, and the inner side surface of the folded portion 322 is joined as a joining surface 323, The folded portion may be joined using the metal fitting 324.
  • these end portions may be joined to each other by driving a drill screw or a screw into the end portions of the bottom plate portion 321 of the pair of Z-shaped steels 320 from below or above.
  • a drill screw or a screw is protruded into the internal space of the pair of Z-shaped steels 220 by, for example, about several centimeters, thereby further increasing the joint strength between the small beam concrete 20 placed in the internal space and the Z-shaped steel 220. Also good.
  • FIG. 23 is a cross-sectional view corresponding to the cross section taken along the line AA in FIG. 1A.
  • FIG. 23A shows the steel mold 410 of the small beam 400 according to the thirteenth modification, FIG.
  • FIG. 23 (B) is the steel formwork 510 of the small beam 500 which concerns on a 14th modification. That is, as shown in FIG. 23 (a), an opening preventing member 422 that connects the flange portions 421 of the pair of Z-shaped steels 420 may be provided, or as shown in FIG. You may provide the opening prevention member 522 which connects the side plate parts 521 of the Z-shaped steel 520.
  • the opening prevention members 422 and 522 as described above and fixing the relative positions of the pair of Z-shaped steels 420 and 520, when the small beam concrete 20 is placed, a pair of weights of the small beam concrete 20 is set. It is possible to prevent the Z-shaped steels 420 and 520 from opening outward from each other.
  • the locking member 522 shown in FIG. 23B is within a range from the upper end position of the pair of side plate portions to a position lower by 1/3 of the height of the pair of side plate portions than the upper end position ( It is preferably provided within the range of the dimension L12 in FIG.
  • the side plate portion 13 tries to rotate outward with the boundary between the bottom plate portion 12 and the side plate portion 13 as a fulcrum. The closer to the upper end, the greater the distance between the pair of side plate portions 13 tends to open.
  • the relative position of the pair of side plate portions 13 can be fixed at a position relatively close to the upper ends of the pair of side plate portions 13, so that the position below the range is lower. It is possible to more effectively prevent the pair of side plate portions 13 from opening outward with respect to each other as compared with the case where the opening preventing member 522 is provided.
  • the main bar arrangement step is performed after the steel formwork installation step.
  • the present invention is not limited to this, and the steel formwork installation step may be performed after the main bar arrangement step.
  • the main reinforcement 30 is arranged in the main reinforcement arrangement step, the pair of Z-shaped steels 11 are arranged so as to cover the main reinforcement 30 from below, and the bottom plate portions 12 of the pair of Z-shaped steels 11 are overlapped with each other. In this state, the pair of Z-shaped steels 11 may be joined to each other by inserting bolts from below the bottom plate portion 12.
  • the steel formwork of Supplementary Note 1 is a steel formwork for forming a steel-concrete beam, comprising a pair of frame members, each of the pair of frame members being above the bottom plate portion and the bottom plate portion.
  • a side plate portion extending in a direction, and the bottom plate portion has a joint surface for joining the bottom plate portions of the pair of frame members to each other, and the bottom plate portions of the pair of frame members, The side plate portion forms a groove where concrete can be placed.
  • the allowable bending moment or allowable shear force of the steel concrete beam is calculated by the following formula (1).
  • F a F RC + ⁇ F S
  • F a Allowable bending moment or allowable shear force of the steel concrete beam
  • F RC Allowable bending moment or allowable shear force of the concrete
  • ⁇ Load coefficient of allowable bending moment or allowable shear force of the steel formwork, 0 Load coefficient of 5 or less
  • F S Allowable bending moment or allowable shear force of the steel mold.
  • the steel formwork of Supplementary Note 3 is the steel formwork of Supplementary Note 1 or 2, wherein the steel-concrete beam is partly joined to a large beam, and the steel formwork is An end of the steel beam in the longitudinal direction of the steel formwork, and is accommodated in the beam via a notch formed on a side surface of the beam, and has a length equal to or greater than the cover thickness of the beam. With an end.
  • the steel formwork of supplementary note 4 is the steel mold form according to any one of supplementary notes 1 to 3, wherein an opening preventing member for fixing the pair of side plate parts to each other is provided on the pair of side plate parts. It was provided in a range from the upper end position to a position lower by 1/3 of the height of the pair of side plate portions than the upper end position.
  • the steel mold frame of appendix 5 is the steel mold frame according to any one of appendixes 1 to 4, wherein the steel mold frame includes a flange portion extending outward from an upper end of the side plate portion. .
  • the steel mold of appendix 6 is the steel mold of appendix 5, wherein the steel mold has a reinforcing portion extending downward or upward from the outer end of the flange portion.
  • a pair of frame members can be joined to each other at the joining surface of the bottom plate part to form a steel formwork having a groove part. Therefore, a thin steel plate is used to form the groove part.
  • Roll forming and press forming work can be omitted, labor and cost required for processing can be reduced, and a pair of frame members can be joined to each other at the construction site to form a groove, so the pair of frame members are not joined to each other. In this state, it can be transported in a stacked state, the number of frame members that can be transported at one time can be increased, and labor and cost required for transport can be reduced.
  • the end part of the steel formwork and the end part longer than the cover thickness of the large beam is accommodated in the large beam, so that the joint strength between the small beam and the large beam is increased. Further improvement is possible.

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Abstract

La présente invention aborde le problème lié à la fourniture d'une forme d'acier permettant de réduire la main-d'œuvre ou les coûts requis en vue de traiter ou de transporter la forme d'acier. Cette forme d'acier 10 est une forme d'acier 10 destinée à la formation d'une poutrelle 1, la forme d'acier étant pourvue d'une paire de barres d'acier en Z 11. Chaque barre de la paire de barres d'acier en Z est pourvue d'une section de plaque inférieure 12 et d'une section de plaque latérale 13 s'étendant vers le haut à partir de la section de plaque inférieure 12. Les sections de plaque inférieure 12 ont des surfaces de jonction 16 destinées à assurer entre elles la jonction des sections de plaque inférieure 12 respectives de la paire de barres d'acier en Z 11, et une section de rainure dans laquelle peut être versé un béton à poutrelle 20 est formée au moyen des sections de plaque inférieure 12 et des sections de plaque latérale 13 de la paire de barres d'acier en Z 11.
PCT/JP2018/005971 2017-02-28 2018-02-20 Forme d'acier WO2018159382A1 (fr)

Priority Applications (3)

Application Number Priority Date Filing Date Title
JP2019502899A JP7185617B2 (ja) 2017-02-28 2018-02-20 鋼製型枠
SG11201907585PA SG11201907585PA (en) 2017-02-28 2018-02-20 Steel form
US16/549,310 US20190376283A1 (en) 2017-02-28 2019-08-23 Steel form

Applications Claiming Priority (2)

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JP2017-036750 2017-02-28
JP2017036750 2017-02-28

Related Child Applications (1)

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US16/549,310 Continuation-In-Part US20190376283A1 (en) 2017-02-28 2019-08-23 Steel form

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US20190376283A1 (en) 2019-12-12
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