TWI678450B - Steel formwork - Google Patents

Steel formwork Download PDF

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Publication number
TWI678450B
TWI678450B TW107106684A TW107106684A TWI678450B TW I678450 B TWI678450 B TW I678450B TW 107106684 A TW107106684 A TW 107106684A TW 107106684 A TW107106684 A TW 107106684A TW I678450 B TWI678450 B TW I678450B
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Taiwan
Prior art keywords
steel
pair
bottom plate
concrete
formwork
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TW107106684A
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Chinese (zh)
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TW201835427A (en
Inventor
平山貴之
Takayuki Hirayama
中平和人
Kazuto NAKAHIRA
野澤裕和
Hirokazu NOZAWA
奧野雄一郎
Yuuichirou OKUNO
待永崇宏
Takahiro MACHINAGA
藤田尚大
Naohiro Fujita
高津比呂人
Hiroto TAKATSU
山崎賢二
Kenji Yamazaki
村上行夫
Yukio Murakami
木下智裕
Tomohiro Kinoshita
清水孝憲
Takanori Shimizu
渡邊誠司
Seishi Watanabe
安岡裕織
Hiroori YASUOKA
Original Assignee
日商竹中工務店股份有限公司
Takenaka Corporation
日商杰富意鋼鐵股份有限公司
Jfe Steel Corporation
日商Ｊｆｅ建材股份有限公司
Jfe Metal Products Corporation
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Application filed by 日商竹中工務店股份有限公司, Takenaka Corporation, 日商杰富意鋼鐵股份有限公司, Jfe Steel Corporation, 日商Ｊｆｅ建材股份有限公司, Jfe Metal Products Corporation filed Critical 日商竹中工務店股份有限公司
Publication of TW201835427A publication Critical patent/TW201835427A/en
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Publication of TWI678450B publication Critical patent/TWI678450B/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

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Chemical & Material Sciences (AREA)
  • Composite Materials (AREA)
  • Rod-Shaped Construction Members (AREA)

Abstract

本發明提供一種可減少鋼製模板之加工及搬運所需工時及成本的鋼製模板。鋼製模板10係用於形成小梁1之鋼製模板10，且具備一對Z型鋼11，一對Z型鋼11分別具備：底板部12、及從底板部12向上延伸之側板部13，底板部12具有用於相互接合一對Z型鋼11之各個底板部12的接合面16，並藉由一對Z型鋼11之各個底板部12及側板部13形成可澆灌小梁混凝土20之溝部。The invention provides a steel template which can reduce the man-hours and costs required for the processing and transportation of the steel template. The steel formwork 10 is a steel formwork 10 for forming a beam 1 and includes a pair of Z-shaped steels 11. The pair of Z-shaped steels 11 includes a bottom plate portion 12, a side plate portion 13 extending upward from the bottom plate portion 12, and a bottom plate. The portion 12 has a joint surface 16 for mutually joining the bottom plate portions 12 of the pair of Z-shaped steels 11, and a groove portion capable of pouring the trabecular concrete 20 is formed by the bottom plate portions 12 and the side plate portions 13 of the pair of Z-shaped steels 11.

Description

鋼製模板Steel formwork

本發明係關於一種鋼製模板。The invention relates to a steel formwork.

過去提出一種為了使模板工程達到省力化，而使用符合梁之外圍形狀的溝形（剖面概略U字形）的鋼製模板，作為梁用模板之方法（例如參照專利文獻1：日本特開平10-140654號公報）。In the past, in order to reduce the effort of formwork, a method of using a steel formwork (groove U-shaped) that conforms to the outer shape of the beam as a formwork for the beam has been proposed (for example, refer to Patent Document 1: Japanese Patent Application Laid-Open No. 10- 140654).

但是，因為上述專利文獻1所記載之鋼製模板需要將薄型鋼板例如藉由軋輥成形或擠壓成形加工成符合梁之外圍形狀的形狀而形成，所以鋼製模板之加工花費工時及成本。此外，因為溝形之鋼製模板的體積龐大，在搬運時，一次可搬運的數量有限，導致搬運花費工時及成本。However, the steel template described in the above-mentioned Patent Document 1 requires a thin steel plate to be formed into a shape conforming to the outer shape of the beam by, for example, roll forming or extrusion molding. Therefore, the processing of the steel template requires man-hours and costs. In addition, due to the huge volume of the ditch-shaped steel formwork, the number that can be transported at one time is limited during transportation, which results in labor and cost in transportation.

本發明係鑑於上述情形者，目的為提供一種可減少鋼製模板加工及搬運所需之工時及成本的鋼製模板。The present invention has been made in view of the above circumstances, and an object thereof is to provide a steel formwork which can reduce the man-hours and costs required for the processing and transportation of the steel formwork.

為了解決上述問題而達成目的，申請專利範圍第1項之鋼製模板係用於形成鋼結構混凝土梁之鋼製模板，且具備一對框架構件，前述一對框架構件分別具備：底板部；及側板部，其係從前述底板部向上延伸；前述底板部具有接合面，其係用於將前述一對框架構件之各個底板部相互接合，藉由前述一對框架構件之各個底板部及側板部形成可澆灌混凝土之溝部。In order to solve the above-mentioned problems and achieve the objective, the steel formwork of the first patent application is a steel formwork for forming a steel structural concrete beam, and includes a pair of frame members, each of which includes a bottom plate portion and a side plate portion. It extends upward from the bottom plate portion; the bottom plate portion has a joint surface, which is used to join the bottom plate portions of the pair of frame members to each other, and can be formed by each bottom plate portion and side plate portion of the pair of frame members. Ditch the concrete.

申請專利範圍第2項之鋼製模板，如申請專利範圍第1項之鋼製模板，其中前述鋼結構混凝土梁之容許彎矩或容許剪力，係藉由下述公式（1）估計， （公式1）Fa ＝FRC +β‧FS 其中， Fa ：前述鋼結構混凝土梁之容許彎矩或容許剪力 FRC ：前述混凝土之容許彎矩或容許剪力 β：前述鋼製模板之容許彎矩或容許剪力的負擔係數，且為0.5以下之負擔係數 FS ：前述鋼製模板之容許彎矩或容許剪力。The steel formwork for the second scope of the patent application, such as the steel formwork for the first scope of the patent application, wherein the allowable bending moment or allowable shear force of the aforementioned steel structure concrete beam is estimated by the following formula (1), Formula 1) F a = F RC + β‧ F S where F a : Allowable bending moment or allowable shear force of the aforementioned steel-concrete concrete beam F RC : Allowable bending moment or allowable shear force of the aforementioned concrete β: aforementioned steel formwork Load coefficient of allowable bending moment or allowable shear force, and a load factor F S of 0.5 or less: the allowable bending moment or allowable shear force of the aforementioned steel formwork.

申請專利範圍第3項之鋼製模板，如申請專利範圍第1項或第2項之鋼製模板，其中前述鋼結構混凝土梁係其一部分接合於大梁者，且前述鋼製模板具備在前述鋼製模板長度方向上之前述大梁側的端部，且係經由形成於前述大梁側面之缺口，而收容於前述大梁之前述大梁面層厚度以上長度的端部。The steel formwork for the third scope of the patent application, such as the steel formwork for the first or the second scope of the patent application, wherein the aforementioned steel structure concrete beam is a part of which is connected to the girder, and the aforementioned steel formwork is provided in the aforementioned steel. The end portion on the side of the beam in the length direction of the template is received at the end portion of the thickness of the beam surface layer of the beam through the notch formed on the side surface of the beam.

申請專利範圍第4項之鋼製模板，如申請專利範圍第3項之鋼製模板，其中將用於相互固定前述一對側板部之鉸接構件，設於從前述一對側板部之上端位置至比該上端位置在前述一對側板部之高度的1/3下方位置之範圍內。The steel template of the fourth scope of the patent application, such as the steel template of the third scope of the patent application, wherein a hinge member for fixing the pair of side plate portions to each other is provided from the upper end position of the pair of side plate portions to The position above the upper end is within a range of a position below 1/3 of the height of the pair of side plate portions.

申請專利範圍第5項之鋼製模板，如申請專利範圍第4項之鋼製模板，其中前述鋼製模板具備從前述側板部之上端向外延伸的凸緣部。The steel template of the scope of patent application item 5, such as the steel template of the scope of patent application item 4, wherein the steel template has a flange portion extending outward from the upper end of the side plate portion.

申請專利範圍第6項之鋼製模板，如申請專利範圍第5項之鋼製模板，其中前述鋼製模板具備從前述凸緣部之外端向下或向上延伸之補強部。The steel formwork in the sixth scope of the patent application, such as the steel formwork in the fifth scope of the patent application, wherein the steel formwork has a reinforcing portion extending downward or upward from the outer end of the flange portion.

採用申請專利範圍第1項之鋼製模板時，由於可形成以底板部之接合面相互接合一對框架構件，而具有溝部之鋼製模板，因此，可省略為了形成溝部而將薄型鋼板進行軋輥成形或擠壓成形之作業，可減少加工所需之工時及成本，並且由於可在施工現場相互接合一對框架構件而形成溝部，因此，可將一對框架構件在並未相互接合狀態下重疊來搬運，可增大一次可搬運之框架構件數量，可減少搬運所需之工時及成本。When the steel template of the scope of patent application is adopted, a steel template having grooves can be formed by joining a pair of frame members to each other at the joint surface of the bottom plate portion. Therefore, it is possible to omit the rolling of the thin steel plate to form the groove portion. Forming or extrusion molding can reduce the man-hours and costs required for processing, and can form a groove portion by joining a pair of frame members to each other at the construction site. Therefore, a pair of frame members can be joined without being joined to each other. Overlap to carry can increase the number of frame members that can be carried at one time, and can reduce the man-hours and costs required for carrying.

採用申請專利範圍第2項之鋼製模板時，可計算考慮到鋼製模板與混凝土之各個負擔比率的複合性容許彎矩及容許剪力，可使鋼結構混凝土梁之設計達到最佳化。When the steel formwork used in the patent application No. 2 is used, the composite allowable bending moment and allowable shear force can be calculated in consideration of the various load ratios of the steel formwork and concrete, which can optimize the design of the steel concrete beam.

採用申請專利範圍第3項之鋼製模板時，藉由將鋼製模板之端部，且為大梁之面層厚度以上長度的端部收容於大梁，可使小梁與大梁之接合強度進一步提高。When using the steel formwork for patent application No. 3, by accommodating the end of the steel formwork and the end that is longer than the thickness of the surface layer of the beam in the beam, the joint strength between the beam and the beam can be further improved. .

採用申請專利範圍第4項之鋼製模板時，由於可在比較靠近一對側板上端之位置固定此等一對側板的相對位置，因此與在比該範圍下方位置設置鉸接構件時比較，可更有效防止一對側板相互向外打開。When the steel template of the scope of patent application No. 4 is used, the relative positions of the pair of side plates can be fixed relatively near the upper ends of the pair of side plates, so it can be more compared with the case where a hinge member is provided below the range. Effectively prevent a pair of side plates from opening to each other.

採用申請專利範圍第5項之鋼製模板時，由於具備凸緣部，因此可以凸緣部承受鋼結構混凝土梁所支撐之平板的荷重，而順利地流向鋼結構混凝土梁，鋼結構混凝土梁之強度提高。When the steel formwork with the scope of patent application No. 5 is used, since the flange portion is provided, the flange portion can bear the load of the slab supported by the steel structure concrete beam and smoothly flow to the steel structure concrete beam and the steel structure concrete beam. Increased strength.

採用申請專利範圍第6項之鋼製模板時，由於在凸緣部外端具備補強部，因此可藉由補強部抑制在鋼製模板之溝部及凸緣部上澆灌混凝土時凸緣部之壓曲，鋼結構混凝土梁之強度提高。When the steel formwork with the scope of patent application No. 6 is used, since the reinforcement part is provided at the outer end of the flange part, the reinforcement part can suppress the pressure of the flange part when pouring concrete on the groove part and the flange part of the steel formwork. The strength of the concrete beam of the steel structure is improved.

以下，參照附圖詳細說明本發明之鋼製模板的實施形態。首先，說明〔I〕實施形態之基本概念後，說明〔II〕實施形態之具體內容，最後，說明〔III〕對實施形態之變形例。但是，本發明並非藉由實施形態而限定者。Hereinafter, embodiments of the steel formwork of the present invention will be described in detail with reference to the drawings. First, after explaining the basic concept of [I] embodiment, the specific content of [II] embodiment will be described, and finally, the modification of [III] to the embodiment will be described. However, the present invention is not limited by the embodiments.

〔I〕實施形態之基本概念 首先，說明實施形態之基本概念。實施形態係關於鋼製模板。所謂「鋼製模板」，係用於形成構成建築物之鋼結構混凝土梁的鋼製模板。所謂「鋼結構混凝土梁」，係至少具備鋼結構（亦即鋼製模板）與混凝土之梁。另外，鋼結構混凝土梁亦可具備此等鋼結構及混凝土以外之結構要素，例如，實施形態係顯示除了鋼結構及混凝土之外，進一步具有鋼筋而構成之框架鋼筋混凝土梁的例子。此種鋼筋例如可具備主筋及箍筋，不過，以下係說明僅具備主筋而不具箍筋的情況。不過，鋼結構混凝土梁例如亦可僅具備箍筋，或是具備主筋與箍筋兩者，或是不具此等之任何一個。[I] Basic Concepts of the Embodiment First, the basic concepts of the embodiment will be described. The embodiment is about a steel formwork. The so-called "steel formwork" is a steel formwork used to form the steel structural concrete beams that make up the building. The so-called "steel structure concrete beam" refers to a beam with at least a steel structure (that is, a steel formwork) and concrete. In addition, the steel-concrete concrete beam may include structural elements other than these steel structures and concrete. For example, the embodiment shows an example of a frame reinforced concrete beam that includes steel bars in addition to the steel structure and concrete. Such a reinforcing bar may include, for example, a main reinforcing bar and a stirrup, but the following description will be given of a case where only the main reinforcing bar is provided without the stirrup. However, the steel-concrete concrete beam may be provided with only stirrups, or both main and stirrups, or may not have any of these.

此外，鋼結構只要作為可澆灌混凝土之模板而發揮功能者，其形狀不拘，以下說明軸剖面係帽形狀（將一對Z型鋼彼此接合的狀態）之鋼製模板的情況。In addition, as long as the steel structure functions as a formwork capable of pouring concrete, its shape is not limited, and the case of a steel formwork in the shape of a shaft section cap (a state in which a pair of Z-shaped steels are joined to each other) is described below.

此外，實施形態之鋼結構混凝土梁的設置樓層不拘，以下係說明鋼結構混凝土梁係二樓梁之情況，不過亦可適用於其他樓層之梁。此外，以下係說明鋼結構混凝土梁為小梁之情況，不過即使為大梁亦無妨。In addition, the installation floor of the steel structure concrete beam of the implementation form is not limited. The following is a description of the case where the steel structure concrete beam is the second floor beam, but it can also be applied to beams on other floors. In addition, the following is a description of the case where the steel-concrete concrete beam is a small beam, but even a large beam may be used.

〔II〕實施形態之具體內容 其次，說明實施形態之具體內容。[II] Specific contents of the embodiment Next, the specific contents of the embodiment will be described.

（實施形態1） 首先，說明實施形態1之鋼結構混凝土梁。(Embodiment 1) First, the steel structure concrete beam of Embodiment 1 is demonstrated.

（構成） 第一圖係顯示本實施形態1之鋼結構混凝土梁（以下，簡稱「小梁」1）的圖，第一(a)圖係左側視圖，第一(b)圖係第一(a)圖之A-A箭頭方向觀看剖面圖。如該第一圖所示，本實施形態1之小梁1具備：鋼製模板10、小梁混凝土20、主筋30、及貫穿孔40。以下，依需要將各圖中之+X-X方向稱為「寬度方向」，特別是將+X方向稱為「右方向」，將-X方向稱為「左方向」。此外，將+Y-Y方向稱為「深度方向」或「前後方向」，特別是將+Y方向稱為「前方向」，將-Y方向稱為「後方向」。此外，將+Z-Z方向稱為「高度方向」或「上下方向」，特別是將+Z方向稱為「上方向」，將-Z方向稱為「下方向」。此外，對於通過鋼結構混凝土梁軸心之鉛直平面（YZ平面），將沿著寬度方向（+X-X）而接近的方向稱為「內方向」，並將沿著寬度方向（+-X）而遠離的方向稱為「外方向」。(Composition) The first diagram is a diagram showing a steel structural concrete beam (hereinafter, referred to as "beam" 1) of the first embodiment, the first (a) diagram is a left side view, and the first (b) diagram is a first ( a) A cross-sectional view in the direction of the AA arrow of the figure. As shown in the first figure, the small beam 1 according to the first embodiment includes a steel formwork 10, a small beam concrete 20, a main rib 30, and a through hole 40. In the following, the + X-X direction in each drawing is referred to as the "width direction", and in particular, the + X direction is referred to as the "right direction" and the -X direction is referred to as the "left direction". In addition, the + Y-Y direction is called "depth direction" or "front-rear direction", in particular, the + Y direction is called "front direction", and the -Y direction is called "rear direction". In addition, the + Z-Z direction is called "height direction" or "up and down direction", in particular, the + Z direction is called "up direction", and the -Z direction is called "down direction". In addition, as for the vertical plane (YZ plane) passing through the axis of the steel structure concrete beam, the direction approaching along the width direction (+ XX) is called the "inward direction", and the direction along the width direction (+ -X) will be The direction away is called "outer direction".

