WO2007035039A1 - Structure de mégaferme à haute résistance à base de poutres composées mixtes acier-béton et procédé de construction d’usine l’utilisant - Google Patents

Structure de mégaferme à haute résistance à base de poutres composées mixtes acier-béton et procédé de construction d’usine l’utilisant Download PDF

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Publication number
WO2007035039A1
WO2007035039A1 PCT/KR2006/003737 KR2006003737W WO2007035039A1 WO 2007035039 A1 WO2007035039 A1 WO 2007035039A1 KR 2006003737 W KR2006003737 W KR 2006003737W WO 2007035039 A1 WO2007035039 A1 WO 2007035039A1
Authority
WO
WIPO (PCT)
Prior art keywords
lateral shape
shape steel
primary
steel member
floor beam
Prior art date
Application number
PCT/KR2006/003737
Other languages
English (en)
Inventor
Hideo Ichinohe
Dae-Joong Kim
Seong-Hwa Park
Original Assignee
Samsung Corporation
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Samsung Corporation filed Critical Samsung Corporation
Publication of WO2007035039A1 publication Critical patent/WO2007035039A1/fr

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H5/00—Buildings or groups of buildings for industrial or agricultural purposes
    • E04H5/02—Buildings or groups of buildings for industrial purposes, e.g. for power-plants or factories
    • 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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19—Three-dimensional framework structures
    • 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

