WO2023188024A1 - 機械式鉄筋定着工法の定着耐力の算定（評価）方法 - Google Patents

機械式鉄筋定着工法の定着耐力の算定（評価）方法 Download PDF

Info

Publication number
WO2023188024A1
WO2023188024A1 PCT/JP2022/015607 JP2022015607W WO2023188024A1 WO 2023188024 A1 WO2023188024 A1 WO 2023188024A1 JP 2022015607 W JP2022015607 W JP 2022015607W WO 2023188024 A1 WO2023188024 A1 WO 2023188024A1
Authority
WO
WIPO (PCT)
Prior art keywords
strength
anchoring
fixing
cone
anchorage
Prior art date
Legal status (The legal status 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 status listed.)
Ceased
Application number
PCT/JP2022/015607
Other languages
English (en)
French (fr)
Japanese (ja)
Inventor
靖士 真田
智哉 松井
丈志 迫田
俊彦 清原
智弘 足立
有希 金
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Horie Engineering And Architectural Research Institute Co Ltd
Toyohashi University of Technology NUC
Tokyo Tekko Co Ltd
University of Osaka NUC
Original Assignee
Horie Engineering And Architectural Research Institute Co Ltd
Toyohashi University of Technology NUC
Osaka University NUC
Tokyo Tekko Co Ltd
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 Horie Engineering And Architectural Research Institute Co Ltd, Toyohashi University of Technology NUC, Osaka University NUC, Tokyo Tekko Co Ltd filed Critical Horie Engineering And Architectural Research Institute Co Ltd
Priority to JP2024510818A priority Critical patent/JPWO2023188024A1/ja
Priority to PCT/JP2022/015607 priority patent/WO2023188024A1/ja
Priority to TW112111093A priority patent/TW202403159A/zh
Publication of WO2023188024A1 publication Critical patent/WO2023188024A1/ja
Anticipated expiration legal-status Critical
Ceased legal-status Critical Current

Links

Images

Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/08—Members specially adapted to be used in prestressed constructions
    • E04C5/12—Anchoring devices