（構成-鋼製模板） 鋼製模板10係具有用於澆灌小梁混凝土20之溝部（後述）的鋼製模板。該鋼製模板10設於構成建築物之各小梁1，並以從下方覆蓋小梁1之方式配置。此處，本實施形態1之鋼製模板10係在施工現場，如圖式以後述之底板部12相互接合而形成一對（亦即2個）Z型鋼11，不過不限於此，即使組合3個以上構件而形成亦無妨。如此，組合3個以上構件情況下，例如，亦可將構成Z型鋼11而一體形成之構件（後述之底板部12、側板部13、凸緣部14、及補強部15）相互分離而形成。另外，由於一對Z型鋼11之各個可相互概略同樣地構成，因此，以下僅說明一方之Z型鋼11，不過，需要將此等Z型鋼11相互區別時，則將位於小梁1右方（+X方向）之Z型鋼11稱為「右Z型鋼」，並將位於小梁1左方（-X方向）之Z型鋼11稱為「左Z型鋼」作區別。此外，鋼製模板10之具體形成方法於後述。(Composition-Steel Formwork) The steel formwork 10 is a steel formwork having a groove portion (described later) for pouring the trabecular concrete 20. The steel formwork 10 is provided on each of the girders 1 constituting the building, and is arranged so as to cover the girders 1 from below. Here, the steel formwork 10 of the first embodiment is at the construction site, and the bottom plate portions 12 are joined to each other to form a pair (that is, two) of Z-shaped steels 11 as described later, but it is not limited to this. It is also possible to form more than one member. As described above, when three or more members are combined, for example, members (the bottom plate portion 12, the side plate portion 13, the flange portion 14, and the reinforcing portion 15) which are integrally formed to form the Z-shaped steel 11 may be separated from each other. In addition, since each of a pair of Z-shaped steels 11 can be roughly and similarly configured with each other, only one Z-shaped steel 11 will be described below. However, if it is necessary to distinguish these Z-shaped steels 11 from each other, they will be located to the right of the trabecular 1 + X direction) Z-shaped steel 11 is referred to as "right Z-shaped steel", and the Z-shaped steel 11 located to the left (-X direction) of trabecular 1 is referred to as "left Z-shaped steel". A specific method of forming the steel template 10 will be described later.

此處，Z型鋼11係構成鋼製模板10之框架構件，且如第一(b)圖所示，係軸剖面為概略Z形狀之鋼材。該Z型鋼11具備：底板部12、側板部13、凸緣部14、及補強部15。Here, the Z-shaped steel 11 is a frame member constituting the steel formwork 10, and 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.

底板部12係位於鋼製模板10底面之鋼板。該底板部12具有用於將一對Z型鋼11之各個底板部12相互接合的接合面16，該接合面16上相互接合一對Z型鋼11。例如，本實施形態1係在左Z型鋼之底板部12的一部分上重疊右Z型鋼之底板部12的一部分，此等一對Z型鋼11相互接觸之部分（左型鋼之底板部12的上面、與右Z型鋼之底板部12的下面）分別為接合面16。在該接合面16接合之具體方法不拘，例如本實施形態1係在兩Z型鋼11之接合面16上，沿著梁之長度方向（+Y-Y方向）隔以間隔形成有複數個螺栓孔（省略圖示），並藉由使用該螺栓孔緊固螺栓來接合兩Z型鋼11。不過，接合之具體方法不限於此，例如亦可藉由焊接來接合，亦可使螺釘貫穿來接合。The bottom plate portion 12 is a steel plate located on the bottom surface of the steel formwork 10. The bottom plate portion 12 has a joint 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 bonded to each other on the joining surface 16. For example, the first embodiment overlaps a part of the bottom plate portion 12 of the right Z-shaped steel on a part of the bottom plate portion 12 of the left Z-shaped steel, and the pair of Z-shaped steels 11 contact each other (the upper surface of the bottom plate portion 12 of the left-shaped steel, And the lower surface of the bottom plate portion 12 of the right Z-shaped steel) are joint surfaces 16 respectively. The specific method of joining the joint surface 16 is not limited. For example, in the first embodiment, a plurality of bolt holes (omitted on the joint surface 16 of the two Z-section steels 11 are formed at intervals along the length direction of the beam (+ YY direction)) (Illustrated), and the two Z-section steels 11 are fastened by using the bolt holes to fasten the bolts. However, the specific method of joining is not limited to this, and for example, joining may be performed by welding, or screws may be penetrated and joined.

側板部13係從底板部12向上延伸之鋼板。具體而言，該側板部13係從底板部12之外端折回，而延伸至梁上端的部分，並以覆蓋小梁1之左右側方的方式設置。此處，側板部13之高度方向（+Z-Z方向）的長度，係左Z型鋼比右Z型鋼長底板部12之厚度部分。此因，重疊一對Z型鋼11時，係使兩Z型鋼11之側板部13的上端位置（亦即凸緣部14之高度位置）相互一致。The side plate portion 13 is a steel plate extending upward from the bottom plate portion 12. Specifically, the side plate portion 13 is folded back from the outer end of the bottom plate portion 12 and extends to the upper end of the beam, and is provided so as to cover the left and right sides of the beam 1. Here, the length in the height direction (+ Z-Z direction) of the side plate portion 13 is the thickness portion of the bottom plate portion 12 where the left Z-shaped steel is longer than the right Z-shaped steel. For this reason, when a pair of Z-shaped steels 11 are overlapped, the upper end positions (that is, the height positions of the flange portions 14) of the side plate portions 13 of the two Z-shaped steels 11 coincide with each other.

另外，以下依需要將藉由一對鋼製模板10之側板部13及底板部12所形成的軸剖面U字狀部分稱為溝部。如此，藉由鋼製模板10形成溝部，可在該溝部中澆灌混凝土。此外，由於藉由溝部以鋼板覆蓋小梁1之下方及側方，因此，火災時可抑制蒸氣從小梁混凝土20之下方或側方排出，可抑制小梁1下方之室內溫度上升，而使小梁1之耐火性能提高。In addition, the U-shaped portion in the axial section formed by the side plate portion 13 and the bottom plate portion 12 of the pair of steel mold plates 10 is hereinafter referred to as a groove portion as necessary. In this way, the groove portion is formed by the steel formwork 10, and concrete can be poured into the groove portion. In addition, since the groove part covers the lower side and the side of the trabecular 1 with steel plates, it is possible to suppress the discharge of steam from below or the side of the trabecular concrete 20 during a fire, and to suppress the indoor temperature rise below the trabecular 1 to reduce the temperature. Beam 1 has improved fire resistance.

凸緣部14係從側板部13之上端向外延伸的鋼板。具體而言，該凸緣部14係從側板部13之上端向外折回，並沿著水平面而延伸的部分，且在該凸緣部14上搭載寬波紋鋼板3並以螺釘固定。此處係說明該寬波紋鋼板3為習知的波形鋼板，不過不限於此，亦可使用平板。另外，實際上係沿著大梁2之長度方向隔以間隔並列設置小梁1，不過省略圖示，寬波紋鋼板3之一端部如第一(b)圖所示，搭載於一支小梁1的凸緣部14，寬波紋鋼板3之另一方端部同樣地搭載於上述一支小梁1相鄰的小梁1之凸緣部14。如此，由於具備凸緣部14，因此可以凸緣部14承受平板混凝土4（後述）之荷重，並順利地流向小梁1，小梁1之強度提高。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 back from the upper end of the side plate portion 13 and extends along the horizontal plane. A wide corrugated steel plate 3 is mounted on the flange portion 14 and fixed with screws. Here, the wide corrugated steel plate 3 is described as a conventional corrugated steel plate, but it is not limited to this, and a flat plate may be used. In addition, the beams 1 are actually arranged side by side along the longitudinal direction of the beam 2 at intervals, but the illustration is omitted. One end of the wide corrugated steel plate 3 is mounted on one beam 1 as shown in the first (b) figure. The flange portion 14 and the other end portion of the wide corrugated steel plate 3 are similarly mounted on the flange portion 14 of the small beam 1 adjacent to the one small beam 1. In this way, since the flange portion 14 is provided, the flange portion 14 can bear the load of the slab concrete 4 (described later) and smoothly flow to the trabecular 1, and the strength of the trabecular 1 is improved.

補強部15係從凸緣部14之外端向下延伸的鋼板。如此藉由設置補強部15使凸緣部14之外端保持厚度，可抑制當澆灌平板混凝土4而凸緣部14承受平板的荷重時，凸緣部14之外端局部壓曲。此外，藉由補強部15僅局部補強其強度低的部分，可使鋼製模板10整體變薄。另外，本實施形態1之補強部15係從凸緣部14之外端向下延伸，不過不限於此，例如亦可向上延伸。The reinforcing portion 15 is a steel plate extending downward from the outer end of the flange portion 14. By providing the reinforcing portion 15 to maintain the thickness of the outer end of the flange portion 14 in this way, it is possible to suppress local buckling of the outer end of the flange portion 14 when the flat concrete 4 is poured while the flange portion 14 receives the load of the flat plate. In addition, the reinforcing portion 15 only partially reinforces a portion having a low strength, so that the entire steel template 10 can be made thin. In addition, the reinforcing portion 15 of the first embodiment extends downward from the outer end of the flange portion 14, but it is not limited to this, and may extend upward, for example.

（構成-小梁混凝土） 小梁混凝土20係澆灌於藉由鋼製模板10之底板部12與一對側板部13所構成的溝部之混凝土。該小梁混凝土20係在充填於溝部內部狀態下凝固之習知的混凝土，且在該小梁混凝土20中如上述形成有複數個貫穿孔40。此處，係在小梁混凝土20之上方沿著水平面形成有用於形成上層平板的平板混凝土4，並在小梁混凝土20之前端及後端，與小梁1正交地形成有用於形成大梁2之大梁混凝土（省略符號）。另外，此等小梁混凝土20、平板混凝土4、及大梁混凝土係分別賦予名稱或符號，不過本實施形態1係同時澆灌而形成，此外，此等不需要相互區別時，則僅稱「混凝土」作說明。(Composition-Trabecular Concrete) Trabecular concrete 20 is concrete poured into a groove portion formed by a bottom plate portion 12 and a pair of side plate portions 13 of a steel formwork 10. The trabecular concrete 20 is a conventional concrete that solidifies when it is filled in the interior of the trench, and the trabecular concrete 20 has a plurality of through holes 40 formed as described above. Here, a slab concrete 4 for forming an upper slab is formed along the horizontal plane above the girder concrete 20, and a girder 2 is formed orthogonally to the girder 1 at the front and rear ends of the girder concrete 20 Beam concrete (omitted symbol). In addition, these trabecular concrete 20, slab concrete 4, and girders concrete system are given names or symbols, respectively, but the first embodiment is formed by pouring at the same time. In addition, when it is not necessary to distinguish them from each other, they are only called "concrete" Explain.

（構成-主筋） 主筋30係沿著梁之軸心方向延伸設置的鋼筋。另外，本實施形態1係以2支上端筋與4支下端筋為一例而圖示，不過主筋30之數量及配置不限於此。(Composition-Main Reinforcement) The main reinforcement 30 is a reinforcing bar extending along the axis of the beam. In addition, in the first embodiment, two upper end ribs and four lower end ribs are shown as an example, but the number and arrangement of the main ribs 30 are not limited thereto.

（構成-貫穿孔） 貫穿孔40係以貫穿側板部13及小梁混凝土20之方式而形成的孔，例如澆灌於鋼製模板10之小梁混凝土20凝固後，以鑽孔機將側板部13及小梁混凝土20削孔而形成。藉由如此形成貫穿孔40，例如可使空調及電力設備用之導管或配管通過該貫穿孔40（以下，係說明通過貫穿孔40者為空調用之導管的情況）。因此，可將導管從夾著小梁1之一方空間（例如小梁1的右方空間）向另一方空間（例如小梁1的左方空間）延伸設置，導管之配置自由度提高。(Composition-through hole) The through hole 40 is a hole formed so as to penetrate the side plate portion 13 and the trabecular concrete 20, for example, the trabecular concrete 20 poured on the steel formwork 10 is solidified, and then the side plate portion 13 is drilled by a drilling machine. And the trabecular concrete 20 is cut out. By forming the through-hole 40 in this way, for example, a duct or a pipe for air conditioning and electric equipment can be passed through the through-hole 40 (hereinafter, a case where the through-hole 40 is a duct for air-conditioning) will be described. Therefore, the duct can be extended from one space sandwiching the trabecular 1 (for example, the right space of the trabecular 1) to the other space (for example, the left space of the trabecular 1), and the degree of freedom in the configuration of the catheter is improved.

此處，貫穿孔40形成於小梁1之貫穿孔形成部。所謂「貫穿孔形成部」，係可形成貫穿側板部13及小梁混凝土20之貫穿孔40的部分，具體而言，係未布置鋼筋（本實施形態1係指主筋30）之部分（以鑽孔機研削貫穿孔40時，鑽孔機不致干擾到鋼筋的部分）。例如，本實施形態1係在小梁1中比下方主筋30（下端筋）上方的部分。另外，圖示之貫穿孔40數量係沿著梁的軸心方向有6個，不過不限於此。Here, the through-hole 40 is formed in a through-hole forming portion of the trabecular 1. The "through-hole forming portion" refers to a portion through which the through-hole 40 of the side plate portion 13 and the trabecular concrete 20 can be formed. Specifically, it is a portion (reinforced by a drill) in which no reinforcing steel (the first embodiment refers to the main reinforcement 30) is formed. When the hole machine grinds the through-hole 40, the hole machine does not disturb the reinforcing steel part). For example, the first embodiment is a portion of the trabecular 1 above the lower main rib 30 (lower end rib). In addition, although the number of the through-holes 40 shown in the figure is six along the axial direction of the beam, it is not limited thereto.

（構成-與大梁的接合部） 繼續，說明本實施形態1之小梁1與大梁2的接合部。第二圖係顯示在小梁1與大梁2之接合部附近施工時的暫時性狀態之分解立體圖。另外，第二圖之圖示權宜上係省略構成小梁1及大梁2的混凝土及鋼筋。如該第二圖所示，在本實施形態1之大梁2的木製模板2a側面，形成有與小梁1之軸剖面形狀概略一致形狀（帽形狀）的缺口（以下稱小梁收容部2b）。而後，藉由在該小梁收容部2b中嵌入小梁1之鋼製模板10的狀態下，同時在鋼製模板10與大梁2之木製模板2a內澆灌混凝土，可同時形成小梁1與大梁2。另外，在小梁收容部2b之上端左右如圖示形成有與凸緣部14相同寬度之缺口（以下稱凸緣收容部2c），可在該凸緣收容部2c中收容凸緣部14。不過，如此在凸緣收容部2c中收容凸緣部14時，由於在凸緣部14下方形成有補強部15高度部分之間隙，因此，為了防止混凝土從該間隙洩漏，而配置有掩埋該間隙之密封材料2d（例如圖示之立方體木材）。(Structure-Joint Portion to Girder) The joint portion between the beam 1 and the beam 2 in the first embodiment will be described next. The second figure is an exploded perspective view showing a temporary state during construction near a joint portion of the small beam 1 and the large beam 2. In addition, in the illustration of the second figure, the concrete and steel bars constituting the small beam 1 and the large beam 2 are omitted. As shown in the second figure, a cutout (hat shape) having a shape (cap shape) roughly matching the axial cross-sectional shape of the beam 1 is formed on the side of the wooden formwork 2a of the beam 2 in the first embodiment (hereinafter referred to as the beam receiving portion 2b). . Then, by inserting concrete into the steel formwork 10 of the steel formwork 10 and the wooden formwork 2a of the girder 2 in the state where the steel formwork 10 of the girder 1 is embedded in the girder accommodating portion 2b, the girder 1 and the girder can be formed simultaneously 2. In addition, as shown in the drawing, left and right sides of the upper end of the trabecular storage portion 2b are formed with notches having the same width as the flange portion 14 (hereinafter referred to as the flange storage portion 2c), and the flange portion 14 can be accommodated in the flange storage portion 2c. However, when the flange portion 14 is accommodated in the flange accommodating portion 2c as described above, a gap of the height portion of the reinforcing portion 15 is formed below the flange portion 14, so that the gap is buried to prevent concrete from leaking from the gap. Sealing material 2d (such as cube wood shown).

此外，在澆灌混凝土之前，亦可以暫設支撐（省略圖示）來支撐小梁1。另外，暫設支撐之位置及數量可依小梁1之長度及重量而適當變更，不過，例如亦可在軸方向兩端部各設1支，並在軸方向中央部設置1支。另外，由於鋼製模板10之強度比木製模板2a高，因此，鑑於小梁1之長度及重量，認為不需要時，亦可省略暫設支撐。In addition, before the concrete is poured, a support (not shown) may be temporarily provided to support the small beam 1. In addition, the position and number of temporary supports may be appropriately changed depending on the length and weight of the trabecular 1, but for example, one support may be provided at each end portion in the axial direction and one support may be provided at the central portion in the axial direction. In addition, since the strength of the steel formwork 10 is higher than that of the wooden formwork 2a, in view of the length and weight of the trabecular 1, if it is considered unnecessary, the temporary support may be omitted.