Definitions

  • the present invention relates to a high strength mega- truss structure, which is adapted to be effective to the vibration by constructing steel-concrete sandwich beams with the advantage of construction efficiency of a steel structure and the advantage of high strength and high damping capacity of an RC structure by means of the synthetic action of steel member and concrete, as upper and lower floor beams, and disposing web members between the upper and lower floor beams to thereby make the upper and lower floor beams move concurrently, and a factory building accomplished as an anti- vibration building by applying such mega-truss structure to it.
  • the steel member may be used as a mid-post in place of the PC mid-post, or the steel member may be used as an inclination member to accomplish the truss structure.
  • the method of accomplishing the truss structure is preferred in making the upper and lower floors move concurrently and producing the high strength structurally.
  • the upper floor beam may be constructed as a top member and the lower floor beam as a bottom member, and then a web member may be constructed by connecting the upper floor beam and the lower floor beam in a wave shape.
  • the web member with a same width as that of a beam may be selected.
  • the strength improves but disadvantageous in that the construction cost increases due to the increase of the amount of the steel member, the construction efficiency is not favorable due to the increase of lifting weight, and the self- weight of the structure increases due to the increase of the own weight. Disclosure of Invention Technical Solution
  • the present invention for solving the above problems provides a high strength mega-truss structure using a steel-concrete sandwich beam, comprising:
  • an upper floor beam constructed by the steel-concrete sandwich beam including a primary lateral shape steel member for defining one side of the beam by disposing the steel member comprised of top and bottom flanges and a web along the longitudinal direction of the beam, a secondary lateral shape steel member for defining other side of the beam by disposing the steel member comprised of top and bottom flanges and a web in parallel with the primary lateral shape steel member so that top flanges are arranged at regular intervals with each other by themselves, and a filled concrete placed between the primary lateral shape steel member and the secondary lateral shape steel member;
  • a lower floor beam positioned below the upper floor beam and having the same structure as the upper floor beam, and which includes a tertiary lateral shape steel member corresponding to the primary lateral shape steel member of the upper floor beam, a quaternary lateral shape steel member corresponding to the secondary lateral shape steel member of the upper floor beam, and a filled concrete placed between the tertiary lateral shape steel member and the quaternary lateral shape steel member;
  • a primary web member jointed to a bottom flange of the primary lateral shape member and a top flange of the tertiary lateral shape steel member, and defining a wave form between the primary lateral shape steel member of the upper floor beam and the tertiary lateral shape steel member of the lower floor beam;
  • a secondary web member jointed to a bottom flange of the secondary lateral shape steel member and a top flange of the quaternary lateral shape steel member, and defining a wave form between the secondary lateral shape steel member of the upper floor beam and the quaternary lateral shape steel member of the lower floor beam, the secondary web member being disposed to be spaced apart from the primary web member;
  • the present invention provides a factory building for manufacturing high-tech products such as a semiconductor and an LCD, which is designed to include a FAB floor defined as a space with non-post and long- span, wherein a lower floor of the FAB floor is constructed by the high strength mega-truss structure using steel-concrete sandwich beam.
  • FIG. 1 is a cross-sectional view showing an embodiment of the high strength mega- truss structure according to the present invention.
  • FIG. 2 is a front view of FIG. 1.
  • FIG. 3 is a cross-sectional view showing an embodiment of the steel-concrete sandwich beam applicable to the high strength mega-truss structure of the present invention.
  • FIG. 4 is a conceptual diagram showing a factory building to which the high strength mega-truss structure of the present invention is applied.
  • FIGs. 1 and 2 are a cross-sectional view and a front view showing an embodiment of the high strength mega-truss structure according to the present invention.
  • the high strength mega-truss structure according to the present invention comprises an upper floor beam 100, a lower floor beam 200, a primary web member 310, and a secondary web member 320, and is technically characterized in that steel-concrete sandwich beams, which is constructed by lateral shape steel members at both sides, are constructed as the upper and lower floor beams, and the primary and secondary web members 310, 320 are disposed doubly between the upper floor and the lower floor beams 100, 200.
  • each of the lateral shape steel members which constitute both sides of the steel-concrete sandwich beam, is provided with a primary web member 310 and a secondary web member 320 separately, so that the construction cost can be reduced due to the decrease of the amount of the steel member and convenience of the construction due to the decrease of the weight of the web member can be obtained together with producing the same strength as the case of being provided with a web member having a large cross-section.
  • the upper floor beam 100 and the lower floor beam 200 are made of the steel-concrete sandwich beam.