Definitions

  • the present invention relates to a mechanical reinforcing bar fixing method in which reinforcing bar ends with fixing hardware attached are arranged and fixed in concrete, and more specifically, to a method for calculating fixing strength.
  • Patent Document 1 Conventionally, as a method for anchoring reinforcing bars used in reinforced concrete structures, a bending anchoring method in which hooks are formed by bending the ends of anchoring reinforcing bars at 90 degrees or 180 degrees has been commonly used (for example, Patent Document 1 reference).
  • Patent Document 1 a bending anchoring method in which hooks are formed by bending the ends of anchoring reinforcing bars at 90 degrees or 180 degrees.
  • structures have become taller, reinforcing bars have become denser and more complex, making it difficult to place concrete, and as the strength of reinforcing bars has increased, bending has become difficult.
  • a mechanical reinforcing bar fixing method has been used in which fixing hardware is attached to the end of the fixing reinforcing bar to fix it (see, for example, Patent Document 2).
  • the reinforcing bars necessary for the anchoring length and the anchoring hardware act as anchoring parts, and the adhesion force of the reinforcing bars and the support of the anchoring hardware against the tensile force acting on the anchoring reinforcing bars. Resist by pressure.
  • the tensile strength of concrete against cone failure (0.31 ⁇ F c ) is multiplied by the effective horizontal projected area of the cone failure surface (A c ), not the area of the cone failure surface. Based on this, the cone fracture strength P is calculated.
  • the crack reduction coefficient ( ⁇ ) used in the above calculation formula (a) is a coefficient that takes into consideration cracks that cross the cone-shaped fracture surface when anchoring to joints of concrete structures, and is This is an approximation of the obtained value. Therefore, the application of the calculation formula is limited to the experimental range in which the calculation formula was derived, or the reduction coefficient ( ⁇ ) causes the calculated fixing durability to be an underestimate of the actual fixing durability.
  • the present invention has been made to solve at least one of the above-mentioned problems, and a method for calculating the anchoring strength of mechanical reinforcing bars according to one aspect of the present invention is a method for calculating anchoring strength of mechanical reinforcing bar anchoring.
  • This method is based on the product of the area of the side surface of the conical shape, which is assumed to be the fracture shape of cone-shaped fracture, and the tensile strength of concrete for cone-shaped fracture. It is characterized by calculating the fixing strength including.
  • a portion having a symmetrical shape with respect to the fixing reinforcing bar and the fixing hardware as a center is defined as a symmetrical portion, and a portion excluding the symmetrical portion is defined as an asymmetrical portion, and the ratio of the asymmetrical portion is defined as a symmetrical portion.
  • the loss strength value By multiplying the loss strength value by a coefficient related to the proportion that the transmission force of the reinforcing reinforcing bars that cross the inner surface of the conical anchoring member can contribute to the anchoring strength, the calculated strength value is determined based on the transmission force of the reinforcement reinforcing bars, and this is set as the lower limit.
  • the present invention is characterized by comprising an estimated proof strength value calculation step of calculating an estimated fixing proof stress value in addition to the value.
  • the area of the fractured surface in the fixing member, the symmetrical and asymmetrical parts of the fractured surface in the fixing member, and the reinforcement across the inner surface of the conical fixing member are calculated.
  • the accuracy of calculation of the anchoring strength can be further improved.
  • FIG. 3 is a perspective view showing a conical shape that is assumed to be a fracture shape of cone-shaped fracture when a tensile force is generated in a fixing reinforcing bar arranged in a fixing member and to which a fixing hardware is attached.
  • FIG. 2 is a perspective view showing mechanical reinforcing bar fixation at the column-beam joint according to the first embodiment of the present invention, in which tensile force is generated in the column main reinforcement arranged at the corner on the tip side of the beam main reinforcement, causing cone-shaped fracture. Indicates the expected fracture surface in this case.
  • (A) It is a perspective view showing the assumed failure surface of FIG. 2 alone.
  • (B) is a perspective view showing the assumed fracture surface of FIG.
  • FIG. 1 is a schematic diagram of a reinforced concrete structure with columns and beams.
  • FIG. 2 is a schematic diagram for explaining the conventional calculation of anchoring strength, showing a state in which a tensile force is applied to the beam main reinforcement in which the anchoring hardware at the tip is arranged in the T-shaped column-beam joint;
  • A) is the front view;
  • B) is a view seen from the side.
  • the reinforced concrete structure 1 shown in FIG. 6 has a column 10, a beam 20, and a column-beam joint 30 where the column 10 and the beam 20 are connected.
  • the column-beam joint 30 includes a T-shaped joint 30a in which the end of the beam 20 and the column 10 are connected, a T-shaped joint 30b in which the upper end of the pillar 10 and the beam 20 are connected, and an upper end of the pillar 10. and an L-shaped joint 30c where the ends of the beam 20 are connected.
  • FIG. 2 shows the structure of the L-shaped joint 30c according to this embodiment, but the illustration of the pillar 10 is partially omitted.
  • the beam 20 includes a plurality of upper main reinforcements 21 (four in this embodiment) extending parallel to each other in the same horizontal plane, and a plurality (four in this embodiment) of upper main reinforcements 21 extending parallel to each other in another horizontal plane below the upper main reinforcements 21. It has a lower main reinforcement 22.
  • the upper main reinforcement 21 and the lower main reinforcement 22 are buried in concrete Cn, and within the L-shaped joint 30c, a hook 21a bent vertically downward is formed at the tip of each upper main reinforcement 21, and each lower main reinforcement 22 A hook 22a bent vertically upward is also formed at the tip.
  • the column 10 includes a plurality of main reinforcements 11 (anchor reinforcing bars) arranged at the corners and sides of a virtual rectangle, but in FIG. 2, the tips of the main reinforcements 21 and 22 of the beam at the L-shaped joint 30c Only two main reinforcements 11 placed at the side corners (outside corners) are shown.