（鋼製模板之設計方法） 其次，說明本實施形態1之鋼製模板10的設計方法之一例。本實施形態中，藉由下述公式（1）估計小梁1之容許彎矩或容許剪力。 （公式1） Fa =FRC +β‧FS 其中， Fa ：小梁1之容許彎矩或容許剪力 FRC ：小梁混凝土20（以下，依需要為「RC」（鋼筋混凝土(Reinforced Concrete)）之容許彎矩或容許剪力 β：鋼製模板10之容許彎矩或容許剪力的負擔係數，且為0.5以下之負擔係數 FS ：鋼製模板10之容許彎矩或容許剪力。(Design Method of Steel Template) Next, an example of a design method of the steel template 10 according to the first embodiment will be described. In this embodiment, the allowable bending moment or allowable shear force of the trabecular 1 is estimated by the following formula (1). (Formula 1) F a = F RC + β‧F S, where F a : allowable bending moment or allowable shear force F RC of trabecular 1: trabecular concrete 20 (hereinafter, "RC" (reinforced concrete (reinforced concrete ( Reinforced Concrete)) Allowable bending moment or allowable shearing force β: Allowable bending moment or allowable shearing force of steel formwork 10, and a load factor F S of 0.5 or less: Allowable bending moment or allowable of steel formwork 10 Shear force.

（鋼製模板之設計方法-容許彎矩的設計方法） 就該設計方法，分成容許彎矩之設計方法與容許剪力之設計方法，進一步具體說明於下。首先，就容許彎矩之設計方法作說明。該容許彎矩係分成長期容許彎矩與短期容許彎矩而設計者，並藉由下述公式（2）估計長期容許彎矩，並藉由下述公式（3）估計短期容許彎矩。第三圖係顯示小梁1之剖面與估計參數的關係圖。 （公式2）L Ma =L MRC +L βM ･L MS （公式3）S Ma =S MRC +S βM ･S MS 其中，L MRC ：RC剖面部分之長期容許彎矩 (RC剖面之拉力鋼筋比低於平衡鋼筋比時,可為at ･L ft ･j)S MRC ：RC剖面部分之短期容許彎矩 (RC剖面之拉力鋼筋比低於平衡鋼筋比時,可為at ･S ft ･j) at ：拉力鋼筋剖面積L ft ：拉力鋼筋的長期容許拉應力強度S ft ：拉力鋼筋的短期容許拉應力強度 j：應力中心距離(j=(7/8)･d) d：剖面的有效性(從小梁1上面至混凝土配筋的距離)L βM ：長期鋼結構彎曲負擔有效係數,且為0.5以下的係數,此處為0.1S βM ：短期鋼結構彎曲負擔有效係數,且為0.5以下的係數,此處為0.4L MS ：S剖面部分的長期容許彎矩(L MS =L σt ･ZS )S MS ：S剖面部分的短期容許彎矩(S MS =S σt ･ZS )L σt ：鋼製模板10之長期容許拉應力強度S σt ：鋼製模板10之短期容許拉應力強度 ZS ：鋼製模板10之剖面係數(Design method of steel formwork-design method of allowable bending moment) This design method is divided into a design method of allowable bending moment and a design method of allowable shearing force, which will be further described in detail below. First, the design method of allowable bending moment will be explained. The allowable bending moment system is divided into a long-term allowable bending moment and a short-term allowable bending moment, and the designer estimates the long-term allowable bending moment by the following formula (2), and estimates the short-term allowable bending moment by the following formula (3). The third diagram is a diagram showing the relationship between the section of trabecular 1 and the estimated parameters. (Equation 2) L M a = L M RC + L β M ･ L M S (Equation 3) S M a = S M RC + S β M ･ S M S Among them, L M RC : Long-term tolerance of RC section Bending Moment (When the ratio of the tensile reinforcement in the RC section is lower than the ratio of the balanced reinforcement, it may be a t ･ L f t ･ j) S M RC : The short-term allowable bending moment of the RC section (the ratio of the tensile reinforcement in the RC section is lower than the balanced reinforcement The ratio can be a t ･ S f t ･ j) a t : cross-sectional area of tensile steel bar L f t : long-term allowable tensile stress strength of tensile steel bar S f t : short-term allowable tensile stress strength of tensile steel bar j: distance between stress centers (j = (7/8) ･ d) d: the effectiveness of the section (the distance from the top of trabecular 1 to the concrete reinforcement) L β M : the effective coefficient of long-term steel structure bending load, and the coefficient is less than 0.5, here 0.1 S β M : effective coefficient of short-term steel structure bending load, and a coefficient of 0.5 or less, here is 0.4 L M S : long-term allowable bending moment of the S section ( L M S = L σ t ･ Z S ) S M S: short-term portion of the cross section S permissible moment (S M S = S σ t · Z S) L σ t: steel template long allowable tensile stress strength of S σ t 10: the short steel template 10 should be allowed to pull Strength Z S: cross-sectional coefficient of the steel template 10

此外，極限彎曲強度Mu藉由下列公式（4）估計。 （公式4） Mu =MuRC +MuS 其中， MuRC ：RC剖面部分之極限彎曲強度(MuRC =0.9･at ･1.1･S ft ･d) at ：拉力鋼筋剖面積S ft ：拉力鋼筋之短期容許拉應力強度 d：剖面之有效性 MuS ：S剖面部分之極限彎曲強度(MuS =1.1･S σt ･Zp )S σt ：鋼製模板10之短期容許拉應力強度 Zp ：鋼製模板10之塑性剖面係數In addition, the ultimate bending strength Mu is estimated by the following formula (4). (Equation 4) M u = M uRC + M uS where M uRC : ultimate bending strength of the RC section (M uRC = 0.9 ･ a t ･ 1.1 ･ S f t ･ d) a t : cross-sectional area of tensile reinforcement S f t : short-term allowable tensile stress strength of tensile steel bars d: effectiveness of section M uS : ultimate bending strength of section S (M uS = 1.1 ･ S σ t ･ Z p ) S σ t : short-term allowance of steel formwork 10 Tensile stress strength Z p : plastic profile factor of steel template 10

所謂長期容許彎矩，係經過比較長期（例如數年～數十年）之容許彎矩，所謂短期容許彎矩，係經過比較短期（例如數小時～數日）之容許彎矩。如此分成2個期間計算容許彎矩的理由，是由於對小梁1之負載狀況可依期間長度而不同，考慮小梁1中之RC與鋼製模板10的荷重負擔比率亦可不同，而設計適合各荷重負擔比率的容許彎矩。亦即，在比較長期，由於假設對小梁1的負載比較小，因此假設小梁1之RC不致破裂而維持（參照後述之第四圖左下方剖面），RC之荷重負擔比率提高。另外，在比較短期，由於假設對小梁1之負載比較大（例如因裝載重物之堆高機通過小梁1而負載比較大），因此假設在小梁1之RC下端發生龜裂（參照後述第五圖左下方之剖面。該剖面中如斜線所示，假設RC之平板部分中，僅上部2/3程度無龜裂而保留來負擔荷重），RC之荷重負擔比率變小。因此，本實施形態係在公式2、3中，將小梁1中之RC與鋼製模板10的荷重負擔比率作為鋼結構彎曲負擔有效係數βM 來表示後，藉由在長期時與短期時將該鋼結構彎曲負擔有效係數βM 設為不同值，來設計適合各荷重負擔比率的容許彎矩。藉由採用此種設計方法，可計算考慮到長期與短期各個負載狀況之複合性容許彎矩，而將小梁1之設計最佳化。The long-term allowable bending moment refers to a relatively long-term (for example, several years to several decades) allowable bending moment, and the short-term allowable bending moment refers to a relatively short-term (for example, several hours to several days) allowable bending moment. The reason for calculating the allowable bending moment divided into two periods in this way is because the load condition on the beam 1 may vary according to the length of the period. Considering that the load-bearing ratio of the RC in the beam 1 and the steel formwork 10 may be different, the design Allowable bending moment suitable for each load-bearing ratio. That is, in a relatively long period, since the load on the trabecular 1 is assumed to be relatively small, it is assumed that the RC of the trabecular 1 is not broken and maintained (refer to the lower left section of the fourth figure described later), and the load burden ratio of the RC is increased. In addition, in the short term, since it is assumed that the load on the beam 1 is relatively large (for example, the loader is heavy because the loader that loads heavy objects passes through the beam 1), it is assumed that a crack occurs at the lower end of the RC of the beam 1 (see The section on the lower left of the fifth figure described later. As shown by the diagonal line in this section, it is assumed that only the upper 2/3 of the RC flat plate portion is left without cracks to bear the load), and the load-bearing ratio of the RC becomes small. Therefore, in the present embodiment, based formulas 2 and 3, the trabeculae in the steel template 1 RC and a load burden ratio bending steel 10 as the significant coefficient β M burden represented by the time during long-term and short-term The effective coefficient β M of the bending load of the steel structure is set to different values to design allowable bending moments suitable for each load-bearing ratio. By adopting such a design method, it is possible to calculate a composite allowable bending moment in consideration of long-term and short-term load conditions, and optimize the design of the beam 1.

該鋼結構彎曲負擔有效係數βM 可從鋼製模板10之彎曲剛性EsIs與RC之彎曲剛性比ζM (=EsIs/EcIc)來估計。由於該彎曲剛性比ζM ，亦可依鋼製模板10之板厚及安裝於小梁1之平板混凝土4（以下，依需要稱「平板」）的厚度而變化，因此在此等鋼製模板10之板厚與平板的厚度分別設定適用限制範圍，將該適用限制範圍作為前提來估計彎曲剛性比ζM ，再從該估計之彎曲剛性比ζM 決定鋼結構彎曲負擔有效係數βM 。具體而言，鋼製模板10之板厚的適用限制範圍為3.2mm以上。由於該鋼製模板10之板厚愈厚，鋼製模板10之荷重負擔比率愈大，因此將「3.2mm」作為下限值，藉由將該下限值「以上」設定成適用限制範圍，只要在適用限制範圍內決定鋼製模板10之板厚，鋼結構彎曲負擔有效係數βM 就不致低於該值。另外，平板之厚度的適用限制範圍為200mm以下。因為該平板之厚度愈厚，平板之荷重負擔比率愈大，由於鋼製模板10之荷重負擔比率變小，因此將「200mm」作為上限值，藉由將該上限值「以下」設定成適用限制範圍，只要在該適用限制範圍內決定平板的厚度，鋼結構彎曲負擔有效係數βM 就不致低於該值。The effective bending coefficient β M of the steel structure can be estimated from the bending rigidity ratio ζ M (= EsIs / EcIc) of the bending rigidity EsIs of the steel template 10. Since the bending rigidity ratio ζ M can also vary according to the thickness of the steel formwork 10 and the thickness of the slab concrete 4 (hereinafter, referred to as a “slab”) installed on the beam 1, these steel formwork The plate thickness and the thickness of the flat plate are respectively set to an applicable limit range, and the bending limit ratio ζ M is estimated using the applicable limit range as a premise, and then the effective bending coefficient β M of the steel structure is determined from the estimated bending stiffness ratio ζ M. Specifically, the applicable limit range of the plate thickness of the steel template 10 is 3.2 mm or more. As the thickness of the steel formwork 10 is thicker, the load-bearing ratio of the steel formwork 10 is larger, so "3.2mm" is set as the lower limit value, and the lower limit value "above" is set as the applicable limit range. As long as the thickness of the steel formwork 10 is determined within the applicable limits, the effective coefficient β M of the steel structure bending load will not be lower than this value. In addition, the applicable limitation range of the thickness of the flat plate is 200 mm or less. The thicker the plate, the larger the load-bearing ratio of the plate. As the load-bearing ratio of the steel formwork 10 becomes smaller, "200mm" is set as the upper limit value, and the upper limit value "below" is set to The applicable limitation range, as long as the thickness of the flat plate is determined within the applicable limitation range, the effective coefficient β M of the bending load of the steel structure will not be lower than this value.

第四圖係顯示平板之厚度與長期彎曲剛性比L ζM 的關係曲線圖，第五圖係顯示平板之厚度與短期彎曲剛性比S ζM 的關係曲線圖。各圖皆以橫軸表平板之厚度，以縱軸表彎曲剛性比ζM （長期彎曲剛性比L ζM 或短期彎曲剛性比S ζM ），實線表示荷重=3.2ton，虛線表示荷重=4.5ton，小梁1之剖面形狀假設為標準剖面（全長6.5m，全寬300mm，全高550mm）。如第四圖所示，長期平板厚度之適用限制範圍的上限值之200mm中，由於長期彎曲剛性比L ζM =約0.12，因此，考慮安全度而設定成長期彎曲剛性比L ζM =0.1。此外，如第五圖所示，短期平板厚度之適用限制範圍的上限值之200mm中，由於短期彎曲剛性比S ζM =約0.49，因此，考慮安全度而設定成短期彎曲剛性比S ζM =0.4。而後，依據此等長期彎曲剛性比L ζM =0.1與短期彎曲剛性比S ζM =0.4，可從強度公式Ma=(1+L ζM )MRC 、從鋼結構彎曲負擔有效係數βM =ζM (MRC /MS )來估計。此處，MRC /MS 係RC剖面與鋼製模板10之容許強度比，在第四、五圖之剖面中，將RC剖面之配筋設為4-HD13（4支屈服點為345N/mm2以上之變形鋼筋(steel deformed bar)），鋼製模板10之板厚為3.2mm時，MRC /MS =1.35。此處，以MRC /MS =1.0作為安全側之值來估計鋼結構彎曲負擔有效係數βM 。另外，本實施形態如上述係使用對鋼製模板10之板厚及平板的厚度設定稱為適用限制範圍的限制之簡略法（β法），不過亦可採用依各個剖面形狀（鋼製模板10之板厚、平板之厚度、配筋）設定彎曲剛性比ζM ，從強度公式Ma=(1+L ζM )MRC 估計鋼結構彎曲負擔有效係數βM 的詳細法（ζ法）。此處為了避免設計公式繁雜，而在安全側決定設計公式（在設計上降低設定鋼之負擔率）。另外，經發明人實驗亦確認，由於鋼製模板10之剖面部分受到RC剖面部分的拘束，鋼製模板10為薄板而無橫壓曲，因此鋼製模板10之鋼材的容許應力強度fb 採用拉應力強度ft 。The fourth graph is a graph showing the relationship between the thickness of the flat plate and the long-term bending stiffness ratio L ζ M , and the fifth graph is the graph showing the relationship between the thickness of the flat plate and the short-term bending stiffness ratio S ζ M. Each figure shows the thickness of the flat plate on the horizontal axis and the bending stiffness ratio ζ M (long-term bending stiffness ratio L ζ M or short-term bending stiffness ratio S ζ M ) on the vertical axis. The solid line indicates the load = 3.2ton, and the dotted line indicates the load = At 4.5ton, the cross-sectional shape of trabecular 1 is assumed to be a standard cross-section (length 6.5m, full width 300mm, full height 550mm). As shown in FIG. Fourth, the upper limit of the thickness of the plate 200mm long applicable limits, since the flexural rigidity than the long L ζ M = about 0.12, therefore, consider the security degree than the flexural rigidity growing set L ζ M = 0.1. In addition, as shown in the fifth figure, the short-term bending rigidity ratio S ζ M = about 0.49 in 200 mm of the upper limit of the applicable limit range of the short-term flat plate thickness. Therefore, the short-term bending rigidity ratio S ζ is set in consideration of safety. M = 0.4. Then, based on these long-term bending stiffness ratios L ζ M = 0.1 and short-term bending stiffness ratio S ζ M = 0.4, the strength formula Ma = (1+ L ζ M ) M RC and the effective coefficient of bending load of the steel structure β M = ζ M (M RC / M S ) to estimate. Here, the allowable strength ratio of the M RC / M S series RC section to the steel formwork 10, in the sections of the fourth and fifth figures, the reinforcement of the RC section is set to 4-HD13 (the yield point of the four branches is 345 N / Steel deformed bar (mm2 or more), when the plate thickness of the steel formwork 10 is 3.2mm, M RC / M S = 1.35. Here, the effective coefficient β M of the bending load of the steel structure is estimated using M RC / M S = 1.0 as the value of the safety side. In addition, in the present embodiment, as described above, a simple method (β method) for limiting the thickness of the steel template 10 and the thickness of the flat plate, which is referred to as the applicable limitation range, is used. The plate thickness, the thickness of the plate, and the reinforcement) set the bending rigidity ratio ζ M , and the detailed method (ζ method) of estimating the effective coefficient β M of the bending load on the steel structure from the strength formula Ma = (1+ L ζ M ) M RC . Here, in order to avoid complicated design formulas, the design formula is decided on the safe side (the burden of setting steel is reduced in the design). In addition, experiments by the inventors have also confirmed that because the section of the steel template 10 is restricted by the RC section, the steel template 10 is a thin plate without transverse buckling. Therefore, the allowable stress intensity f b of the steel of the steel template 10 is adopted. Tensile stress strength t .