  • the steel-concrete sandwich beam constituting the upper floor beam 100 is constructed by a primary lateral shape steel member 110, a secondary lateral shape steel member 120, and a filled concrete 130.
  • the steel-concrete sandwich beam constituting the lower floor beam 200 is constructed by a tertiary lateral shape steel member 210 corresponding to the primary lateral shape steel member 110 of the upper floor beam, a quaternary lateral shape steel member 220 corresponding to the second lateral shape steel member 120 of the upper floor beam, and a filled concrete 230 placed between the tertiary lateral shape steel member and the quaternary lateral shape steel member.
  • the upper floor beam 100 is accomplished by the construction that the top flanges
  • the filled concrete 130 should be constructed concurrently with the slab concrete Sl above the upper floor beam so that the upper floor beam 100 is integrated into the slab constructed thereon. As a result, the slab S 1 of the upper floor and the upper floor beam 100 become to move integrally.
  • the lower floor beam 200 is accomplished according to the same method as the upper floor beam 100, by constructing both sides thereof with the tertiary lateral shape steel member 210 and the quaternary lateral shape steel member 220.
  • the steel member comprising the top flanges 112, 122, 212, 222, the bottom flanges 111, 121, 211, 221, and the web members 113, 123, 213, 223 is used, which may be an I- section steel, a C-channel, or an Z-section steel representatively.
  • the conventional I-section steel, the C-channel, or the Z-section steel is used, supporting plates 125, 225 are disposed between the bottom flanges to close the bottom of the beam.
  • bottom flanges 111, 121, 211, 221 may be also disposed at regular intervals there-between if the top flanges 112, 122, 212, 222 are disposed at regualar intervals there-between.
  • FIG. 1 there is shown an example in which steel plates are used as the supporting plates 125, 225 to construct them suspended between the bottom flanges.
  • such the primary, secondary, tertiary, and quaternary lateral shape steel members 110, 120, 210, and 220 have the advantage of securing structural stability because they are effective in transferring the stress between the lateral shape steel members constituting both sides of the beam.
  • shear connectors 115, 215 are further jointed to the top flanges 112, 122, 212, 222 of the primary, secondary, tertiary, and quaternary lateral shape steel members to suppress the sliding movement of the slab.
  • stud bolts are used as for the shear connectors 115, 215 in the embodiment of FIG. 1, however, any element except the stud bolt can be used.
  • the primary and secondary web members 310, 320 are doubly disposed between the upper floor beam 100 and the lower floor beam 200.
  • the primary web member 310 is disposed to be jointed to the bottom flange 111 of the primary lateral shape steel member 110 and the top flange 212 of the tertiary lateral shape steel member 210 to define a wave form between the primary lateral shape steel member 110 of the upper floor beam and the tertiary lateral shape steel member 210 of the lower floor beam.
  • the secondary web member 320 is disposed to be apart from the primary web member 310, and it is jointed to the bottom flange 121 of the secondary lateral shape steel member and the top flange 222 of the quaternary lateral shape steel member to define a wave form between the secondary lateral shape steel member 120 of the upper floor beam and the quaternary lateral shape steel member 220 of the lower floor beam.
  • the upper floor beam and the lower floor beam can be moved integrally as they are connected by the primary and secondary web members 310, 320.
  • vertical stiffners 114, 124, 214, 224 can be further jointed to an outer side of the web members 113, 123, 213, 223 between the top flanges and the bottom flanges of the primary, secondary, tertiary, and quaternary lateral shape steel member on a line identical to the joint portion of the primary and secondary web members 310, 320.
  • the vertical stiffners 114, 124, 214, 224 are operated to facilitate the transference of the stress from the primary and secondary web members 310, 320 to the primary, secondary, tertiary, and quaternary lateral shape steel members 110, 120, 210 and 220, and to prevent the bending of the primary, secondary, tertiary, and quaternary lateral shape steel members concurrently.
  • FIG. 4 is a conceptual diagram showing the application of the high strength mega- truss structure as described above to the high technology factory building such as a semi-conductor manufacturing factory and a an LCD manufacturing factory.
  • the lower floor of the FAB floor should secure the structural stability as well as the construction efficiency and the space efficiency at the same time.
  • the high strength mega-truss structure is applied to the lower floor of the FAB floor in the present invention.
  • the primary, secondary, tertiary, and quaternary lateral shape steel members 110, 120, 210, and 220 constituting the upper and lower floor beams 100, 200 are disposed to their proper positions.
  • the primary and secondary web members 310, 320 are jointed between the primary, secondary, tertiary, and quaternary lateral shape steel members.
  • a matrix, a deck-plate, or a half-PC slab is disposed to construct the slab for the upper and lower floors, and the filled concrete 130, 230 and the slab concrete Sl, S2 are placed simultaneously.
  • the lower floor of the FAB floor constructed as described above is separated in the space due to the disposal of the primary and the secondary web members 310, 320, it can also secure a space for carrying in equipments at the upper and lower portions of the primary and the secondary web members 310, 320, so that it can be designed to be used as a machinery room or an electric room in the factory building.