  • the column 10 includes a plurality of rectangular shear reinforcing bars 12 (reinforcement reinforcing bars) surrounding the plurality of main reinforcing bars 11, and the shear reinforcing bars 12 are arranged at intervals in the longitudinal direction of the main reinforcing bars 11.
  • the main reinforcing bars 11 and the shear reinforcing bars 12 are connected by a wire or the like at their intersections and are buried in concrete Cn.
  • threaded reinforcing bars with threaded edges are used as the main reinforcing bars 11, but normal deformed reinforcing bars with vertical ribs and horizontal edges may be used.
  • a fixing metal fitting 40 having a flange 41 projecting in the radial direction of the main reinforcement 10 is attached to the tip of each main reinforcement 11 within the L-shaped joint 30c. Thereby, in the L-shaped joint portion 30c, mechanical reinforcing bars are fixed by the main bars 10 and the fixing hardware 40.
  • FIG. 1 shows a case where the main reinforcing bars 11 to which the fixing metal fittings 40 are attached are arranged in a rectangular parallelepiped-shaped fixing member 2 made of concrete Cn.
  • the fixing length portion 11a of the main reinforcement 11 having the necessary length as the fixing length and the fixing hardware 40 form a fixing portion 40A.
  • the tensile force T acting in the axial direction of the main reinforcement 11 is resisted by the adhesive force of the anchor length portion 11a and the bearing force of the anchor hardware 40, and when the tensile force T exceeds the anchor strength, cone-shaped fracture, which is anchor failure, occurs.
  • the fixing member 2 is scraped out from the fixing hardware 40 in a conical shape.
  • the adhesive force and bearing force transmitted to the anchoring portion 40A are supported through the stress of the part that becomes the fracture surface in the case of cone-shaped fracture, and that stress increases the concrete strength. If this is exceeded, a cone-shaped fracture will occur.
  • a conical shape 50 (conical shape) is assumed as the fracture shape of the cone-shaped fracture
  • the side surface 51 of the conical shape 50 becomes the assumed fracture surface
  • the yield strength of the cone-shaped fracture force anchorage strength at the final stage
  • the conical shape 50 is defined so that the side surface 51 has an inclination angle of 45 degrees with respect to the main reinforcement 11.
  • the conical shape 50 does not fit within the L-shaped joint 30c, that is, the fixing member 2.
  • the expected fracture surface is a side surface 51i (inner surface of the fixing member) of the conical shape 50 that fits within the fixing member 2, and has a shape as shown in FIG. 3(A). Therefore, in calculating the fixing strength, it is necessary to consider the side surface 51i that fits within the fixing member 2 as an assumed failure surface.
  • the upper limit value maxPn can be found using the following equation (1-1) as the upper limit equation
  • the reference value Pn 0 can be found using the following equation (1-2) as the reference equation.
  • the side surface 51i (assumed failure surface) that fits within the fixing member 2 considered in the calculation of the above formula (1) has a shape that is symmetrical about the main reinforcement 11 and the fixing hardware 40, as shown in FIG. 3(B). and an asymmetrical portion 51b (a portion excluding the symmetrical portion 51a from the side surface 51i that fits within the fixing member 2).
  • the fixing strength can be ensured due to the symmetry of the shape, but in the asymmetrical portion 51b, the fixing strength is lost due to the asymmetry of the shape.
  • the loss proof strength value lost due to the asymmetry of the asymmetrical part 51b which corresponds to the ratio of the asymmetrical part 51b to the side surface 51i that fits inside the fixing member 2, is calculated using the above formula (1-2). It is necessary to subtract it from the obtained reference value Pn 0 .
  • the loss resistance value D* that is lost due to the asymmetry of the asymmetrical portion 51b is calculated by multiplying the reference value Pn 0 obtained by the above formula (1-2) by the coefficient D regarding the area ratio of the asymmetrical portion 51b to the side surface 51i.
  • the above-mentioned loss strength value D*Pn 0 is multiplied by the coefficient E regarding the contribution ratio of the transmission force Tr to the anchorage strength Pn, and the calculated strength value D*E*Pn 0 is set based on the transmission force Tr of the shear reinforcing bar 12.
  • the value of the estimated fixing proof force Pn can be calculated by using the following equation (3), which is added to the lower limit value minPn obtained in (2) above, as an estimated proof stress formula.
  • the area of the side surface 51i (assumed failure surface) that fits within the anchoring member 2, the symmetrical part 51a and the asymmetrical part 51b of the side surface 51i, and the transmission of the shear reinforcing bar 12 across the side surface 51i are used.
  • the force Tr it is possible to further improve the accuracy of calculation of the fixing yield strength.
  • the estimated strength formula can be applied to the calculation of anchorage strength for cone-shaped fractures under various conditions, and also It can also be applied to calculation of fixing strength such as.
  • [Second embodiment] 4 and 5 show a second embodiment of the invention.
  • the present embodiment calculates the anchoring strength of the column main reinforcing bars located at different positions within the column-beam joint from the first embodiment.
  • the L-shaped joint 30c and the beam 20 constitute the fixing member 2, and based on the shape of the fixing member 2, the side surface that fits within the fixing member in the above standard formula (formula (1-2)) is determined.
  • a coefficient C regarding the area ratio of is to be determined.
  • the side surface 51i that fits within the fixing member 2, which is the fracture surface assumed in this embodiment, has a shape as shown in FIG. 5(A), with a symmetrical part 51a and an asymmetrical part 51b shown in FIG. has.
  • the conical shape 50 assumed as the fracture shape of cone-shaped fracture is defined so that the side surface 51 has an inclination angle of 45 degrees with respect to the main reinforcement 11, but it may be defined with other inclination angles. Good too.
  • the conical shape 50 is assumed to be a conical shape as the fracture shape of the cone-shaped fracture, but the conical shape may be a truncated cone shape or other shapes.
  • calculation of the fixing strength of the mechanical reinforcing bars of the main reinforcements 11 of the columns 10 has been described, but other reinforcing bars may be used.
  • calculation of the fixing strength of the mechanical reinforcing bar fixation of the L-shaped joint 30c has been described, but the calculation may be applied to the T-shaped joint 30a, the T-shaped joint 30b, and other fixing members.
  • the present invention can be applied to a method of calculating anchoring strength in a mechanical reinforcing bar anchoring method.