（鋼製模板之設計方法-容許剪力之設計方法） 其次，說明容許剪力之設計方法。該容許剪力與關於容許彎矩之上述考慮方式同樣，區分成長期容許剪力與短期容許剪力來設計，並分別以下述公式（5）估計長期容許剪力，以下述公式（6）估計短期容許剪力。小梁1之剖面與估計參數的關係如第三圖所示。 （公式5）L Qa =α･AC ･L fS +βQ ･S AW ･L σS （公式6）S Qa =α･AC ･S fS +βQ ･S AW ･S σs 其中， α：剪切跨度比(M/Qd )之增大係數 AC ：RC部之剪切有效剖面積(AC =B･j+2･B2 ･t)L fs：混凝土之長期容許剪應力度S fS ：混凝土之短期容許剪應力度 βQ ：鋼結構剪切負擔有效係數,且為0.5以下的係數,此處為0.2S AW ：鋼製模板10之剪切剖面積(S AW =2･tS ･(H-2･r)) tS ：鋼板厚度 r：Z型鋼11之角部的曲率半徑L σS ：Z型鋼11之鋼材的長期容許剪應力度(L σS =L σt/3的平方根)S σS ：Z型鋼11之鋼材的短期容許剪應力度(S σS =S σt/3的平方根)(Design Method of Steel Formwork-Design Method of Allowable Shear Force) Next, a design method of allowable shear force will be described. This allowable shear force is designed in the same way as the above-mentioned consideration about allowable bending moment, and is divided into long-term allowable shear force and short-term allowable shear force. The long-term allowable shear force is estimated by the following formula (5), and the following formula (6) is estimated. Short-term allowable shear force. The relationship between the section of trabecular 1 and the estimated parameters is shown in the third figure. (Equation 5) L Q a = α ･ A C ･ L f S + β Q ･ S A W ･ L σ S (Equation 6) S Q a = α ･ A C ･ S f S + β Q ･ S A W ･ S σs where α: increase factor of shear span ratio (M / Q d ) A C : effective section area of shear of RC section (A C = B ･ j + 2 ･ B 2 ･ t) L fs: Long-term allowable shear stress of concrete S f S : Short-term allowable shear stress of concrete β Q : Effective coefficient of shear load of steel structure, and the coefficient is less than 0.5, here is 0.2 S A W : Shear of steel formwork 10 Sectional area ( S A W = 2 ･ t S ･ (H-2 ･ r)) t S : thickness of steel plate r: radius of curvature L of corner of Z-shaped steel 11 L σ S : long-term allowable shear of steel of Z-shaped steel 11 Stress degree ( L σ S = square root of L σt / 3) S σ S : short-term allowable shear stress of steel of Z-section steel 11 ( S σ S = square root of S σt / 3)

估計該剪力時使用之RC部的剪切有效剖面積AC ，為與如第三圖用於實驗之小梁1相同剖面，亦可包含鋼製模板10之凸緣部上部的平板剖面積。剪力估計公式中之鋼結構剪切負擔有效係數βQ ，可從發明人實驗結果顯示之鋼製模板10的剪切剛性比ζQ 求出。第六圖係顯示無貫穿孔（開口）40時，小梁1之負載荷重與鋼製模板10的剪切剛性比ζQ 之關係曲線圖，第七圖係顯示有貫穿孔（開口）40時，小梁1之負載荷重與鋼製模板10的剪切剛性比ζQ 之關係曲線圖。各圖皆以橫軸表示負載荷重，以縱軸表示剪切剛性比ζQ 。從此等第六、七圖瞭解，鋼製模板10之剪切剛性比ζQ 與有無貫穿孔40或負載荷重之大小無關，且大致一定而約為0.2。因而，本實施形態係設定成剪切剛性比ζQ =0.2，來求出鋼結構剪切負擔有效係數βQ 。該鋼結構剪切負擔有效係數βQ 之估計，係從詳細法（ζ法）之強度公式QL =(1+L ζQ )L QRC ,從βQ =ζQ (QRC /QS )估計。其中，QRC /QS 係RC剖面與鋼製模板10的剪切強度之比，小梁1之剖面形狀為標準剖面（全長6.5m，全寬300mm，全高550mm），將鋼製模板10之厚度設為3.2mm時，QRC /QS =1.04。此處，作為安全側之值，而設為QRC /QS =1.0，來估計鋼結構剪切負擔有效係數βQ =0.2。該剪切的設計公式中，詳細法（ζ法）為ζQ =0.2（一定），亦可從RC剖面之容許強度求出的公式Qa=(1+ζQ )QRC 求出，不過，與彎曲的設計公式同樣，為鋼結構負擔有效係數明確的設計公式。The effective effective cross-sectional area A C of the RC part used in estimating the shear force is the same as that of the trabecular 1 used in the experiment in the third figure, and may also include the flat cross-sectional area of the upper part of the flange portion of the steel formwork 10 . The effective coefficient β Q of the shear load of the steel structure in the formula for estimating the shear force can be obtained from the shear stiffness ratio ζ Q of the steel template 10 as shown by the experimental results of the inventor. The sixth diagram is a graph showing the relationship between the load of the trabecular 1 and the shear rigidity ratio ζ Q of the steel formwork 10 when there is no through-hole (opening) 40. The seventh diagram is when the through-hole (opening) 40 is shown. , The relationship between the load of the trabecular 1 and the shear stiffness ratio ζ Q of the steel formwork 10. In each figure, the load is shown on the horizontal axis, and the shear stiffness ratio ζ Q is shown on the vertical axis. It is understood from these sixth and seventh figures that the shear rigidity ratio ζ Q of the steel formwork 10 has nothing to do with the presence or absence of the through hole 40 or the load, and is approximately constant and about 0.2. Therefore, in this embodiment, the shear stiffness ratio ζ Q = 0.2 is set to obtain the effective coefficient β Q of the shear load of the steel structure. The steel structure shear load effective coefficient β Q is estimated from the strength formula of the detailed method (ζ method) Q L = (1+ L ζ Q ) L Q RC , from β Q = ζ Q (Q RC / Q S )estimate. Among them, the ratio of the shear strength of the Q RC / Q S series RC section to the steel formwork 10, the cross-sectional shape of the trabecular 1 is a standard section (length 6.5m, width 300mm, height 550mm). When the thickness is set to 3.2 mm, Q RC / Q S = 1.04. Here, Q RC / Q S = 1.0 is used as the value of the safety side, and the effective coefficient β Q of the steel structure shear load is estimated to be 0.2. In the design formula of the shear, the detailed method (ζ method) is ζ Q = 0.2 (constant), which can also be obtained from the formula Qa = (1 + ζ Q ) Q RC that can be obtained from the allowable strength of the RC section, but, Similar to the design formula for bending, the design formula for the effective coefficient of load on steel structures is clear.

如上述，在容許彎矩之設計中，長期鋼結構彎曲負擔有效係數L βM =0.1，短期鋼結構彎曲負擔有效係數S βM =0.4，在容許剪力設計中，鋼結構剪切負擔有效係數βQ =0.2。此種鋼製模板10的負擔係數β亦可係此等以外之值，不過為了提高安全度，係採用鋼製模板10之荷重負擔比率的上限之五成，而為鋼製模板10之負擔係數β=0.5以下。另外，鋼製模板10之荷重負擔比率的下限考慮第六、七圖之曲線圖時，至少可為1成，可為鋼製模板10之負擔係數β=0.1以上。不過，亦可將鋼製模板10僅用作小梁混凝土20之模板，而不使鋼製模板10負擔荷重，此種情況下，亦可鋼製模板10之負擔係數β=0。藉由採用此種設計方法，可計算考慮到鋼製模板10與小梁混凝土20之各個負擔比率的複合性容許彎矩及容許剪力，可將小梁1之設計達到最佳化。As mentioned above, in the design of allowable bending moment, the effective coefficient of long-term steel structure bending load L β M = 0.1, and the effective coefficient of short-term steel structure bending load S β M = 0.4. In the design of allowable shear force, the shear load of steel structure is effective The coefficient β Q = 0.2. The load factor β of such a steel formwork 10 may also be a value other than these, but in order to improve safety, the upper limit of the load burden ratio of the steel formwork 10 is used as 50%, and the load factor of the steel formwork 10 is β = 0.5 or less. In addition, when the lower limit of the load-bearing ratio of the steel formwork 10 is considered in the graphs of the sixth and seventh figures, it may be at least 10%, and the load factor β of the steel formwork 10 may be 0.1 or more. However, it is also possible to use the steel formwork 10 only as a formwork for the trabecular concrete 20 without burdening the steel formwork 10. In this case, the load factor β of the steel formwork 10 may also be 0. By adopting such a design method, it is possible to calculate a composite allowable bending moment and allowable shear force in consideration of a composite load ratio of each load ratio of the steel formwork 10 and the trabecular concrete 20, and the design of the trabecular 1 can be optimized.

（鋼製模板之形成方法） 繼續，說明本實施形態1之鋼製模板10的形成方法之一例。首先，在工廠製造Z型鋼11。製造此種Z型鋼11之具體方法不拘，例如，可將一片平板之薄型鋼板彎曲而形成。而後，將製造之Z型鋼11搬運至施工現場。此時，因為可將複數個Z型鋼11彼此重疊搬運，所以可比將一對Z型鋼11彼此接合後再搬運，可搬運更多Z型鋼11，而可提高搬運效率。(Method for Forming Steel Template) Next, an example of a method for forming the steel template 10 according to the first embodiment will be described. First, the Z-section steel 11 is manufactured in a factory. The specific method of manufacturing such a Z-shaped steel 11 is not limited, and for example, it can be formed by bending a thin steel plate of a flat plate. Then, the manufactured Z-shaped steel 11 is transferred to the construction site. At this time, since a plurality of Z-shaped steels 11 can be transported on top of each other, it is possible to transport more Z-shaped steels 11 than to transport a pair of Z-shaped steels 11 to each other, thereby improving the transportation efficiency.

此外，在該搬運時，亦可在凸緣部14之下方，以預先黏著等之任意方法貼上關於第二圖說明之密封材料（包覆材料）2d。此種情況下，可藉由密封材料2d提高凸緣部14及補強部15之強度，可防止凸緣部14及補強部15因搬運時之荷重或撞擊而變形。此外，為了相同目的，亦可將與密封材料2d同樣形狀之補強材料（省略圖示）以指定間隔設於凸緣部14的下方，或是將密封材料2d在第二圖之Y方向延長的長條形狀之補強材料（省略圖示）設於凸緣部14的下方。此種補強材料亦可在搬運後拆除，亦可不拆除而永久性固定。可藉由設置此種補強材料而提高凸緣部14及補強部15之強度情況下，因為可減低凸緣部14及補強部15與其相當的強度，所以亦可減少此等凸緣部14及補強部15之厚度，或是縮短補強部15從凸緣部14之延長尺寸。In addition, at the time of this conveyance, the sealing material (the covering material) 2d described in the second figure may be pasted under the flange portion 14 by any method such as pre-adhesion. In this case, 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 due to load or impact during transportation. In addition, for the same purpose, a reinforcing material (not shown) having the same shape as the sealing material 2d may be provided below the flange portion 14 at a specified interval, or the sealing material 2d may be extended in the Y direction of the second figure. A long-shaped reinforcing material (not shown) is provided below the flange portion 14. This reinforcing material can also be removed after transportation, or it can be permanently fixed without removal. In the case where the strength of the flange portion 14 and the reinforcement portion 15 can be increased by providing such a reinforcing material, the flange portion 14 and the reinforcement portion 15 can be reduced in strength equivalent to each other, so the flange portions 14 and 14 can also be reduced. The thickness of the reinforcing portion 15 is shortened, or the extending length of the reinforcing portion 15 from the flange portion 14 is shortened.

其次，將搬運至施工現場之一對Z型鋼11彼此接合而形成鋼製模板10。具體而言，如第一(b)圖所示，亦可在重疊右Z型鋼與左Z型鋼之底板部12的狀態下，在以適當間隔形成於兩底板部12之重疊部分的螺栓孔（省略圖示）中插通螺栓加以固定。另外，如此接合兩Z型鋼時，宜安裝用於將各Z型鋼11之側板部13的間隔保持一定的構件，例如，位於溝部內部，暫時設置支撐各側板部13而固定間隔之模板支撐方木、或適合溝部之外緣形狀的コ字狀膠合板等，於兩Z型鋼11相互接合後拆除。Next, a pair of Z-section steels 11 transported to the construction site are joined to each other to form a steel formwork 10. Specifically, as shown in the first (b) diagram, in a state where the bottom plate portions 12 of the right Z-shaped steel and the left Z-shaped steel are overlapped, the bolt holes formed in the overlapping portions of the two bottom plate portions 12 at appropriate intervals ( (Not shown), insert the bolt to fix it. In addition, when joining two Z-section steels in this way, it is suitable to install a member for maintaining a constant interval between the side plate portions 13 of each Z-section steel 11, for example, located inside the groove portion, temporarily providing a template support square wood that supports each side plate portion 13 at a fixed interval. Or U-shaped plywood suitable for the shape of the outer edge of the groove, and the two Z-shaped steels 11 are joined to each other and removed.

（小梁之施工方法） 繼續，說明本實施形態1之小梁1的施工方法。第八圖係對應於第一(a)圖之A-A箭頭方向觀看剖面的剖面立體圖，第八(a)圖顯示鋼製模板設置步驟完成時，第八(b)圖顯示主筋配筋步驟、寬波紋鋼板設置步驟、及澆灌步驟完成時，第八(c)圖顯示貫穿步驟完成時的小梁1。(Construction method of trabecular beam) Continue to describe the construction method of the trabecular beam 1 of the first embodiment. The eighth figure is a sectional perspective view corresponding to the cross-section viewed in the direction of the AA arrow in the first (a) figure. The eighth (a) figure shows the completion of the steel template setting step, and the eighth (b) figure shows the main reinforcement reinforcement step, width When the corrugated steel plate setting step and the pouring step are completed, the eighth (c) diagram shows the trabecular 1 when the penetration step is completed.

首先，如第八(a)圖所示，進行鋼製模板設置步驟。鋼製模板設置步驟係以重型機械等抬起以上述形成方法所形成的鋼製模板10，設置於梁之施工位置的步驟。另外，本實施形態1係以鋼製模板10之端部如第二圖所示地連接於大梁2之木製模板2a的方式設置。此處，第二圖之圖示在權宜上係圖示小梁1之鋼製模板10恰好放入大梁2之木製模板2a的缺口（小梁收容部2b），不過不限於此，為了使鋼製模板10容易插入小梁收容部2b，即使將小梁收容部2b在寬度方向擴大，插入鋼製模板10後以木材等填入鋼製模板10與小梁收容部2b之間亦無妨。如此設置鋼製模板10後，以暫設支架支撐鋼製模板10，以便爾後可承受混凝土之澆灌。First, as shown in FIG. 8 (a), a steel template setting step is performed. The steel formwork setting step is a step of lifting up the steel formwork 10 formed by the above-mentioned forming method with a heavy machine or the like, and setting the steel formwork at a construction position of the beam. In addition, the first embodiment is provided so that the end portion of the steel formwork 10 is connected to the wooden formwork 2a of the girder 2 as shown in the second figure. Here, the illustration of the second figure shows the cutout (trabecular accommodating portion 2b) of the steel formwork 10 of the trabecular 1 which fits into the wooden formwork 2a of the framing 2 on the expedient, but it is not limited to this. The template 10 can be easily inserted into the trabecular housing portion 2b. Even if the trabecular housing portion 2b is enlarged in the width direction, it is possible to insert the steel template 10 and fill the space between the steel template 10 and the trabecular housing 2b with wood or the like. After the steel formwork 10 is set in this way, the temporary support is used to support the steel formwork 10 so that it can withstand the pouring of concrete later.

繼續，如第八(b)圖所示，進行主筋配筋步驟、寬波紋鋼板設置步驟、及澆灌步驟。Continuing, as shown in FIG. 8 (b), the main reinforcement reinforcement step, the wide corrugated steel plate setting step, and the pouring step are performed.

主筋配筋步驟係在鋼製模板10內部布置主筋30之步驟。具體而言，組合主筋30並使用重型機械等抬起，再落下配置於溝部。同樣地，大梁2之主筋30（省略圖示）亦落下配置於大梁2之木製模板2a。而後，將小梁1之主筋30例如在端部彎曲而固定於大梁2的主筋30。The main reinforcement reinforcement step is a step of arranging the main reinforcement 30 inside the steel formwork 10. Specifically, the main ribs 30 are combined and lifted using a heavy machine or the like, and then dropped and arranged in the groove portion. Similarly, the main ribs 30 (not shown) of the girder 2 also drop the wooden formwork 2a arranged on the girder 2. Then, the main ribs 30 of the small beam 1 are bent at the ends, for example, and fixed to the main ribs 30 of the large beam 2.

寬波紋鋼板設置步驟係在鋼製模板10之凸緣部14上設置寬波紋鋼板3的步驟。該寬波紋鋼板設置步驟係將複數片寬波紋鋼板3從一支小梁1向鄰接的其他小梁1架設之方式而搭載於凸緣部14上，並對凸緣部14例如以螺栓緊固加以固定。The wide corrugated steel plate installation step is a step of providing the wide corrugated steel plate 3 on the flange portion 14 of the steel template 10. The step of installing the wide corrugated steel plate is to mount a plurality of wide corrugated steel plates 3 from one small beam 1 to another adjacent small beam 1 and mount the flange portion 14 on the flange portion 14 and fasten the flange portion 14 by bolts, for example. Be fixed.

澆灌步驟係在藉由於鋼製模板設置步驟中所設置之鋼製模板10的底板部12與一對側板部13所構成之溝部澆灌小梁混凝土20的步驟。具體而言，該澆灌步驟係使用振動器避免氣泡混入，同時在鋼製模板10之溝部流入混凝土。另外，本實施形態1如上述，係在大梁2之木製模板2a內部及寬波紋鋼板3的上方同時澆灌混凝土，而將小梁1、大梁2、及平板一體形成。The pouring step is a step of pouring the trabecular concrete 20 through a groove formed by the bottom plate portion 12 and the pair of side plate portions 13 of the steel formwork 10 provided in the steel formwork setting step. Specifically, this pouring step uses a vibrator to prevent air bubbles from being mixed in, and at the same time, flows into the concrete in the groove portion of the steel formwork 10. In addition, as described above, in the first embodiment, concrete is poured into the wooden formwork 2a of the girders 2 and above the wide corrugated steel plates 3, and the girders 1, the girders 2, and the flat plate are integrally formed.

