CN108756040A - A kind of Business Building top layer construction of setting arched girder - Google Patents

A kind of Business Building top layer construction of setting arched girder Download PDF

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Publication number
CN108756040A
CN108756040A CN201810362101.1A CN201810362101A CN108756040A CN 108756040 A CN108756040 A CN 108756040A CN 201810362101 A CN201810362101 A CN 201810362101A CN 108756040 A CN108756040 A CN 108756040A
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China
Prior art keywords
arched girder
reinforcing bar
column
antitorque
bar
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Withdrawn
Application number
CN201810362101.1A
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Chinese (zh)
Inventor
叶香雄
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Individual
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Individual
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Priority to CN201810362101.1A priority Critical patent/CN108756040A/en
Publication of CN108756040A publication Critical patent/CN108756040A/en
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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/38—Arched girders or portal frames
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B7/00—Roofs; Roof construction with regard to insulation
    • E04B7/02—Roofs; Roof construction with regard to insulation with plane sloping surfaces, e.g. saddle roofs
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B7/00—Roofs; Roof construction with regard to insulation
    • 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
    • E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
    • 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
    • E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
    • E04B1/21—Connections specially adapted therefor
    • 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
    • E04B1/342—Structures covering a large free area, whether open-sided or not, e.g. hangars, halls
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B7/00—Roofs; Roof construction with regard to insulation
    • E04B7/08—Vaulted roofs
    • 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
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/38—Arched girders or portal frames
    • E04C3/44—Arched girders or portal frames of concrete or other stone-like material, e.g. with reinforcements or tensioning members
    • 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
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
    • 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
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • E04H9/025—Structures with concrete columns

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Business, Economics & Management (AREA)
  • Emergency Management (AREA)
  • Environmental & Geological Engineering (AREA)
  • Buildings Adapted To Withstand Abnormal External Influences (AREA)
  • Working Measures On Existing Buildindgs (AREA)

Abstract

The invention discloses a kind of Business Building top layer constructions of setting arched girder, it is characterized in that roof boarding following settings arched girder, arched girder section is using up-small and down-big trapezoidal, the antitorque stirrup of the double limbs of setting, antitorque reinforcing bar is set in the middle part of arched girder section, arched girder is ellipse or circle, arched girder following settings intermediolateral column, side bar following settings side column, side column is intermediolateral column laterally or vertically to side position, bearing beam is set between side column and intermediolateral column, in arched girder, bearing beam, the position roof boarding following settings grid beams that side bar is formed, side bar will add additional hangs muscle, increase radial steel reinforcement in roof boarding four corners, intermediolateral column top is installed by antidetonation rubber block.