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
  • Reinforcement Elements For Buildings (AREA)
PCT/JP2022/015607 2022-03-29 2022-03-29 機械式鉄筋定着工法の定着耐力の算定（評価）方法 Ceased WO2023188024A1 (ja)

Priority Applications (3)

Application Number Priority Date Filing Date Title
JP2024510818A JPWO2023188024A1 (enExample) 2022-03-29 2022-03-29
PCT/JP2022/015607 WO2023188024A1 (ja) 2022-03-29 2022-03-29 機械式鉄筋定着工法の定着耐力の算定（評価）方法
TW112111093A TW202403159A (zh) 2022-03-29 2023-03-24 機械式鋼筋固著工法之固著耐力之計算（評估）方法

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
PCT/JP2022/015607 WO2023188024A1 (ja) 2022-03-29 2022-03-29 機械式鉄筋定着工法の定着耐力の算定（評価）方法

Publications (1)

Publication Number Publication Date
WO2023188024A1 true WO2023188024A1 (ja) 2023-10-05

Family

ID=88200145

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/JP2022/015607 Ceased WO2023188024A1 (ja) 2022-03-29 2022-03-29 機械式鉄筋定着工法の定着耐力の算定（評価）方法

Country Status (3)

Country Link
JP (1) JPWO2023188024A1 (enExample)
TW (1) TW202403159A (enExample)
WO (1) WO2023188024A1 (enExample)