繼續，如第八(c)圖所示，進行貫穿步驟。貫穿步驟係形成貫穿在鋼製模板設置步驟中所設置之鋼製模板10、與在澆灌步驟中所澆灌的小梁混凝土20之貫穿孔40的步驟。該貫穿步驟具體而言係在澆灌步驟中所澆灌的混凝土達到指定的強度後，使用挖掘機（例如習知之鑽孔機）依序貫穿一方Z型鋼11之側板部13、小梁混凝土20、及另一方Z型鋼11的側板部13而形成貫穿孔40，藉由在梁之複數處進行同樣的作業而形成複數個貫穿孔40。另外，貫穿孔40數量為對應於配置之導管數的數量即可。Continuing, as shown in FIG. 8 (c), a through step is performed. The penetration step is a step of forming a through hole 40 of the steel formwork 10 provided in the steel formwork setting step and the trabecular concrete 20 poured in the pouring step. This penetration step is specifically after the concrete poured in the pouring step reaches a specified strength, and then an excavator (such as a conventional drilling machine) is used to sequentially penetrate the side plate portion 13 of the one Z-shaped steel 11, the trabecular concrete 20, and On the other hand, the side plate portion 13 of the Z-shaped steel 11 is formed with through-holes 40, and a plurality of through-holes 40 are formed by performing the same operation on a plurality of beams. In addition, the number of the through-holes 40 may be the number corresponding to the number of the conduits to be arranged.

關於該貫穿孔40之大小及配置位置，可與一般RC同樣地決定。例如，貫穿孔40之最大直徑對小梁1之高度（第三圖之尺寸D）為1/3以下的直徑，配置位置為避開小梁1之端部（從小梁1之端部起，小梁1全長之1/10的長度範圍且為貫穿孔40之直徑的2倍範圍）之位置，複數個貫穿孔40之相互間隔宜隔開各貫穿孔40之直徑的合計值之3/2以上程度。不過，貫穿孔40之大小及配置位置並非限定於此一例者，只要可確保小梁1之所需強度亦可任意決定。The size and arrangement position of the through hole 40 can be determined in the same manner as in general RC. For example, the maximum diameter of the through hole 40 to the height of the trabecular 1 (the dimension D in the third figure) is a diameter of 1/3 or less, and the arrangement position is to avoid the end of the trabecular 1 (from the end of the trabecular 1, The length of the trabecular 1 is 1/10 of the total length and is 2 times the diameter of the through-hole 40). The interval between the multiple through-holes 40 should be separated by 3/2 of the total value of the diameter of each through-hole 40. Above degree. However, the size and arrangement position of the through-holes 40 are not limited to this example, and may be arbitrarily determined as long as the required strength of the small beam 1 can be ensured.

最後，將導管通過經貫穿步驟所形成的貫穿孔40，不過圖示省略。如此，因為通過導管之方法為習知者，所以省略詳細之說明。至此，結束本實施形態1之小梁的施工方法之說明。Finally, the catheter is passed through the through hole 40 formed in the through step, but the illustration is omitted. In this way, since the method of passing the catheter is known, detailed description is omitted. This concludes the description of the construction method of the trabecular beam of the first embodiment.

（實施形態1之效果） 如此，採用本實施形態1之小梁1時，由於可以底板部12之接合面相互接合一對Z型鋼11而形成具有溝部之鋼製模板10，因此，可省略為了形成溝部而將薄型鋼板進行軋輥成形或擠壓成形的作業，可減少加工所需之工時及成本，並且由於可在施工現場相互接合一對Z型鋼11而形成溝部，因此，可在並未相互接合狀態下重疊一對Z型鋼11來搬運，可增大一次可搬運之Z型鋼11數量，可減少搬運所需之工時及成本。(Effect of Embodiment 1) In this way, when the trabecular 1 of Embodiment 1 is adopted, a pair of Z-shaped steels 11 can be joined to each other at the joint surface of the bottom plate portion 12 to form a steel template 10 having a groove portion. The formation of grooves and the roll forming or extrusion forming of thin steel plates can reduce the man-hours and costs required for processing, and can form a groove by joining a pair of Z-shaped steels 11 to each other at the construction site. Overlapping a pair of Z-shaped steels 11 for transportation in the state of mutual bonding can increase the number of Z-shaped steels 11 that can be transported at one time, and can reduce the man-hours and costs required for transportation.

此外，可計算考慮到鋼製模板10與小梁混凝土20之各個負擔比率的複合性容許彎矩及容許剪力，可使小梁1之設計達到最佳化。In addition, the composite allowable bending moment and allowable shear force considering the various load ratios of the steel formwork 10 and the trabecular concrete 20 can be calculated, which can optimize the design of the trabecular 1.

此外，由於底板部12係在以前述接合面重疊狀態下相互接合，因此，可抑制在鋼製模板10中澆灌小梁混凝土20時，小梁混凝土20從接合部分洩漏，施工性提高。此外，藉由將各底板部12直接接合，不需要連繫各底板部12之其他板等，可減少接合所需之成本。In addition, since the bottom plate portions 12 are joined to each other in a state in which the joint surfaces overlap, the trabecular concrete 20 can be suppressed from leaking from the joint portion when the trabecular concrete 20 is poured into the steel formwork 10, and workability is improved. In addition, by directly joining the bottom plate portions 12, it is not necessary to connect other plates or the like of each bottom plate portion 12, and the cost required for joining can be reduced.

此外，由於具備凸緣部14，因此可將小梁1支撐之平板的荷重由凸緣部14承受並順利地流向小梁1，小梁1之強度提高。In addition, since the flange portion 14 is provided, the load of the flat plate supported by the trabecular 1 can be received by the flange portion 14 and smoothly flow to the trabecular 1, and the strength of the trabecular 1 is improved.

此外，由於在凸緣部14之外端具備補強部15，因此可藉由補強部15抑制在鋼製模板10之溝部及凸緣部14上澆灌小梁混凝土20時凸緣部14的壓曲，小梁1之強度提高。In addition, since the reinforcing portion 15 is provided at the outer end of the flange portion 14, the buckling of the flange portion 14 when the trabecular concrete 20 is poured on the groove portion of the steel formwork 10 and the flange portion 14 can be suppressed by the reinforcing portion 15 , The strength of the trabecular 1 increases.

（實施形態2） 其次，說明實施形態2之小梁。本實施形態2大致上係關於在貫穿孔形成部預先設置圓筒模板，澆灌混凝土後拆除圓筒模板，而在圓筒模板之設置部位形成貫穿孔的施工方法之形態。另外，完成後之本實施形態2的小梁之構成，與實施形態1之小梁的構成概略相同，就與實施形態1之構成概略相同的構成，依需要註記與該實施形態1所使用者相同符號及/或名稱，並省略其說明。此外，以下係就本實施形態2之小梁的鋼製模板形成方法及小梁的施工方法作說明，就與實施形態1同樣之步驟適切省略說明。(Embodiment 2) Next, the beam of Embodiment 2 is demonstrated. This embodiment 2 is generally about a construction method in which a cylindrical formwork is provided in advance in a through-hole forming portion, the cylindrical formwork is removed after the concrete is poured, and a through-hole is formed at the installation position of the cylindrical formwork. In addition, the structure of the trabecular beam according to the second embodiment after completion is the same as that of the trabecular beam according to the first embodiment, and the same structure as that of the first embodiment is outlined. If necessary, note the user of the first embodiment. Identical symbols and / or names, and descriptions thereof are omitted. In addition, the following is a description of a method for forming a steel plate of a trabecular and a method for constructing a trabecular in the second embodiment, and the same steps as in the first embodiment are omitted as appropriate.

（鋼製模板之形成方法） 首先，說明本實施形態2之鋼製模板10的形成方法之一例。首先，在工廠製造Z型鋼11。此時，係在對應於Z型鋼11中之貫穿孔形成部的位置預先形成圓形孔51。亦即，本實施形態2係在Z型鋼11之側板部13中對應於第一(a)圖所示之貫穿孔40的位置（圖上合計6處），例如使用切斷機等任意工具開設圓形孔51。繼續，將如此開設了圓形孔51之Z型鋼11搬運至施工現場，其次，將搬運至施工現場之一對Z型鋼11彼此以螺栓接合而形成鋼製模板10。另外，此種接合之具體方法與實施形態1相同，所以省略詳細之說明。(Method for Forming Steel Template) First, an example of a method for forming a steel template 10 according to the second embodiment will be described. First, the Z-section steel 11 is manufactured in a factory. At this time, a circular hole 51 is formed in advance at a position corresponding to the through-hole forming portion in the Z-section steel 11. That is, in the second embodiment, the position of the side plate portion 13 of the Z-shaped steel 11 corresponding to the through-hole 40 shown in the first (a) diagram (a total of six places in the diagram) is opened using, for example, a cutter or any other tool.圆孔 51。 The circular hole 51. Continuing, the Z-shaped steel 11 thus opened with the circular hole 51 is transferred to the construction site, and then, a pair of Z-shaped steels 11 transferred to the construction site are bolted to each other to form a steel formwork 10. The specific method of this joining is the same as that of the first embodiment, so detailed description is omitted.

（小梁之施工方法） 繼續，說明本實施形態2之小梁50的施工方法。第九圖係對應於第一(a)圖之A-A箭頭方向觀看剖面的剖面立體圖，第九(a)圖顯示鋼製模板設置步驟、及圓筒模板設置步驟完成時，第九(b)圖顯示主筋配筋步驟、寬波紋鋼板設置步驟、及澆灌步驟完成時，第九(c)圖顯示貫穿步驟完成時的小梁50。(Construction method of trabecular beam) Continue to describe the construction method of the trabecular beam 50 of the second embodiment. The ninth figure is a sectional perspective view corresponding to the cross-section viewed in the direction of the AA arrow in the first (a) figure. The ninth (a) figure shows the steel template setting step and the cylindrical template setting step when the ninth (b) figure is completed. When the main reinforcement step, the wide corrugated steel plate setting step, and the pouring step are completed, the ninth (c) diagram shows the trabecular 50 when the through step is completed.

首先，如第九(a)圖所示，進行鋼製模板設置步驟、及圓筒模板設置步驟。另外，因為鋼製模板設置步驟與實施形態1相同，所以省略詳細之說明。First, as shown in FIG. 9 (a), a steel template setting step and a cylindrical template setting step are performed. In addition, since the procedure for setting a steel template is the same as that of the first embodiment, detailed description is omitted.

圓筒模板設置步驟係在形成於鋼製模板10之圓形孔51中插入圓筒模板52的步驟。另外，因為圓筒模板52之軸方向長度（+X-X方向長度）比鋼製模板10之溝部的寬度（+X-X方向長度）大，所以如圖示，圓筒模板52之兩端部從圓形孔51突出於外側。此外，圓筒模板52不論為空心或實心皆無妨，只要材料可承受混凝土之荷重，不拘哪一種，不過，以下係說明實心之木製模板的情況。而後，如此設置圓筒模板52後，以油灰等密封材料（省略圖示）填入圓筒模板52之外周與圓形孔51的內周間之間隙，來抑制混凝土洩漏。The cylindrical template installation step is a step of inserting the cylindrical template 52 into the circular hole 51 formed in the steel template 10. In addition, since the length of the cylindrical template 52 in the axial direction (+ XX direction length) is larger than the width of the groove portion (+ XX direction length) of the steel template 10, both ends of the cylindrical template 52 are circular as shown in the figure. The hole 51 protrudes from the outside. In addition, the cylindrical formwork 52 may be hollow or solid, as long as the material can bear the load of the concrete, it is not limited to one. However, the following is a description of a solid wooden formwork. Then, after the cylindrical formwork 52 is provided in this manner, a gap between the outer periphery of the cylindrical formwork 52 and the inner periphery of the circular hole 51 is filled with a sealing material (not shown) such as putty to suppress concrete leakage.

繼續，如第九(b)圖所示，進行主筋配筋步驟、寬波紋鋼板設置步驟、及澆灌步驟。另外，因為此等主筋配筋步驟、寬波紋鋼板設置步驟、及澆灌步驟皆可與實施形態1之各步驟同樣地實施，所以省略詳細之說明。Continuing, as shown in FIG. 9 (b), the main reinforcement reinforcement step, the wide corrugated steel plate setting step, and the pouring step are performed. In addition, since these main reinforcement reinforcement steps, wide corrugated steel plate installation steps, and pouring steps can be performed in the same manner as the respective steps of Embodiment 1, detailed descriptions are omitted.

繼續，如第九(c)圖所示，進行貫穿步驟。貫穿步驟係形成貫穿在鋼製模板設置步驟中所設置的鋼製模板10、與在澆灌步驟中所澆灌之混凝土的貫穿孔40之步驟。具體而言，該貫穿步驟係在澆灌步驟中所澆灌之混凝土達到指定之強度後，藉由將在上述圓筒模板設置步驟中所設置的圓筒模板52從小梁50拆除，而在圓筒模板52所在位置（貫穿孔形成部）形成貫穿孔40。另外，因為圓筒模板52為空心形狀情況下，可在該鋼製模板10之空心部分插通導管，所以不拆除圓筒模板52亦無妨。此外，亦可利用導管之一部分作為圓筒模板52。Continuing, as shown in FIG. 9 (c), a through step is performed. The penetration step is a step of forming the steel formwork 10 provided in the steel formwork setting step and the through-hole 40 of the concrete poured in the pouring step. Specifically, the penetration step is to remove the cylindrical formwork 52 set in the cylindrical formwork setting step from the spar 50 after the concrete poured in the pouring step has reached a specified strength, and The through hole 40 is formed at the position (through-hole forming portion) 52. In addition, since the cylindrical template 52 is hollow, the duct can be inserted into the hollow portion of the steel template 10, so it is not necessary to remove the cylindrical template 52. In addition, a part of the duct may be used as the cylindrical template 52.

最後，將導管通過在貫穿步驟所形成之貫穿孔40，不過省略圖示。如此，因為通過導管之方法係習知者，所以省略詳細之說明。至此，結束本實施形態2之小梁50的施工方法之說明。Finally, the catheter is passed through the through hole 40 formed in the through step, but the illustration is omitted. In this way, since the method of passing a catheter is known, detailed description is omitted. This concludes the description of the construction method of the trabecular 50 in the second embodiment.

（實施形態2之效果） 如此，採用本實施形態2之小梁50時，僅須拆除圓筒模板52即可形成貫穿孔40，可簡化在施工現場形成貫穿孔40之作業。(Effect of the second embodiment) In this way, when the trabecular 50 of the second embodiment is used, the through-hole 40 can be formed only by removing the cylindrical template 52, and the operation of forming the through-hole 40 at the construction site can be simplified.

〔III〕對實施形態之變形例 以上，係說明本發明之實施形態，不過本發明之具體構成及手段可在申請專利範圍所記載之各發明的技術性思想範圍內任意改變及改良。以下，說明此種變形例。[III] Modified Examples of the Embodiments The embodiments of the present invention have been described above, but the specific structure and means of the present invention can be arbitrarily changed and improved within the scope of the technical idea of each invention described in the scope of the patent application. Hereinafter, such a modification will be described.

（關於發明所欲解決之問題及發明效果） 首先，發明所欲解決之問題及發明效果並非限定於上述內容者，可依發明之實施環境及構成的細節而異，亦可能僅解決上述問題之一部分，或是僅達到上述效果之一部分。(About the problems and effects of the invention to be solved) First, the problems and effects of the invention are not limited to those described above, and may vary depending on the details of the implementation environment and composition of the invention, and may only solve the above problems. Part of it, or only part of it.

（各實施形態之相互關係） 各實施形態所示之特徵、及後述各變形例之特徵，亦可相互替換，或是將一方特徵追加於另一方。例如，以實施形態2之方法（將圓筒模板52預先配置於貫穿孔形成部之方法）形成小梁50後，亦可在該小梁50中並未形成貫穿孔40之位置，以實施形態1之方法（鑽頭等）形成貫穿孔40。(Relationships among Embodiments) The features shown in each embodiment and the features of each modification described later may be replaced with each other, or one feature may be added to the other. For example, after the trabecular 50 is formed by the method of the second embodiment (the method of disposing the cylindrical template 52 in the through-hole forming portion in advance), a position where the through-hole 40 is not formed in the trabecular 50 may be used as the embodiment. The method 1 (drill etc.) forms the through hole 40.

（關於尺寸及材料） 發明之詳細說明及以圖式說明之小梁1、50的各部尺寸、形狀、材料、比率等僅係例示，亦可為其他任意之尺寸、形狀、材料、比率等。例如第一圖(b)所示，各實施形態從正面觀看之側板部13與底板部12的構成角度、側板部13與凸緣部14之構成角度、凸緣部14與補強部15之構成角度分別係直角，不過，即使此等為鈍角或銳角亦無妨。(About size and material) The detailed description of the invention and the sizes, shapes, materials, ratios, etc. of each part of the trabeculars 1, 50 described by way of illustration are merely examples, and other arbitrary sizes, shapes, materials, ratios, etc. may be used. For example, as shown in the first figure (b), the configuration angles of the side plate portion 13 and the bottom plate portion 12, the configuration angles of the side plate portion 13 and the flange portion 14, and the configuration of the flange portion 14 and the reinforcement portion 15 when viewed from the front in each embodiment. The angles are right angles, however, even if they are obtuse or acute.