Description

A kind of Business Building top layer construction of setting arched girder
Technical field
The present invention relates to building field, more particularly to a kind of Business Building top layer construction of setting arched girder.
Background technology
Traditional top floor uses primary and secondary girder construction, and girder has to increase height due to bearing very big load, due to top The layer effective use space of structure is height of the beam bottom to lower layer's floor, and which limits the use functions of top floor, if will Bearing beam makes the identical beam of height into, it is clear that depth of beam can be reduced, but this can cause the variation of load-carrying construction power transmission path, If unreasonable can cause stress raisers to cause safety accident.The equipment such as pendent lamp are arranged among some Business Buildings, if Centre can reduce effective use space in the case of having beam, how to promote effective use space of Business Building top layer is engineering staff The project faced.
Invention content
The purpose of the present invention is to provide a kind of Business Building top layer construction of setting arched girder is effective to solve Business Building top layer The little problem of use space.
The present invention forms cancelled structure and plays in roof boarding following settings arched girder, bearing beam and grid beams, these beams The effect of integrated carrying, and the requirement of large space among roof boarding has been adapted to, arched girder is by upper load reasonable conversion at uniformly distributed Load passes to intermediolateral column, and installs anti-seismic construction on intermediolateral column top.Due to only having roof boarding among the structure, rigidity is opposite It is poor, structure destruction is susceptible under the action of seismic force, the power that especially intermediolateral column upper node is subject to will be very big, therefore Effective seismic countermeasure is used to intermediolateral column.
Roof boarding following settings arched girder, arched girder can not only bear the vertical lotus that roof boarding passes over during load-bearing It carries, while also suffering from the thrust that grid beams pass over, so to take effective technical measures at antitorque aspect.Arched girder is cut Using up-small and down-big trapezoidal, trapezoid cross section is conducive to increase the torsional moment inertia of arched girder in face, and trapezoidal upper edge lengths are 400~ 600mm, trapezoidal lower edge lengths are 500~800mm, and the antitorque stirrup of double limbs is arranged, and the antitorque stirrup spacing of arched girder is 50mm, and arched girder is cut Antitorque reinforcing bar is arranged in Middle face, and the anchorage length that the antitorque reinforcing bar of arched girder stretches into intermediolateral column reaches 45~50 times of antitorque bar diameters, Arched girder is set to obtain a prodigious rigid mount of torsional rigidity by the abundant anchoring of antitorque reinforcing bar.Arched girder is ellipse or circle Shape, oval axial length are 3~8m, and circular diameter is 3~6m, and the control of arched girder amount of deflection is 1/250~1/400, arched girder following settings Intermediolateral column, the distance between adjacent intermediolateral column are 0.75~1.8m, and side bar following settings side column, side column is that intermediolateral column is lateral or perpendicular To side position, bearing beam is set, and load beam width is 300~500mm between side column and intermediolateral column.Arched girder, bearing beam, side bar The roofing span of slab of formation can be larger, and roofing span of slab understands the phenomenon because span is excessive and cracking or amount of deflection is excessive, therefore In the position roof boarding following settings grid beams that arched girder, bearing beam, side bar are formed, grid beam width is 200~350mm, works as arch When depth of beam is less than 600mm, arched girder, bearing beam, side bar, grid depth of beam are all higher than 300mm or are less than 600mm, load The identical coordination stress that can reinforce between each component of beam, side bar, grid depth of beam.When arched girder is greater than or equal to 600mm, Arched girder, bearing beam, side bar height are all higher than 600mm or are less than 800mm, and grid depth of beam is less than or is equal to 600mm.
It cannot regard the hold-down support of grid beams at the lattice point of both direction grid beams intersection point as, but the elasticity of grid beams Bearing, grid beams are hold-down support only at two supports.Thus the grid beams of both direction are in cloth muscle, below grid beams Longitudinal tensile reinforcing bar cannot be disconnected at lattice point, and both ends bearing should be led directly to.When reinforcing bar falls short of, it is necessary to using welding.
At grid beams lattice point, the grid beams of both direction answer arrangement to bear reinforcing bar at an upper portion thereof, construct negative reinforcing bar and adopt With the 1/3 of its underpart longitudinal tensile reinforcing bar, and the reinforcing bar of no less than 2 a diameter of 12mm is equivalent to, to prevent uneven in load Issuable hogging moment when distribution.Negative reinforcing bar is at the lattice point of both direction grid beams intersection point, general short span direction grid Longitudinal tensile reinforcing bar below beam should be placed below long span grid beams tension reinforcement.Side bar will add additional hangs muscle, hangs muscle Whole end reactions of grid beams are passed to the compressive region of side bar by a diameter of 18~22mm；Grid beams close to beam-ends torque compared with Greatly, antitorque in the middle part of grid beam section in antitorque reinforcing bar, antitorque steel-bar arrangement built in 1/4~1/5 range close to beam-ends span Bar diameter is 16~18mm.
Setting encryption stirrup in the range of one times of deck-molding in side bar end, encryption stirrup spacing are 50~75mm, encryption hoop The a diameter of 8mm of muscle.Increase radial steel reinforcement, a diameter of 12~16mm of radial steel reinforcement in roof boarding four corners.