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0393501U (enExample) * 1990-01-17 1991-09-24
JP2003041599A (ja) * 2001-07-30 2003-02-13 Hitachi Metals Ltd 露出型柱脚構造
JP2011021433A (ja) * 2009-07-17 2011-02-03 Takenaka Komuten Co Ltd コーン状破壊部補強構造、該コーン状破壊部補強構造を有する建物、及び破壊耐力の増分算出方法
JP2014105493A (ja) * 2012-11-28 2014-06-09 Yokohama National Univ 鉄筋コンクリート建造物の柱頭仕口構造
JP2016069927A (ja) * 2014-09-30 2016-05-09 高周波熱錬株式会社 鉄筋コンクリート造の設計方法及び鉄筋コンクリート造
JP2018184772A (ja) * 2017-04-26 2018-11-22 株式会社アーテック コンクリート構造体の補強工法および支柱構造体の補強工法

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0393501U (enExample) * 1990-01-17 1991-09-24
JP2003041599A (ja) * 2001-07-30 2003-02-13 Hitachi Metals Ltd 露出型柱脚構造
JP2011021433A (ja) * 2009-07-17 2011-02-03 Takenaka Komuten Co Ltd コーン状破壊部補強構造、該コーン状破壊部補強構造を有する建物、及び破壊耐力の増分算出方法
JP2014105493A (ja) * 2012-11-28 2014-06-09 Yokohama National Univ 鉄筋コンクリート建造物の柱頭仕口構造
JP2016069927A (ja) * 2014-09-30 2016-05-09 高周波熱錬株式会社 鉄筋コンクリート造の設計方法及び鉄筋コンクリート造
JP2018184772A (ja) * 2017-04-26 2018-11-22 株式会社アーテック コンクリート構造体の補強工法および支柱構造体の補強工法

Also Published As

Publication number Publication date
TW202403159A (zh) 2024-01-16
JPWO2023188024A1 (enExample) 2023-10-05

Similar Documents

Publication Publication Date Title
JP4261607B2 (ja) 耐モーメント構造物と、支持部材と、建築方法
JP6025884B2 (ja) 鋼・コンクリート合成部材
US12410604B2 (en) Structural fuses configured to yield in tension and compression and structures including the same
CN106401021A (zh) 装配式混凝土开缝剪力墙
JP6147628B2 (ja) コンクリート柱と鉄骨梁との接合構造
CN104619935A (zh) 点支撑构件或混凝土平顶棚
WO2023188024A1 (ja) 機械式鉄筋定着工法の定着耐力の算定（評価）方法
JP5465303B2 (ja) 補強構造
JPH10331437A (ja) 既存柱梁の耐震補強構造
CN114108815B (zh) 用于曲折柱与框梁转折部位的预应力型钢砼节点
JP7335540B1 (ja) 接合構造
JP5291390B2 (ja) 耐震構造、耐震構造の施工方法、及び建築物
JP6261964B2 (ja) 耐震補強構造
WO2023163213A1 (ja) 接合構造
JP7755539B2 (ja) ハイブリッド梁の設計方法
JP2009144500A (ja) 最上層の柱梁接合部のせん断補強構造
CN217150621U (zh) 一种内嵌钢支撑框架转换柱连接结构以及梁柱连接节点
JP3902965B2 (ja) 最上階又は屋階の柱梁接合部における梁主鉄筋の定着方法
JPH0988182A (ja) 吹き抜けを有する建物の捻れ変形防止構造
JP7345170B2 (ja) 鉄筋コンクリート造梁及び構造物
JP2003184172A (ja) 鉄骨鉄筋コンクリート造柱脚構造
JP7314030B2 (ja) 開口を有する床スラブ付き鉄骨梁およびその補強方法
JPH0751803B2 (ja) Ｒｃ造躯体開口部の耐震補強方法
JP2000352220A (ja) 建築物の耐震構造
JPH0813848A (ja) 連層耐震壁の付帯柱脚部構造

Legal Events

Date Code Title Description
121 Ep: the epo has been informed by wipo that ep was designated in this application

Ref document number: 22935172

Country of ref document: EP

Kind code of ref document: A1

ENP Entry into the national phase

Ref document number: 2024510818

Country of ref document: JP

Kind code of ref document: A

NENP Non-entry into the national phase

Ref country code: DE

122 Ep: pct application non-entry in european phase

Ref document number: 22935172

Country of ref document: EP

Kind code of ref document: A1