第十圖係顯示Z型鋼11之搬運狀態圖，第十(a)圖係顯示實施形態1之Z型鋼11搬運狀態的端面圖，第十(b)圖係顯示第一變形例之Z型鋼11'搬運狀態的端面圖。如第十(a)圖所示，在使實施形態1之Z型鋼11複數個重疊狀態下，將連結Z型鋼11之一側方的複數個最外部之一條直線，以及與該直線平行之直線，且為通過Z型鋼11之另一側方的最外部之直線的相互間隔（以下稱第一重疊尺寸）設為H。另外，如第十(b)圖所示，第一變形例之Z型鋼11'係假設側板部13與底板部12之構成角度、以及側板部13與凸緣部14之構成角度分別為鈍角的Z型鋼11'，在使該Z型鋼11'複數個重疊狀態下，將對應於第一重疊尺寸H之間隔（以下稱第二重疊尺寸）設為H'。因為該第二重疊尺寸H'比第一重疊尺寸H小，所以如第十(b)圖所示，藉由形成Z型鋼11'可使搬運效率提高。The tenth diagram is a diagram showing the conveying state of the Z-shaped steel 11, the tenth (a) diagram is an end view showing the conveyance state of the Z-shaped steel 11 of Embodiment 1, and the tenth (b) diagram is a diagram showing the Z-shaped steel 11 of the first modification 'End view of the transport state. As shown in FIG. 10 (a), in the state where the Z-shaped steels 11 of the first embodiment are superposed, a plurality of outermost straight lines connecting one side of the Z-shaped steel 11 and a straight line parallel to the straight lines are connected. And the interval (hereinafter referred to as the first overlapping dimension) of the outermost straight lines passing through the other side of the Z-shaped steel 11 is set to H. In addition, as shown in the tenth (b) diagram, the Z-shaped steel 11 'of the first modification example assumes that the angle between the side plate portion 13 and the bottom plate portion 12 and the angle between the side plate portion 13 and the flange portion 14 are obtuse angles. In the Z-shaped steel 11 ′, a plurality of intervals of the Z-shaped steel 11 ′ are overlapped, and an interval corresponding to the first overlapping dimension H (hereinafter referred to as a second overlapping dimension) is set to H ′. Since the second overlapping dimension H ′ is smaller than the first overlapping dimension H, as shown in FIG. 10 (b), the Z-shaped steel 11 'can be formed to improve the conveying efficiency.

第十一圖係顯示第二變形例之鋼製模板10的圖，第十一(a)圖係彎曲前之鋼製模板10的俯視圖，第十一(b)圖係彎曲後之鋼製模板10的側視圖。如第十一(a)圖所示，亦可將彎曲前之鋼製模板10形成1片平坦的鋼板60。該鋼板60中，分別在側板部13與底板部12之邊界線L1、側板部13與凸緣部14之邊界線L2、凸緣部14與補強部15之邊界線L3形成縫隙，藉由使用習知之裝置等在該縫隙彎曲鋼板60之各部，可形成第十一(b)圖所示之鋼製模板10。此時，因為只須將鋼製模板10作為第十一(a)圖之平坦的鋼板60來搬運等即可，因此在搬運狀態下鋼製模板10之重疊尺寸變小，可使搬運效率提高。The eleventh figure is a view showing a steel template 10 of the second modification, the eleventh (a) is a top view of the steel template 10 before bending, and the eleventh (b) is a steel template after bending 10 side view. As shown in FIG. 11 (a), the steel template 10 before bending may be formed into one flat steel plate 60. In this steel plate 60, a gap is formed on the boundary line L1 of the side plate portion 13 and the bottom plate portion 12, the boundary line L2 of the side plate portion 13 and the flange portion 14, and the boundary line L3 of the flange portion 14 and the reinforcing portion 15, respectively. A conventional device or the like can form a steel template 10 as shown in FIG. 11 (b) in each part of the gap bending steel plate 60. At this time, since the steel formwork 10 only needs to be transported as the flat steel plate 60 in the eleventh (a) figure, etc., the overlapping size of the steel formwork 10 is reduced in the transportation state, which can improve the transportation efficiency. .

或是，亦可在長度方向之1處以上分割鋼製模板10，並在設置現場接合。鋼製模板10之分割數及位置可任意決定。例如，亦可將鋼製模板10以可裝載於搬運車輛之長度分割成複數個。分割位置宜為施加於接合後之鋼製模板10的力矩小之處。分割後之鋼製模板10的接合方法不拘，不過，例如亦可將分割狀態下相互對接之一對鋼製模板10，分別經由設於此等一對鋼製模板10之側板部13外側面的連接板（省略圖示）而連接。連接板對側板部13之固定，例如可使用自鑽螺釘或螺栓。此外，在接合後之鋼製模板10中澆灌小梁混凝土20時，宜在鋼製模板10之接合點以暫設支架支撐鋼製模板10。如此分割構造可使鋼製模板10之製造作業性及搬運效率提高，以及即使係大跨距之小梁1，仍可接合複數個標準跨距之小梁1進行構築。Alternatively, the steel formwork 10 may be divided at more than one position in the longitudinal direction and joined at the installation site. The division number and position of the steel formwork 10 can be arbitrarily determined. For example, the steel formwork 10 may be divided into a plurality of pieces by a length that can be mounted on a transport vehicle. The division position is preferably a place where the moment applied to the steel template 10 after joining is small. The method of joining the divided steel formwork 10 is not limited, but, for example, one pair of steel formwork 10 may be butted to each other in the divided state through the outer surfaces of the side plate portions 13 of the pair of steel formwork 10 respectively. Connection board (not shown) and connected. For fixing the connecting plate to the side plate portion 13, for example, self-drilling screws or bolts can be used. In addition, when the trabecular concrete 20 is poured into the steel formwork 10 after joining, it is preferable to temporarily support the steel formwork 10 at the joints of the steel formwork 10 with a bracket. Such a split structure can improve the manufacturing workability and handling efficiency of the steel formwork 10, and even if it is a large-span spar 1, it can still be constructed by joining a plurality of standard-span spar 1.

（與大梁之接合部） 各實施形態係說明大梁2係鋼筋混凝土梁的情況，不過不限於此，例如係鋼結構梁亦無妨。第十二圖係顯示第三變形例之小梁100與大梁110的接合部附近之圖，第十二(a)圖係左側視圖，第十二(b)圖係第十二(a)圖之B-B箭頭方向觀看剖面圖。如該第十二圖所示，本第三變形例係小梁100之軸心方向（+Y-Y方向）的端部接合於鋼結構梁之大梁110。此處，在大梁110之側面例如藉由焊接而接合有XZ剖面為概略U字狀的畚斗構件120，藉由在該畚斗構件120中收容小梁100之鋼製模板10，可將小梁100與大梁110相互接合。(Jointed Part with Girder) Each embodiment describes the case where the girder is a 2 series reinforced concrete beam, but it is not limited to this. For example, it may be a steel structural beam. The twelfth figure is a view showing the vicinity of the joint between the trabecular 100 and the girder 110 of the third modification. The twelfth (a) figure is a left side view, and the twelfth (b) figure is a twelfth (a) figure. View the cross-section in the direction of the BB arrow. As shown in the twelfth figure, the end of the third modification example of the trabecular 100 in the axial center direction (+ Y-Y direction) is joined to the girders 110 of the steel structural beam. Here, a bucket member 120 having a substantially U-shaped XZ cross section is joined to the side of the beam 110 by welding, for example, and a steel template 10 containing the beam 100 in the bucket member 120 can be made small. The beam 100 and the girder 110 are joined to each other.

或是，亦可進一步擴大大梁110中之小梁1的暗嵌接寬。第十三圖係顯示第四變形例之小梁1與大梁110的接合部附近之圖，第十三(a)圖係右側視圖，第十三(b)圖係俯視圖。如該第十三圖所示，大梁110由鋼筋混凝土構成，在大梁110之內部配置：沿著大梁110之長度方向而配置之複數個主筋30；及配置於與其長度方向正交之方向的肋筋31，且為複數個包圍主筋30之肋筋31（第十三(b)圖之圖示，權宜上，在主筋30中僅圖示Y方向之最外方的主筋30）。在該大梁110側部對應於小梁1之部位形成有用於使小梁1之前端暗嵌接於大梁110之缺口111。另外，小梁1配置成與大梁110正交，且其一部分經由缺口111而接合於大梁110。具體而言，小梁1之底板部12、凸緣部14、及補強部15，其大梁110側之端面位於與大梁之小梁1側的側面大致形成同一平面之位置，而小梁1之一對側板部13超過大梁之小梁1側的側面，並以超過大梁110之面層厚度的長度L10程度而收容於小梁1內部。此處所謂「面層厚度」，係從大梁110之側面至肋筋31的混凝土厚度部分，且係第十三圖之尺寸L11的厚度。如此，藉由以大梁110之面層厚度11以上長度L10程度將小梁1收容於大梁110中，可使小梁1與大梁110之接合強度進一步提高。Alternatively, the concealed joint width of the beam 1 in the beam 110 can be further enlarged. The thirteenth figure is a view showing the vicinity of the joint between the trabecular 1 and the girder 110 of the fourth modification, the thirteenth (a) figure is a right side view, and the thirteenth (b) figure is a top view. As shown in the thirteenth figure, the girder 110 is made of reinforced concrete and is arranged inside the girder 110: a plurality of main ribs 30 arranged along the length direction of the girder 110; and ribs arranged in a direction orthogonal to the length direction thereof The ribs 31 are a plurality of ribs 31 surrounding the main ribs 30 (illustrated in the thirteenth (b) diagram, expediently, only the outermost main ribs 30 in the Y direction are shown in the main ribs 30). A notch 111 is formed at a portion of the side portion of the girder 110 corresponding to the girder 1 for blindly engaging the front end of the girder 1 to the girder 110. In addition, the spar 1 is arranged orthogonal to the spar 110, and a part of the spar 1 is joined to the spar 110 via the cutout 111. Specifically, in the bottom plate portion 12, the flange portion 14, and the reinforcing portion 15 of the trabecular 1, the end face of the spar 110 side is located at a position that is approximately the same plane as the side face of the spar 1 side of the spar. The pair of side plate portions 13 are housed inside the spar 1 over a length L10 exceeding the thickness of the surface layer of the spar 110 on the side of the spar 1 side of the spar. The “surface layer thickness” here refers to the thickness of the concrete from the side of the girders 110 to the ribs 31 and the thickness of the dimension L11 in the thirteenth figure. In this way, by accommodating the spar 1 in the spar 110 to a thickness of 11 or more and a length L10 of the surface layer of the spar 110, the joint strength of the spar 1 and the spar 110 can be further improved.

特別是第十三圖之例，係將錨筋17暗嵌接於大梁110。該錨筋17係沿著X方向並列設置之複數支棒狀配筋，且將暗嵌接於大梁110之一對側板部13相互連結的方式，在形成於此等一對側板部13之配筋孔（參照後述之第十六圖的符號13a）中相通，並藉由焊接等固定於此等一對側板部13。此外，特別是藉由將錨筋17配置於比肋筋31靠近大梁110之Y方向中央位置附近的位置（-Y方向側之位置），而以錨筋17與一對側板部13圍繞肋筋31之至少一部分。該構造中，由於錨筋17向+Y方向之移動受到肋筋31管制，因此可藉由錨筋17之支承壓力（局部壓縮力）使小梁1與大梁110之接合強度進一步提高。另外，第十三圖之例，係一對側板部13中，為了配置需要數量（第十三圖係3支）之錨筋17，而僅將最低限度之必要高度部分收容於大梁110，因而，在不需要之高度部分形成缺口18而開設缺口。另外，此種小梁1對大梁110之收容方法不拘，不過，例如亦可在經由形成於大梁110之模板的缺口部111，將鋼製模板10之端部收容於大梁110的模板，並以圍繞肋筋31之至少一部分的方式配置錨筋17，而固定於側板部13狀態下，在大梁110之模板與鋼製模板10中澆灌混凝土。In particular, in the example of the thirteenth figure, the anchor rib 17 is concealed in the beam 110. The anchor ribs 17 are a plurality of rod-shaped reinforcements arranged side by side along the X direction, and are concealed in a pair of side plate portions 13 that are concealed in one of the girders 110. The rib holes (refer to symbol 13a of the sixteenth figure described later) communicate with each other and are fixed to the pair of side plate portions 13 by welding or the like. In addition, the anchor ribs 17 are arranged near the center position in the Y direction of the girders 110 (the position on the −Y direction side) than the rib ribs 31, and the rib ribs are surrounded by the anchor ribs 17 and the pair of side plate portions 13. At least part of 31. In this structure, since the movement of the anchor rib 17 in the + Y direction is controlled by the rib 31, the joint pressure of the anchor rib 17 (local compressive force) can further increase the joint strength of the spar 1 and the spar 110. In addition, the example of the thirteenth figure is a pair of side plate portions 13 in which the required number of anchor ribs 17 (three in the thirteenth figure) are arranged, and only the minimum necessary height is accommodated in the beam 110, so A notch 18 is formed at an unnecessary height portion to open a notch. In addition, the method of accommodating the girders 110 is not limited to this type of girders 1, but, for example, the end of the steel formwork 10 may be accommodated in the formwork of the girders 110 through the notch 111 formed in the formwork of the girders 110, and Anchor ribs 17 are arranged around at least a part of the ribs 31, and in a state of being fixed to the side plate portion 13, concrete is poured into the formwork of the girders 110 and the steel formwork 10.

不過，亦可不設缺口18，而僅將一對側板部13照樣以該高度收容於大梁110。第十四圖係顯示第五變形例之小梁1與大梁110的接合部附近之右側視圖（另外，關於第五～第八變形例，未說明處與第四變形例相同）。如該第十四圖所示，小梁1之一對側板部13照樣以該高度向大梁110延伸，該一對側板部13是以大梁110之面層厚度以上的長度程度收容於大梁110。However, the gap 18 may not be provided, and only the pair of side plate portions 13 may be accommodated in the beam 110 at the same height. The fourteenth figure is a right side view showing the vicinity of the joint between the small beam 1 and the large beam 110 in the fifth modification (the fifth to eighth modifications are the same as those in the fourth modification without explanation). As shown in the fourteenth figure, one pair of side plate portions 13 of the spar 1 extend toward the girders 110 at this height, and the pair of side plate portions 13 are accommodated in the spar 110 by a length equal to or greater than the thickness of the surface layer of the spar 110.

或是，亦可將一對側板部13之一部分與支承壓力有效部分暗嵌接於大梁110。第十五圖係顯示第六變形例之小梁1與大梁110的接合部附近之右側視圖，第十六圖係第十五圖之小梁1的鋼製模板10之端部立體圖。如此等第十五、十六圖所示，小梁1係以其一對側板部13照樣以該高度朝向大梁110延伸（或是，鋼製模板10之凸緣部14及補強部15的一部分、與底板部12之一部分開設缺口），一對側板部13以大梁110之面層厚度以上的長度L10程度收容於大梁110。該構造中，需要在收容於大梁110之小梁1的一部分中設置承受錨筋17之支承壓力的部分（支承壓力有效部分）。該支承壓力有效部分可依希望之支承壓力而異，例如設定成寬度100mm（=不切除而保留之凸緣部14的一部分在X方向之寬度L12=50mm；與不切除而保留之底板部12的一部分在X方向之寬度L13=50mm之和）程度。若為該程度寬度之支承壓力有效部分，因為與肋筋31干擾之可能性低，所以可順利地暗嵌接於大梁110。Alternatively, a part of the pair of side plate portions 13 and a supporting pressure effective portion may be concealed in the frame 110. The fifteenth figure is a right side view showing the vicinity of the joint between the spar 1 and the spar 110 of the sixth modification, and the sixteenth is a perspective view of the end of the steel formwork 10 of the spar 1 of the fifteenth figure. As shown in the fifteenth and sixteenth figures, the trabecular 1 is extended toward the girders 110 at this height with its pair of side plate portions 13 (or a part of the flange portion 14 and the reinforcing portion 15 of the steel formwork 10). And a gap is formed between one part of the bottom plate portion 12), and the pair of side plate portions 13 are accommodated in the beam 110 to a length L10 greater than the thickness of the surface layer of the beam 110. In this structure, it is necessary to provide a part (supporting pressure effective part) which receives the support pressure of the anchor 17 in a part of the small beam 1 accommodated in the girder 110. The effective portion of the supporting pressure may vary depending on the desired supporting pressure. For example, it is set to a width of 100 mm (= a portion of the flange portion 14 that is retained without cutting is in the X direction width L12 = 50 mm; and a bottom plate portion 12 that is retained without being removed Part of the width in the X direction L13 = 50mm sum). If it is the effective part of the supporting pressure of this width, the possibility of interference with the ribs 31 is low, so it can be smoothly embedded in the beam 110.

或是，亦可後接大梁110之暗嵌接部分。第十七圖係第七變形例之小梁1與大梁110的接合部附近之右側視圖。如該第十七圖所示，除了小梁1的底板部12、凸緣部14、及補強部15之外，一對側板部13停在其大梁110側之端面與大梁110之小梁1側的側面大致成為同一平面的位置。此處，接合板19係以包含鑽螺釘及螺栓之任意方法固定於一對側板部13的外側面，僅該接合板19超過大梁110之小梁1側的側面，並以大梁110之層面厚度以上的長度L11程度收容於大梁110之內部。此種構造不需要對複雜形狀之鋼製模板10實施開設缺口等之加工，只須將接合板19後接於側板部13即可，因此施工容易。Alternatively, it can be connected to the concealed part of the beam 110 afterwards. The seventeenth figure is a right side view near the joint between the small beam 1 and the large beam 110 in the seventh modification. As shown in the seventeenth figure, in addition to the bottom plate portion 12, the flange portion 14, and the reinforcing portion 15 of the spar 1, the pair of side plate portions 13 stop at the end face of the spar 110 side and the spar 1 of the spar 110. The side surfaces are approximately in the same plane. Here, the joint plate 19 is fixed to the outer side surfaces of the pair of side plate portions 13 by any method including drilling screws and bolts. Only the joint plate 19 exceeds the side surface on the side of the spar 1 of the girder 110, and the thickness of the spar 110 is The above length L11 is accommodated inside the beam 110. Such a structure does not require processing such as opening a notch on the steel template 10 having a complicated shape, and it is only necessary to connect the joining plate 19 to the side plate portion 13 later, and thus the construction is easy.