Antidetonation rubber block is installed on intermediolateral column top, and installation site is arched girder bottom elevation or less the positions 150~200mm, in Studding antidetonation rubber block, which stays, to be set preformed hole and is passed through convenient for the main reinforcement of intermediolateral column, antidetonation rubber block include rubber, upper steel plate, spring, Lower steel plate, upper steel plate makes folded form, folding element length is 15~20mm, and the adjacent folds unit gradient is 120~140 degree, Upper steel plate thickness is 6~8mm, and spring upper end is welded in upper steel plate lower surface, and it is 15 that lower steel plate, which makes folded form, folds element length, ~20mm, the adjacent folds unit gradient are 120~140 degree, and lower steel plate thickness is 6~8mm, and lower steel plate upper surface is welded under spring End, upper steel plate and lower steel plate are unified by spring, and upper steel plate and lower steel plate distance are 40~50mm, antidetonation rubber block thickness For 100~150mm, in coming earthquake, on the one hand antidetonation rubber block buffers seismic force by rubber, and another aspect spring is logical It crosses and stretches come the seismic energy that dissipates, seismic force can also be alleviated by the folded deformation of upper steel plate and lower steel plate.
The present invention has the advantages that mechanical property is good, safe and reliable, has preferable application prospect.
Description of the drawings
Tu1Wei Business Building top level structure floor map, Fig. 2 are antidetonation rubber block schematic diagram.
Attached drawing mark：1, arched girder, 2, intermediolateral column, 3, bearing beam, 4, side bar, 5, side column, 6, grid beams, 7, roof boarding, 8, Rubber, 9, upper steel plate, 10, spring, 11, lower steel plate.
Specific implementation mode
The present embodiment is described in detail below in conjunction with attached drawing.
The present embodiment uses up-small and down-big trapezoidal, the trapezoidal upper length of side in 7 following settings arched girder 1 of roof boarding, 1 section of arched girder Degree is 500mm, and trapezoidal lower edge lengths are 600mm, and the antitorque stirrup of double limbs is arranged, and 1 antitorque stirrup spacing of arched girder is 50mm, arched girder 1 Antitorque reinforcing bar is set in the middle part of section, and the anchorage length that 1 antitorque reinforcing bar of arched girder stretches into intermediolateral column 2 reaches 45 times of antitorque bar diameters. Arched girder 1 is ellipse or circle, and ellipse short shaft line length is 4m, and transverse line length is 6m, and the control of 1 amount of deflection of arched girder is 1/ 300,1 following settings intermediolateral column 2 of arched girder, 4 following settings side column 5 of side bar, side column 5 is intermediolateral column 2 laterally or vertically to side position, Bearing beam 3 is set between side column 5 and intermediolateral column 2, and 3 width of bearing beam is 400mm.It is formed in arched girder 1, bearing beam 3, side bar 4 7 following settings grid beams 6 of position roof boarding, 6 width of grid beams be 300mm, arched girder 1, bearing beam 3, side bar 4, grid beams 6 height Degree is 550mm.
In cloth muscle, the longitudinal tensile reinforcing bar below grid beams 6 cannot disconnect the grid beams 6 of both direction at lattice point, And both ends bearing should be led directly to.When reinforcing bar falls short of, it is necessary to using welding.
At 6 lattice point of grid beams, the grid beams 6 of both direction answer arrangement to bear reinforcing bar at an upper portion thereof, construct and bear reinforcing bar Using the reinforcing bar of 2 a diameter of 14mm.Negative reinforcing bar is at the lattice point of 6 intersection point of both direction grid beams, short span direction grid beams 6 Following longitudinal tensile reinforcing bar should be placed below 6 tension reinforcement of long span grid beams.Side bar 4 will add additional hangs muscle, hangs muscle A diameter of 20mm；Grid beams 6 are larger close to the torque of beam-ends, antitorque in antitorque reinforcing bar built in 1/4 range close to beam-ends span For steel-bar arrangement in the middle part of 6 section of grid beams, antitorque bar diameter is 16mm.
Setting encryption stirrup in the range of the 4 one times of deck-molding in end of side bar, encryption stirrup spacing are 50mm, and encryption stirrup is straight Diameter is 8mm.Increase radial steel reinforcement, a diameter of 14mm of radial steel reinforcement in 7 four corners of roof boarding.
Antidetonation rubber block is installed on 2 top of intermediolateral column, and installation site is 1 bottom elevation of arched girder or less the positions 180mm, intermediolateral column 2 antidetonation rubber blocks, which stay, to be set preformed hole and is passed through convenient for the main reinforcement of intermediolateral column 2, and antidetonation rubber block includes rubber 8, upper steel plate 9, spring 10, lower steel plate 11, upper steel plate 9 makes folded form, folding element length is 18mm, and the adjacent folds unit gradient is 125 degree, upper steel 9 thickness of plate is 7mm, and 10 upper end of spring is welded in 9 lower surface of upper steel plate, and lower steel plate 11, which makes folded form, folds element length, is 18mm, the adjacent folds unit gradient are 125 degree, and 11 thickness of lower steel plate is 7mm, and 10 lower end of spring is welded in 11 upper surface of lower steel plate, Upper steel plate 9 and lower steel plate 11 are unified by spring 10, and apart from for 45mm, antidetonation rubber block is thick for upper steel plate 9 and lower steel plate 11 Degree is 120mm, and in coming earthquake, on the one hand antidetonation rubber block buffers seismic force by rubber 8, and another aspect spring 10 is logical It crosses and stretches come the seismic energy that dissipates, seismic force can also be alleviated by the folded deformation of upper steel plate 9 and lower steel plate 11.