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

Abstract

La présente invention concerne une structure de méga-ferme conçue pour offrir une haute résistance à la vibration, comprenant des poutres composées mixtes acier-béton présentant l’avantage des qualités de construction d’une structure en acier et l’avantage de la haute résistance et de la capacité anti-vibratoire élevée d’une structure en béton au moyen de l’action conjuguée de ces deux matériaux, en tant que poutres d’étage supérieur et inférieur, et des éléments de cloison disposés entre les parties d’étage supérieur et inférieur afin de permettre un déplacement simultané des poutres, et un procédé de construction d’usine anti-vibration par utilisation de ladite structure de méga-ferme. La structure de méga-ferme à haute résistance de la présente invention comprend une poutre d’étage supérieur formée d’une poutre composée mixte acier-béton, une poutre d’étage inférieur formée d’une poutre composée mixte acier-béton, un élément de cloison primaire disposé pour définir une forme ondulée entre la poutre d’étage supérieur et celle d’étage inférieur, et un élément de cloison secondaire disposé pour définir une forme ondulée entre la poutre d’étage supérieur et celle d’étage inférieur et espacé de l’élément de cloison primaire, le béton coulé de la poutre d’étage supérieur faisant partie intégrante du béton de dalle au-dessus de cette poutre, et le béton coulé de la poutre d’étage inférieur faisant partie intégrante du béton de dalle au-dessus de cette poutre.
PCT/KR2006/003737 2005-09-21 2006-09-20 Structure de mégaferme à haute résistance à base de poutres composées mixtes acier-béton et procédé de construction d’usine l’utilisant WO2007035039A1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
KR10-2005-0087650 2005-09-21
KR1020050087650A KR100644081B1 (ko) 2005-09-21 2005-09-21 철골―콘크리트 샌드위치 합성보를 이용한 고강성메가트러스 구조 및 이를 적용한 공장건축물

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WO2007035039A1 true WO2007035039A1 (fr) 2007-03-29

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WO (1) WO2007035039A1 (fr)

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101818542A (zh) * 2010-04-07 2010-09-01 湖南大学 一种内置空间桁架钢骨的混凝土梁
CN104295129A (zh) * 2014-10-20 2015-01-21 西安建筑科技大学 型钢混凝土结构核电厂常规岛主厂房
CN105421832A (zh) * 2015-11-18 2016-03-23 苏州国科综合数据中心有限公司 一种数据中心机房的围笼

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114673073A (zh) * 2022-03-29 2022-06-28 中铁第四勘察设计院集团有限公司 一种用于钢桁架-混凝土组合结构的弦杆构造及系统

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JPS6165116U (fr) * 1984-10-04 1986-05-02
JPS61165452A (ja) * 1985-01-16 1986-07-26 株式会社竹中工務店 コンクリ−ト充填鋼梁
JPS62146342A (ja) * 1986-12-15 1987-06-30 鹿島建設株式会社 補強鉄骨梁
JP2002004474A (ja) * 2000-06-22 2002-01-09 Shimizu Corp 梁構造
JP2002167901A (ja) * 2000-12-01 2002-06-11 Ohbayashi Corp トラス梁とその構築方法

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JPH02115437A (ja) * 1988-10-25 1990-04-27 Kiyoshi Kaneda 鋼板コンクリート合成壁構築用型枠
JPH0754428A (ja) * 1993-08-11 1995-02-28 Takenaka Komuten Co Ltd トラス筋付き埋込み型枠による壁の構築方法
KR20030094950A (ko) * 2002-06-10 2003-12-18 유승룡 충고 감축을 위한 개량 철골보
KR100617878B1 (ko) * 2003-10-17 2006-09-08 (주)센구조연구소 성형 강판 콘크리트 보

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS6165116U (fr) * 1984-10-04 1986-05-02
JPS61165452A (ja) * 1985-01-16 1986-07-26 株式会社竹中工務店 コンクリ−ト充填鋼梁
JPS62146342A (ja) * 1986-12-15 1987-06-30 鹿島建設株式会社 補強鉄骨梁
JP2002004474A (ja) * 2000-06-22 2002-01-09 Shimizu Corp 梁構造
JP2002167901A (ja) * 2000-12-01 2002-06-11 Ohbayashi Corp トラス梁とその構築方法

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101818542A (zh) * 2010-04-07 2010-09-01 湖南大学 一种内置空间桁架钢骨的混凝土梁
CN104295129A (zh) * 2014-10-20 2015-01-21 西安建筑科技大学 型钢混凝土结构核电厂常规岛主厂房
CN105421832A (zh) * 2015-11-18 2016-03-23 苏州国科综合数据中心有限公司 一种数据中心机房的围笼

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