此外，亦可將配置於大梁110兩側之小梁1相互連結。第十八圖係顯示第八變形例之小梁1與大梁110的接合部附近之側視圖，第十九圖係第十八圖之俯視圖。如此等第十八圖、第十九圖所示，在大梁110之兩側設有沿著與大梁110之長度方向正交的方向而配置之一對小梁1，此等一對小梁1配置於相互對應之同一直線上的位置，並與大梁110對接。而後，此等一對小梁1經由從上方固定於其凸緣部14之錨筋17'而相互連接。採用該構造時，即使對小梁1施加從大梁110離開方向之拉力，仍可藉由錨筋17'抵抗該拉力。In addition, the beams 1 arranged on both sides of the beam 110 may be connected to each other. The eighteenth figure is a side view showing the vicinity of the joint portion of the small beam 1 and the girder 110 in the eighth modification, and the nineteenth figure is a top view of the eighteenth figure. As shown in the eighteenth and nineteenth figures, a pair of girders 1 are disposed on both sides of the girders 110 along a direction orthogonal to the length direction of the girders 110, and the pair of girders 1 They are arranged at positions on the same straight line corresponding to each other, and are docked with the beam 110. Then, the pair of small beams 1 are connected to each other via anchor ribs 17 ′ fixed to the flange portions 14 from above. With this structure, even if a pulling force in the direction away from the girder 110 is applied to the small beam 1, the pulling force can still be resisted by the anchor 17 '.

此外，各實施形態係同時澆灌小梁混凝土20與大梁混凝土，不過不限於此，即使逐一澆灌亦無妨。例如先澆灌大梁混凝土時，亦可將凝固之大梁混凝土的側面削成與小梁1、50之軸剖面形狀大致一致的形狀（帽形狀），並在該切削之部分設置小梁1、50之鋼製模板10的端部，其次澆灌小梁混凝土20。In addition, in each embodiment, the small beam concrete 20 and the large beam concrete are simultaneously poured, but it is not limited to this, and even if it is poured one by one. For example, when pouring the girder concrete first, the side of the solidified girder concrete can also be cut into a shape (hat shape) that is approximately the same as the axial cross-sectional shape of the girders 1, 50, and the spar 1, 50 The end of the steel formwork 10 is followed by pouring the trabecular concrete 20.

（關於凸緣部） 各實施形態設有凸緣部14，不過，即使省略該凸緣部14，將軸剖面形狀形成概略U字狀構件來構成鋼製模板10亦無妨。此外，凸緣部14係設於側板部13之上端，不過不限於此，即使設於上端以外之位置（例如，比上端在指定距離（例如數公分）下方的位置）亦無妨。(About the flange part) Although the flange part 14 is provided in each embodiment, even if this flange part 14 is abbreviate | omitted, the steel template 10 may be comprised by making the axial cross-sectional shape into a rough U-shaped member. In addition, the flange portion 14 is provided on the upper end of the side plate portion 13, but it is not limited to this, and may be provided at a position other than the upper end (for example, a position lower than the upper end by a specified distance (for example, several centimeters)).

（關於補強部） 各實施形態係在凸緣部14之外端設有補強部15，不過，凸緣部14可承受混凝土之荷重時，亦可省略該補強部15。此外，除了該補強部15，或是取而代之，即使進一步設置用於補強凸緣部14之補強手段亦無妨。例如，即使在凸緣部14之上面或下面貼合補強用之鋼板來補強亦無妨。此種鋼板亦可通過凸緣部14之前後方向貼合，或是，即使僅在特別需要強度之部分（例如在凸緣部14之前後方向的中央附近）重點地貼合亦無妨。(About the reinforcement part) In each embodiment, the reinforcement part 15 is provided in the outer end of the flange part 14, However, When the flange part 14 can bear the load of concrete, this reinforcement part 15 may be omitted. In addition, in addition to the reinforcing portion 15 or in place thereof, it is not necessary to further provide a reinforcing means for reinforcing the flange portion 14. For example, even if a steel plate for reinforcement is bonded to the upper or lower surface of the flange portion 14 for reinforcement. Such a steel plate may be bonded in the front-back direction of the flange portion 14 or may be bonded in a focused manner only in a portion where strength is particularly required (for example, near the center in the front-back direction of the flange portion 14).

或是，亦可變更補強部15之形狀。第二十圖係對應於第一(a)圖之A-A箭頭方向觀看剖面的剖面圖，且係第九變形例之小梁200的鋼製模板210之剖面圖。如該第二十圖所示，在鋼製模板210上設有第二補強部216。該第二補強部216係從補強部215之下端向側板部213延伸的鋼板。如此藉由設置第二補強部216，可更有效抑制澆灌平板混凝土4而凸緣部214承受平板之荷重時，凸緣部14之外端局部壓曲。此外，藉由第二補強部216僅局部補強強度低之部分，可使整個鋼製模板210減少厚度。Alternatively, the shape of the reinforcing portion 15 may be changed. The twentieth figure is a cross-sectional view corresponding to the cross-section viewed in the direction of the arrow A-A in the first (a) figure, and is a cross-sectional view of the steel template 210 of the trabecular 200 of the ninth modification. As shown in the twentieth figure, a second reinforcing portion 216 is provided on the steel template 210. The second reinforcing portion 216 is a steel plate extending from the lower end of the reinforcing portion 215 to the side plate portion 213. By providing the second reinforcing portion 216 in this way, when the slab concrete 4 is poured and the flange portion 214 receives the load of the slab, the outer end of the flange portion 14 is partially buckled. In addition, the second reinforcing portion 216 only partially reinforces a portion having a low strength, so that the entire steel template 210 can be reduced in thickness.

此外，該第二補強部216亦可以其他樣態設置。第二十一圖係對應於第一(a)圖之A-A箭頭方向觀看剖面的剖面圖，且係第十變形例之小梁200的鋼製模板210之剖面圖。該第二十一圖之例中，第二補強部216係藉由將凸緣部214之外端朝向側板部213折回而形成，並省略補強部215。In addition, the second reinforcing portion 216 may be provided in other modes. The twenty-first figure is a cross-sectional view corresponding to the cross-section viewed in the direction of the arrow A-A in the first (a) figure, and is a cross-sectional view of the steel template 210 of the trabecular 200 of the tenth modification. In the example of the twenty-first figure, the second reinforcing portion 216 is formed by folding the outer end of the flange portion 214 toward the side plate portion 213, and the reinforcing portion 215 is omitted.

（關於Z型鋼） 各實施形態係將一對Z型鋼11相互重疊並藉由螺栓接合，不過接合之具體方法不限於此。第二十二圖係對應於第一(a)圖之A-A箭頭方向觀看剖面的剖面圖，且第二十二(a)圖係第十一變形例之小梁200的鋼製模板210之剖面圖，第二十二(b)圖係第十二變形例之小梁300的鋼製模板310之剖面圖。亦即，如第二十二(a)圖所示，亦可將一對Z型鋼220之底板部221彼此對接之面作為接合面222，而焊接接合各個該面。此外，如第二十二(b)圖所示，亦可將一對Z型鋼320之底板部321的端部向上方折回，將該折回部分322之內側側面作為接合面323而接合狀態下，使用鉚接配件324接合折回部分。或是，亦可藉由在一對Z型鋼320之底板部321的各端部從下方或上方打入鑽螺釘或螺絲，來接合此等各端部。此時，亦可藉由使鑽螺釘或螺絲在一對Z型鋼320之內部空間例如突出數cm程度，來進一步提高澆灌於該內部空間之小梁混凝土20與Z型鋼320的接合強度。(About Z-shaped steel) Each embodiment is a pair of Z-shaped steels 11 superimposed on each other and joined by bolts, but the specific method of joining is not limited to this. The twenty-second figure is a sectional view corresponding to the cross-section viewed in the direction of the arrow AA of the first (a) figure, and the twenty-second (a) figure is a section of the steel formwork 210 of the trabecular 200 of the eleventh modification. Fig. 22 (b) is a cross-sectional view of a steel template 310 of a trabecular 300 of a twelfth modification. That is, as shown in FIG. 22 (a), a surface where the bottom plate portions 221 of the pair of Z-shaped steels 220 abut each other may be used as the joint surface 222, and each of the surfaces may be welded and joined. In addition, as shown in FIG. 22 (b), the ends of the bottom plate portion 321 of the pair of Z-shaped steels 320 may be folded upward, and the inner side surface of the folded portion 322 may be used as the bonding surface 323 to be bonded. The folded-back portion is joined using a riveting fitting 324. Alternatively, the end portions of the bottom plate portion 321 of the pair of Z-shaped steels 320 may be drilled with screws or screws from below or above to join the ends. At this time, the joint strength of the trabecular concrete 20 and the Z-shaped steel 320 poured into the inner space can be further increased by making the drill screw or the screw protrude in the inner space of the pair of Z-shaped steel 320 by, for example, several cm.

（關於鉸接構件） 各實施形態係說明在鋼製模板10形成時（相互接合一對Z型鋼11時），為了固定一對Z型鋼11之相對位置，而設置模板支撐方木或コ字狀膠合板之暫設構件（在澆灌混凝土前拆除之構件），不過，即使取代該暫設構件，或是除了該暫設構件之外，還設置用於固定一對Z型鋼11之相對位置的常設構件（澆灌混凝土前不拆除的構件。以下稱鉸接構件）亦無妨。第二十三圖係對應於第一(a)圖之A-A箭頭方向觀看剖面的剖面圖，且第二十三(a)圖係第十三變形例之小梁400的鋼製模板410，第二十三(b)圖係第十四變形例之小梁500的鋼製模板510。亦即，如第二十三(a)圖所示，亦可設置可連接一對Z型鋼420之各凸緣部421的鉸接構件422，如第二十三(b)圖所示，亦可設置可連接一對Z型鋼520之各側板部521的鉸接構件522。藉由設置此等鉸接構件422、522來固定一對Z型鋼420、520之相對位置，可防止在澆灌小梁混凝土20時，因小梁混凝土20重疊導致一對Z型鋼420、520相互向外打開。(About the hinge member) In each embodiment, when the steel formwork 10 is formed (when a pair of Z-shaped steels 11 are joined to each other), in order to fix the relative positions of the pair of Z-shaped steels 11, a template is supported to support square wood or U-shaped plywood Temporary components (components removed before pouring concrete), but even if the temporary component is replaced, or in addition to the temporary component, a permanent component for fixing the relative position of a pair of Z-shaped steels 11 is provided ( The components that are not removed before the concrete is poured (hereinafter referred to as the hinged components) are also fine. The twenty-third figure is a cross-sectional view corresponding to the cross-section viewed in the direction of the AA arrow of the first (a) figure, and the twenty-third (a) figure is a steel template 410 of the trabecular 400 of the thirteenth modification. Twenty-three (b) is a steel template 510 of a trabecular 500 of the fourteenth modification. That is, as shown in FIG. 23 (a), a hinge member 422 that can connect each flange portion 421 of a pair of Z-shaped steels 420 may be provided. As shown in FIG. 23 (b), it may also be provided. A hinge member 522 is provided to which each side plate portion 521 of a pair of Z-shaped steels 520 can be connected. By arranging these hinge members 422 and 522 to fix the relative positions of the pair of Z-shaped steels 420 and 520, it is possible to prevent the pair of Z-shaped steels 420 and 520 from facing each other when the trabecular concrete 20 overlaps when the trabecular concrete 20 is poured. turn on.

特別是第二十三(b)圖所示之鉸接構件522宜設置於從一對側板部之上端位置至比該上端位置在一對側板部之高度的1/3程度下方位置之範圍內（第二十三(b)圖之尺寸L12的範圍內）。一對Z型鋼420、520欲相互向外打開時，因為側板部13將底板部12與側板部13之邊界作為支點欲向外側轉動，所以愈接近側板部13上端，一對側板部13相互間的距離愈大。但是，藉由在上述範圍內設置鉸接構件522，由於可在比較接近一對側板部13上端之位置固定此等一對側板部13的相對位置，因此，與在比該範圍下方位置設置鉸接構件522時比較，可更有效防止一對側板部13相互向外打開。In particular, the hinge member 522 shown in FIG. 23 (b) should be provided in a range from the upper end position of the pair of side plate portions to a position lower than 1/3 of the height of the pair of side plate portions. Twenty-three (b) of the dimension L12). When a pair of Z-shaped steels 420 and 520 are to be opened outward from each other, since the side plate portion 13 uses the boundary between the bottom plate portion 12 and the side plate portion 13 as a fulcrum to rotate outward, the closer to the upper end of the side plate portion 13, the pair of side plate portions 13 are mutually The greater the distance. However, by providing the hinge member 522 within the above range, since the relative positions of the pair of side plate portions 13 can be fixed relatively close to the upper ends of the pair of side plate portions 13, the hinge member is provided at a position lower than the range. Compared with 522 hours, the pair of side plate portions 13 can be more effectively prevented from opening outward from each other.

（關於主筋配筋步驟） 各實施形態係在鋼製模板設置步驟之後進行主筋配筋步驟，不過不限於此，亦可在主筋配筋步驟之後進行鋼製模板設置步驟。此時，亦可首先在主筋配筋步驟中配置主筋30，並以從下方覆蓋該主筋30之方式配置一對Z型鋼11，在將一對Z型鋼11之各底板部12重疊狀態下，藉由從底板部12之下方插通螺栓，而相互接合一對Z型鋼11。(About the main reinforcement reinforcement step) In each embodiment, the main reinforcement reinforcement step is performed after the steel template installation step. However, the present invention is not limited to this. The steel template installation step may be performed after the main reinforcement reinforcement step. At this time, firstly, the main ribs 30 may be arranged in the main rib reinforcement step, and a pair of Z-shaped steels 11 may be disposed so as to cover the main ribs 30 from below. A pair of Z-shaped steels 11 are engaged with each other by inserting bolts from below the bottom plate portion 12.

（附記） 附記1之鋼製模板係用於形成鋼結構混凝土梁之鋼製模板，且具備一對框架構件，前述一對框架構件分別具備：底板部；及側板部，其係從前述底板部向上延伸；前述底板部具有接合面，其係用於將前述一對框架構件之各個底板部相互接合，藉由前述一對框架構件之各個底板部及側板部形成可澆灌混凝土之溝部。(Supplementary Note) The steel formwork of Supplementary Note 1 is a steel formwork for forming a steel structural concrete beam, and includes a pair of frame members each including: a bottom plate portion and a side plate portion extending upward from the bottom plate portion. ; The bottom plate portion has a joint surface, which is used to join the bottom plate portions of the pair of frame members to each other, and each of the bottom plate portions and the side plate portions of the pair of frame members forms a trench portion capable of pouring concrete.

申請專附記2之鋼製模板，如附記1之鋼製模板，其中前述鋼結構混凝土梁之容許彎矩或容許剪力，係藉由下述公式（1）估計， （公式1）Fa ＝FRC +β‧FS 其中， Fa ：前述鋼結構混凝土梁之容許彎矩或容許剪力 FRC ：前述混凝土之容許彎矩或容許剪力 β：前述鋼製模板之容許彎矩或容許剪力的負擔係數，且為0.5以下之負擔係數 FS ：前述鋼製模板之容許彎矩或容許剪力。The steel formwork for the application of Supplementary Note 2, such as the steel formwork for Supplementary Note 1, in which the allowable bending moment or allowable shear force of the aforementioned steel structure concrete beam is estimated by the following formula (1), (formula 1) F a = F RC + β‧F S, where F a : allowable bending moment or allowable shearing force of the aforementioned concrete steel beam F RC : allowable bending moment or allowable shearing force of the aforementioned concrete β: allowable bending moment or allowable of the aforementioned steel formwork Load factor of shear force, and load factor F S of 0.5 or less: Allowable bending moment or allowable shear force of the aforementioned steel formwork.

附記3之鋼製模板，如附記1或附記2之鋼製模板，其中前述鋼結構混凝土梁係其一部分接合於大梁者，且前述鋼製模板具備在前述鋼製模板長度方向上之前述大梁側的端部，且係經由形成於前述大梁側面之缺口，而收容於前述大梁之前述大梁面層厚度以上長度的端部。The steel formwork of Attachment 3, such as the steel formwork of Attachment 1 or 2, wherein the aforementioned steel structure concrete beam is a part of which is connected to the beam, and the steel formwork is provided with the side of the beam in the length direction of the steel formwork The end portion is accommodated in the end portion of the beam having a thickness greater than the thickness of the surface layer of the beam through a notch formed on a side surface of the beam.

附記4之鋼製模板，如附記1至至附記3中任一項之鋼製模板，其中將用於相互固定前述一對側板部之鉸接構件，設於從前述一對側板部之上端位置至比該上端位置在前述一對側板部之高度的1/3下方位置之範圍內。The steel formwork of Note 4, such as the steel formwork of any of Notes 1 to 3, wherein a hinge member for fixing the pair of side plate portions to each other is provided from the upper end position of the pair of side plate portions to The position above the upper end is within a range of a position below 1/3 of the height of the pair of side plate portions.

附記5之鋼製模板，如附記1至附記4中任一項之鋼製模板，其中前述鋼製模板具備從前述側板部之上端向外延伸的凸緣部。The steel template of Appendix 5 is the steel template of any one of Appendix 1 to Appendix 4, wherein the steel template includes a flange portion extending outward from the upper end of the side plate portion.

附記6之鋼製模板，如附記5之鋼製模板，其中前述鋼製模板具備從前述凸緣部之外端向下或向上延伸之補強部。The steel template of Appendix 6 is the steel template of Appendix 5, wherein the steel template includes a reinforcing portion extending downward or upward from the outer end of the flange portion.