Claims (1)

1. a kind of Business Building top layer construction of setting arched girder, it is characterized in that roof boarding following settings arched girder, arched girder section is using upper Small lower big trapezoidal, trapezoidal upper edge lengths are 400~600mm, and trapezoidal lower edge lengths are 500~800mm, and the antitorque hoop of double limbs is arranged Muscle, the antitorque stirrup spacing of arched girder are 50mm, antitorque reinforcing bar are arranged in the middle part of arched girder section, the antitorque reinforcing bar of arched girder stretches into the anchor of intermediolateral column Gu length reaches 45~50 times of antitorque bar diameters；Arched girder is ellipse or circle, and oval axial length is 3~8m, and circle is straight Diameter is 3~6m, and the control of arched girder amount of deflection is 1/250~1/400, arched girder following settings intermediolateral column, the distance between adjacent intermediolateral column For 0.75~1.8m, side bar following settings side column, side column is intermediolateral column laterally or vertically to side position, between side column and intermediolateral column Bearing beam is set, and load beam width is 300~500mm；In the position roof boarding following settings that arched girder, bearing beam, side bar are formed Grid beams, grid beam width are 200~350mm；At grid beams lattice point, the grid beams of both direction should configure structure at an upper portion thereof Negative reinforcing bar is made, bears reinforcing bar at the lattice point of both direction grid beams intersection point, the longitudinal tensile steel below the grid beams of short span direction Muscle should be placed below long span grid beams tension reinforcement；Side bar will add additional hangs muscle, a diameter of 18~22mm of hangs muscle；Grid Beam sets antitorque reinforcing bar built in range close to the 1/4~1/5 of beam-ends span, and encryption is arranged in the range of one times of deck-molding in side bar end Stirrup increases radial steel reinforcement, a diameter of 12~16mm of radial steel reinforcement in roof boarding four corners；Intermediolateral column top is installed by antidetonation rubber Block；
The negative reinforcing bar of construction of grid beams, which uses, is equivalent to the 1/3 of its underpart longitudinal tensile reinforcing bar, and no less than 2 a diameter of 12mm Reinforcing bar.
CN201810362101.1A 2016-03-26 2016-03-26 A kind of Business Building top layer construction of setting arched girder Withdrawn CN108756040A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201810362101.1A CN108756040A (en) 2016-03-26 2016-03-26 A kind of Business Building top layer construction of setting arched girder

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CN201810362101.1A CN108756040A (en) 2016-03-26 2016-03-26 A kind of Business Building top layer construction of setting arched girder
CN201610237992.9A CN105926859B (en) 2016-03-26 2016-03-26 Business Building top level structure

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CN201610237992.9A Division CN105926859B (en) 2016-03-26 2016-03-26 Business Building top level structure

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CN108756040A true CN108756040A (en) 2018-11-06

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Family Applications (7)

Application Number Title Priority Date Filing Date
CN201810362101.1A Withdrawn CN108756040A (en) 2016-03-26 2016-03-26 A kind of Business Building top layer construction of setting arched girder
CN201610237992.9A Active CN105926859B (en) 2016-03-26 2016-03-26 Business Building top level structure
CN201810369708.2A Withdrawn CN108560800A (en) 2016-03-26 2016-03-26 A kind of Business Building top layer construction
CN201810375718.7A Withdrawn CN108265886A (en) 2016-03-26 2016-03-26 A kind of Business Building top level structure
CN201810360940.XA Withdrawn CN108425462A (en) 2016-03-26 2016-03-26 A kind of Business Building top level structure of setting arched girder
CN201810362714.5A Withdrawn CN108532812A (en) 2016-03-26 2016-03-26 Business Building top layer constructs
CN201810362702.2A Pending CN108560799A (en) 2016-03-26 2016-03-26 The Business Building top level structure of arched girder is set

Family Applications After (6)

Application Number Title Priority Date Filing Date
CN201610237992.9A Active CN105926859B (en) 2016-03-26 2016-03-26 Business Building top level structure
CN201810369708.2A Withdrawn CN108560800A (en) 2016-03-26 2016-03-26 A kind of Business Building top layer construction
CN201810375718.7A Withdrawn CN108265886A (en) 2016-03-26 2016-03-26 A kind of Business Building top level structure
CN201810360940.XA Withdrawn CN108425462A (en) 2016-03-26 2016-03-26 A kind of Business Building top level structure of setting arched girder
CN201810362714.5A Withdrawn CN108532812A (en) 2016-03-26 2016-03-26 Business Building top layer constructs
CN201810362702.2A Pending CN108560799A (en) 2016-03-26 2016-03-26 The Business Building top level structure of arched girder is set

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CN112663793B (en) * 2020-12-14 2022-01-11 重庆工程职业技术学院 High-stability prestressed steel structure

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US20080307719A1 (en) * 2007-06-13 2008-12-18 Murray Ellen Domed non-steel roof frame
CN101831988A (en) * 2010-05-31 2010-09-15 白福波 Prestressed concrete rigid frame arched girder
CN103255850A (en) * 2013-03-15 2013-08-21 北京工业大学 Mass particle-tuning type round-bottom all-direction quake damper
CN203238538U (en) * 2013-04-24 2013-10-16 同济大学 Flat spring plate type rubber expansion joint
CN203452207U (en) * 2013-09-10 2014-02-26 江苏翔森建设工程有限公司 Anti-seismic beam-column joint of single-layer assembly type cold storage structure
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CN104631684A (en) * 2014-12-26 2015-05-20 江苏沪宁钢机股份有限公司 Single-layer latticed shell steel structure roof system based on concrete building and assembling method of single-layer latticed shell steel structure roof system based on concrete building
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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN115059232A (en) * 2022-06-22 2022-09-16 苏州金螳螂建筑装饰股份有限公司 Assembled design structure of spiral scattering grid molding roof
CN115059232B (en) * 2022-06-22 2024-03-15 苏州金螳螂建筑装饰股份有限公司 Assembled design structure of spiral scattering grid modeling roof

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CN108560799A (en) 2018-09-21
CN105926859A (en) 2016-09-07
CN108425462A (en) 2018-08-21
CN108532812A (en) 2018-09-14
CN108560800A (en) 2018-09-21
CN108265886A (en) 2018-07-10
CN105926859B (en) 2018-09-04

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Application publication date: 20181106