（附記之效果） 採用附記1之鋼製模板時，由於可形成以底板部之接合面相互接合一對框架構件，而具有溝部之鋼製模板，因此，可省略為了形成溝部而將薄型鋼板進行軋輥成形或擠壓成形之作業，可減少加工所需之工時及成本，並且由於可在施工現場相互接合一對框架構件而形成溝部，因此，可將一對框架構件在並未相互接合狀態下重疊來搬運，可增大一次可搬運之框架構件數量，可減少搬運所需之工時及成本。(Effects of Supplementary Note) When the steel template of Supplementary Note 1 is used, a steel template having a groove portion can be formed by joining a pair of frame members to each other at the joint surface of the bottom plate portion. Therefore, it is possible to omit the thin steel plate to form the groove portion The roll forming or extrusion forming operation can reduce the man-hours and costs required for processing, and can form a groove portion by joining a pair of frame members to each other at the construction site. Therefore, a pair of frame members can be left in an unjoined state. It can increase the number of frame members that can be transported at one time and reduce the man-hours and costs required for transport.

採用附記2之鋼製模板時，可計算考慮到鋼製模板與混凝土之各個負擔比率的複合性容許彎矩及容許剪力，可使鋼結構混凝土梁之設計達到最佳化。When the steel formwork in Appendix 2 is used, the composite allowable bending moment and allowable shear force can be calculated in consideration of the various load ratios of the steel formwork and concrete, which can optimize the design of the steel structure concrete beam.

採用附記3之鋼製模板時，藉由將鋼製模板之端部，且為大梁之面層厚度以上長度的端部收容於大梁，可使小梁與大梁之接合強度進一步提高。When the steel formwork of Appendix 3 is adopted, the end of the steel formwork and the end of the thickness of the surface layer of the beam or more is accommodated in the beam, which can further improve the joint strength between the beam and the beam.

採用附記4之鋼製模板時，由於可在比較靠近一對側板上端之位置固定此等一對側板的相對位置，因此與在比該範圍下方位置設置鉸接構件時比較，可更有效防止一對側板相互向外打開。When the steel formwork of Note 4 is used, the relative positions of the pair of side plates can be fixed relatively close to the upper ends of the pair of side plates, so that the pair of side plates can be prevented more effectively than when a hinge member is provided below the range. The side panels open outward from each other.

採用附記5之鋼製模板時，由於具備凸緣部，因此可以凸緣部承受鋼結構混凝土梁所支撐之平板的荷重，而順利地流向鋼結構混凝土梁，鋼結構混凝土梁之強度提高。When the steel formwork of Note 5 is used, since the flange portion is provided, the flange portion can bear the load of the slab supported by the steel structure concrete beam and smoothly flow to the steel structure concrete beam, and the strength of the steel structure concrete beam is improved.

採用附記6之鋼製模板時，由於在凸緣部外端具備補強部，因此可藉由補強部抑制在鋼製模板之溝部及凸緣部上澆灌混凝土時凸緣部之壓曲，鋼結構混凝土梁之強度提高。When the steel formwork of Appendix 6 is used, since the reinforcement part is provided at the outer end of the flange part, the reinforcement part can suppress buckling of the flange part when pouring concrete on the groove part and the flange part of the steel formwork, and the steel structure The strength of the concrete beam is increased.

1、50、100、200、300、400、500‧‧‧小梁1, 50, 100, 200, 300, 400, 500

2、110‧‧‧大梁2.110‧‧‧Girder

2a‧‧‧木製模板2a‧‧‧Wooden formwork

2b‧‧‧小梁收容部2b‧‧‧Trabecular Containment Section

2c‧‧‧凸緣收容部2c‧‧‧ flange receiving section

2d‧‧‧密封材料2d‧‧‧sealing material

3‧‧‧寬波紋鋼板3‧‧‧wide corrugated steel plate

4‧‧‧平板混凝土4‧‧‧ slab concrete

10、210、310、410、510‧‧‧鋼製模板10, 210, 310, 410, 510‧‧‧ steel formwork

11、11'、220、320、420、520‧‧‧Z型鋼11, 11 ', 220, 320, 420, 520‧‧‧Z-shaped steel

12、221、321‧‧‧底板部12, 221, 321‧‧‧ floor

13、213、521‧‧‧側板部13,213,521‧‧‧‧Side panel

13a‧‧‧配筋孔13a‧‧‧ Reinforcing hole

14、214、421‧‧‧凸緣部14, 214, 421‧‧‧ flange

15、215‧‧‧補強部15, 215‧‧‧ Reinforcement Department

16、222、323‧‧‧接合面16,222,323‧‧‧Joint surface

17、17'‧‧‧錨筋17, 17'‧‧‧ Anchor

18、111‧‧‧缺口18, 111‧‧‧ gap

19‧‧‧接合板19‧‧‧ Splice Plate

20‧‧‧小梁混凝土20‧‧‧ Trabecular concrete

30‧‧‧主筋30‧‧‧ main tendon

31‧‧‧肋筋31‧‧‧ ribs

40‧‧‧貫穿孔40‧‧‧through hole

51‧‧‧圓形孔51‧‧‧ round hole

52‧‧‧圓筒模板52‧‧‧Cylinder template

60‧‧‧鋼板60‧‧‧ steel plate

120‧‧‧畚斗構件120‧‧‧ bucket components

216‧‧‧第二補強部216‧‧‧Second Reinforcement Department

322‧‧‧折回部分322‧‧‧Return part

324‧‧‧鉚接配件324‧‧‧Riveting accessories

422、522‧‧‧鉸接構件422, 522‧‧‧ hinged members

第一圖係顯示本發明實施形態1之鋼結構混凝土梁（小梁）的圖，第一(a)圖係左側視圖，第一(b)圖係第一(a)圖之A-A箭頭方向觀看剖面圖。 第二圖係顯示在小梁與大梁之接合部附近施工時的暫時性狀態之分解立體圖。 第三圖係顯示小梁之剖面與估計參數的關係圖。 第四圖係顯示平板厚度與長期彎曲剛度彼之關係的曲線圖。 第五圖係顯示平板厚度與短期彎曲剛度彼之關係的曲線圖。 第六圖係顯示無貫穿孔時，小梁之負載荷重與鋼製模板的剪切剛性比之關係曲線圖。 第七圖係顯示有貫穿孔時，小梁之負載荷重與鋼製模板的剪切剛性比之關係曲線圖。 第八圖係對應於第一(a)圖之A-A箭頭方向觀看剖面的剖面立體圖，第八(a)圖顯示鋼製模板設置步驟完成時，第八(b)圖顯示主筋配筋步驟、寬波紋鋼板設置步驟、及澆灌步驟完成時，第八(c)圖顯示貫穿步驟完成時的小梁。 第九圖係對應於第一(a)圖之A-A箭頭方向觀看剖面的剖面立體圖，第九(a)圖顯示鋼製模板設置步驟、及圓筒模板設置步驟完成時，第九(b)圖顯示主筋配筋步驟、寬波紋鋼板設置步驟、及澆灌步驟完成時，第九(c)圖顯示貫穿步驟完成時的小梁。 第十圖係顯示Z型鋼之搬運狀態圖，第十(a)圖係顯示實施形態1之Z型鋼搬運狀態的端面圖，第十(b)圖係顯示第一變形例之Z型鋼搬運狀態的端面圖。 第十一圖係顯示第二變形例之鋼製模板圖，第十一(a)圖係彎曲前之鋼製模板的俯視圖，第十一(b)圖係彎曲後之鋼製模板的側視圖。 第十二圖係顯示第三變形例之小梁與大梁的接合部附近之圖，第十二(a)圖係左側視圖，第十二(b)圖係第十二(a)圖之B-B箭頭方向觀看剖面圖。 第十三圖係顯示第四變形例之小梁與大梁的接合部附近之圖，第十三(a)圖係右側視圖，第十三(b)圖係俯視圖。 第十四圖係顯示第五變形例之小梁與大梁的接合部附近之右側視圖。 第十五圖係顯示第六變形例之小梁與大梁的接合部附近之右側視圖。 第十六圖係第十五圖之小梁的鋼製模板之端部的立體圖。 第十七圖係顯示第七變形例之小梁與大梁的接合部附近之右側視圖。 第十八圖係顯示第八變形例之小梁與大梁的接合部附近之側視圖。 第十九圖係第十八圖之俯視圖。 第二十圖係對應於第一(a)圖之A-A箭頭方向觀看剖面的剖面圖，且係第九變形例之小梁的鋼製模板剖面圖。 第二十一圖係對應於第一(a)圖之A-A箭頭方向觀看剖面的剖面圖，且係第十變形例之小梁的鋼製模板剖面圖。 第二十二圖係對應於第一(a)圖之A-A箭頭方向觀看剖面的剖面圖，且第二十二(a)圖係第十一變形例之小梁的鋼製模板，第二十二(b)圖係第十二變形例之小梁的鋼製模板。 第二十三圖係對應於第一(a)圖之A-A箭頭方向觀看剖面的剖面圖，且第二十三(a)圖係第十三變形例之小梁的鋼製模板，第二十三(b)圖係第十四變形例之小梁的鋼製模板。The first diagram is a view showing a steel structural concrete beam (trabecular) according to Embodiment 1 of the present invention. The first (a) diagram is a left side view, and the first (b) diagram is viewed in the direction of the AA arrow of the first (a) diagram. Sectional view. The second diagram is an exploded perspective view showing a temporary state during construction near a joint portion of a small beam and a large beam. The third diagram shows the relationship between the section of the trabecular beam and the estimated parameters. The fourth graph is a graph showing the relationship between the thickness of the flat plate and the long-term bending stiffness. The fifth graph is a graph showing the relationship between the thickness of the flat plate and the short-term bending stiffness. The sixth graph is a graph showing the relationship between the load of the trabecular beam and the shear rigidity ratio of the steel formwork when there is no through hole. The seventh graph is a graph showing the relationship between the load of the trabecular beam and the shear rigidity ratio of the steel template when there is a through hole. The eighth figure is a cross-sectional perspective view corresponding to the section viewed in the direction of the AA arrow in the first (a) figure. The eighth (a) figure shows the completion of the steel template setting step, and the eighth (b) figure shows the main reinforcement reinforcement step, At the completion of the corrugated steel plate setting step and the pouring step, the eighth (c) figure shows the trabecular beam at the completion of the step. The ninth figure is a sectional perspective view corresponding to the cross-section viewed in the direction of the AA arrow in the first (a) figure. The ninth (a) figure shows the steel template setting step and the cylindrical template setting step when the ninth (b) figure is completed. When the main reinforcement step, the wide corrugated steel plate setting step, and the pouring step are completed, the ninth (c) diagram shows the trabecular beam when the through step is completed. The tenth diagram is a diagram showing the conveying state of the Z-shaped steel, the tenth (a) diagram is an end view showing the conveyance state of the Z-shaped steel in Embodiment 1, and the tenth (b) diagram is a diagram showing the conveyance state of the Z-shaped steel of the first modification End view. Figure 11 shows the steel template of the second modification. Figure 11 (a) is a top view of the steel template before bending. Figure 11 (b) is a side view of the steel template after bending. . The twelfth figure is a view showing the vicinity of the joint between the trabecular and the girder of the third modification. The twelfth (a) figure is a left side view, and the twelfth (b) figure is a BB of the twelfth (a) figure View the cross section in the direction of the arrow. The thirteenth figure is a view showing the vicinity of the joint between the small beam and the girder of the fourth modification, the thirteenth (a) figure is a right side view, and the thirteenth (b) figure is a top view. The fourteenth figure is a right side view showing the vicinity of the joint between the small beam and the large beam of the fifth modification. The fifteenth figure is a right side view showing the vicinity of the joint between the small beam and the large beam according to the sixth modification. Figure 16 is a perspective view of the end of the steel formwork of the beam of Figure 15. The seventeenth figure is a right side view showing the vicinity of the joint between the small beam and the large beam according to the seventh modification. The eighteenth figure is a side view showing the vicinity of the joint between the small beam and the large beam according to the eighth modification. The nineteenth figure is a top view of the eighteenth figure. The twentieth figure is a cross-sectional view corresponding to the cross-section viewed in the direction of arrow A-A in the first (a) figure, and is a cross-sectional view of a steel template of a trabecular of a ninth modification. The twenty-first figure is a cross-sectional view corresponding to the cross-section viewed in the direction of the arrow A-A of the first (a) figure, and is a cross-sectional view of a steel template of a trabecular of a tenth modification. The twenty-second figure is a cross-sectional view corresponding to the cross-section viewed in the direction of the AA arrow of the first (a) figure, and the twenty-second (a) figure is a steel template of the eleventh modification example, the twentieth The second (b) diagram is a steel formwork of the twelfth modification. The twenty-third figure is a sectional view corresponding to the cross-section viewed in the direction of the AA arrow of the first (a) figure, and the twenty-third (a) figure is a steel formwork of the trabecular of the thirteenth modification, the twentieth The third (b) picture is a steel formwork of the trabecular of the fourteenth modification.

Claims (5)

一種鋼製模板，係用於形成一鋼結構混凝土梁，該鋼製模板包括：一對框架構件，前述一對框架構件分別包括：一底板部；及一側板部，其係從前述底板部向上延伸；前述底板部具有一接合面，其係用於將前述一對框架構件之各個底板部相互接合；藉由前述一對框架構件之該各個底板部及該側板部形成可澆灌一混凝土之一溝部；其中前述鋼結構混凝土梁之容許彎矩或容許剪力，係藉由下述公式(1)估計，(公式1) Fa=FRC+β‧FS其中，Fa：前述鋼結構混凝土梁之一容許彎矩或一容許剪力FRC：前述混凝土之一容許彎矩或一容許剪力β：前述鋼製模板之一容許彎矩或一容許剪力的負擔係數，且為0.5以下之負擔係數FS：前述鋼製模板之該容許彎矩或該容許剪力。A steel formwork is used to form a steel structural concrete beam. The steel formwork includes: a pair of frame members, each of the pair of frame members includes: a bottom plate portion; and a side plate portion upward from the bottom plate portion. Extending; the bottom plate portion has a joint surface, which is used to join the bottom plate portions of the pair of frame members to each other; and one of the concrete which can be poured is formed by the bottom plate portions and the side plate portions of the pair of frame members Groove part; the allowable bending moment or allowable shear force of the aforementioned steel structure concrete beam is estimated by the following formula (1), (formula 1) F a = F RC + β‧F S, where F a : the aforementioned steel structure concrete One of the allowable bending moments or an allowable shearing force F RC : One of the foregoing concrete allowable bending moments or an allowable shearing force β: One of the aforementioned steel formwork allowable bending moments or an allowable shearing force load factor, and is 0.5 or less Burden factor F S : the allowable bending moment or the allowable shear force of the aforementioned steel formwork. 如申請專利範圍第1項之鋼製模板，其中前述鋼結構混凝土梁係其一部分接合於一大梁者，且前述鋼製模板包括在前述鋼製模板長度方向上之前述大梁側的端部，且係經由形成於前述大梁側面之缺口，而收容於前述大梁之前述大梁面層厚度以上長度的端部。For example, the steel formwork for the first scope of the patent application, wherein the steel structural concrete beam is a part of which is connected to a large beam, and the steel formwork includes the end of the beam side in the length direction of the steel formwork, and The end of the beam having a thickness greater than the thickness of the beam surface layer is received through the notch formed on the side of the beam. 一種鋼製模板，係用於形成一鋼結構混凝土梁，該鋼製模板包括：一對框架構件，前述一對框架構件分別包括：一底板部；及一側板部，其係從前述底板部向上延伸；前述底板部具有一接合面，其係用於將前述一對框架構件之各個底板部相互接合；藉由前述一對框架構件之該各個底板部及該側板部形成可澆灌一混凝土之一溝部；其中將用於相互固定前述一對側板部之一鉸接構件，設於從前述一對側板部之上端位置至比該上端位置在前述一對側板部之高度的1/3下方位置之範圍內。A steel formwork is used to form a steel structural concrete beam. The steel formwork includes: a pair of frame members, each of the pair of frame members includes: a bottom plate portion; and a side plate portion upward from the bottom plate portion. Extending; the bottom plate portion has a joint surface, which is used to join the bottom plate portions of the pair of frame members to each other; and one of the concrete which can be poured is formed by the bottom plate portions and the side plate portions of the pair of frame members A groove portion in which a hinge member for fixing one of the pair of side plate portions to each other is provided in a range from an upper end position of the pair of side plate portions to a position below 1/3 of a height of the pair of side plate portions from the upper end position Inside. 一種鋼製模板，係用於形成一鋼結構混凝土梁，該鋼製模板包括：一對框架構件，前述一對框架構件分別包括：一底板部；及一側板部，其係從前述底板部向上延伸；前述底板部具有一接合面，其係用於將前述一對框架構件之各個底板部相互接合；藉由前述一對框架構件之該各個底板部及該側板部形成可澆灌一混凝土之一溝部；其中前述鋼製模板包括從前述側板部之上端向外延伸的一凸緣部。A steel formwork is used to form a steel structural concrete beam. The steel formwork includes: a pair of frame members, each of the pair of frame members includes: a bottom plate portion; and a side plate portion upward from the bottom plate portion. Extending; the bottom plate portion has a joint surface, which is used to join the bottom plate portions of the pair of frame members to each other; and one of the concrete which can be poured is formed by the bottom plate portions and the side plate portions of the pair of frame members A groove portion; wherein the steel template includes a flange portion extending outward from an upper end of the side plate portion. 如申請專利範圍第4項之鋼製模板，其中前述鋼製模板包括從前述凸緣部之外端向下或向上延伸之一補強部。For example, the steel template of the scope of application for item 4, wherein the steel template includes a reinforcing portion extending downward or upward from the outer end of the flange portion.
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