WO2015045042A1 - 柱脚構造 - Google Patents
柱脚構造 Download PDFInfo
- Publication number
- WO2015045042A1 WO2015045042A1 PCT/JP2013/075940 JP2013075940W WO2015045042A1 WO 2015045042 A1 WO2015045042 A1 WO 2015045042A1 JP 2013075940 W JP2013075940 W JP 2013075940W WO 2015045042 A1 WO2015045042 A1 WO 2015045042A1
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- WIPO (PCT)
- Prior art keywords
- column
- column base
- strength
- joint
- base structure
- Prior art date
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/30—Columns; Pillars; Struts
- E04C3/32—Columns; Pillars; Struts of metal
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
-
- 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
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
-
- 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
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2442—Connections with built-in weakness points
-
- 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
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2463—Connections to foundations
Definitions
- a metal fitting arranged above the foundation concrete is joined to a column base fixed to a tip end portion of an anchor bolt protruding upward from the foundation concrete, and a lower end thereof is joined to the upper surface of the metal fitting.
- the present invention relates to a column base structure including a column member.
- FIG. 4 to 6 are views referred to for explaining the conventional column base structure 2.
- FIG. 4 to 6 are views referred to for explaining the conventional column base structure 2.
- the conventional column base structure 2 includes a column base 5 provided on the foundation concrete 3 and a steel column 4 (the lower end of which is joined to a metal fitting 6 of the column base 5).
- Column member The column base 5 had a metal joint 6, a mortar 8, an anchor bolt 10, nut members 12 and 14, a washer 16, and a fixing plate 18.
- a flat joint metal 6 having both front and back surfaces is provided above the foundation concrete 3 via a mortar 8.
- the joining hardware 6 of the column base 5 is made of metal, and the lower end of the steel column 4 having a length in the vertical direction in the figure is joined to the upper surface 6a (surface) by welding.
- the welded portion W is not drawn on the front side surface of the steel column 4 in the figure, but the front side surface and the back side surface in FIG. Similar to the two side surfaces adjacent to the surface, the welded portion W is formed. This also applies to other drawings such as FIG. 5 and FIG.
- the male thread portion formed at the lower end portion of the anchor bolt 10 is loosely inserted into a through hole penetrating in the thickness direction of the fixing plate 18, and on the upper surface side and the lower surface side of the fixing plate 18.
- the fixing plate 18 is integrally fixed to the lower end portion of the anchor bolt 10 in the foundation concrete 3 by screwing the female screw portion of the nut member 14.
- the bottom plate portion and the support plate formed in a trapezoidal shape with the center portion of the top surface of the bottom plate portion being higher than the peripheral edge portion.
- a column base structure using a metal joint different from a simple flat plate shape, in which the lower end of the steel column is joined by welding to the upper surface of the support base see, for example, Patent Document 2.
- the building structure provided with the conventional column base structure 2 has a central portion between the pair of welded portions W with the joint hardware 6 on both sides of the steel column 4 as shown in FIG.
- a load that generates a large bending moment M for rotating the steel column 4 around the rotation center O in the clockwise direction is applied, the steel column 4 and the column base 5 of the column base structure 2 Among them, the one with weak proof stress yielded first and plastically deformed.
- the yield strength of the steel column 4 (including bending strength Mp and axial strength Np, which will be described later) is determined by the design reference strength F2 of the steel column 4, and the greater the design reference strength F2 of the steel column 4, the more the steel frame The proof stress of the pillar 4 was large.
- the proof stress of the column base 5 (including bending proof Mu and axial proof strength Nu described later) is not determined by the design reference strength F1 of the joint hardware 6, but the strength of the joint hardware 6 and the anchor bolt 10 And the fixing performance of the joint metal 6 with the foundation concrete 3 through the mortar 8, the anchor bolt 10, the nut members 12 and 14, the washer 16 and the fixing plate 18.
- the conventional column base structure 2 includes a column base structure 2A in which the design reference strength F1 of the metal fitting 6 is greater than or equal to the design reference strength F2 of the steel column 4, and the design reference strength F1 of the metal fitting 6 is the design standard of the steel column 4.
- the column base structure 2B having a strength smaller than the strength F2, the column base structure 2A has been widely used.
- the steel column 4 in the conventional column base structure 2 ⁇ / b> A rotates clockwise around the rotation center O at the center between the pair of welded portions W with the metal fitting 6.
- the welded portion W that connects the metal fittings 6 of the steel column 4 yields instead of yielding. Is bent in the clockwise direction at the portion above the welded portion W, so that there was no possibility that the welded portion W was broken and the joint 6 between the steel column 4 and the column base 5 was separated from each other.
- the design standard strength F1 of the metal joint 6 is equal to or higher than the design standard strength F2 of the steel column 4.
- the structural calculation of the building structure provided with the conventional column base structure 2 has been performed by a structural calculation apparatus using a structural calculation program.
- the structural calculation program is the load data such as the scale and shape of the building structure, the material and dimensions of the beams and pillars that make up the column base structure in the building structure and the upper structure above, the fixed load and the load load.
- various strength tests, calculation of allowable stress, calculation by the Building Standards Act such as limit strength calculation, etc., and pass / fail judgment are performed continuously, and all the results are obtained. It is displayed and / or printed on the structural calculation device.
- the conventional structural calculation device has values such as the bending strength Mp and the axial strength Np of the steel column 4 and the bending strength Mu and the axial strength Nu of the column base 5 from the data input by the conventional structural calculation program.
- the bending strength Mp of the steel column 4 and the bending strength Mu of the column base 5 the smaller one is set as the ultimate bending strength Ms of the column base structure 2, and this ultimate bending strength Ms is a criterion for pass / fail judgment. Used to calculate the structure of building structures.
- the present invention is such that when a load that generates a bending moment due to an earthquake or the like is applied, the joint between the metal joint and the column member locally yields and the joint breaks. It is an object of the present invention to provide a column base structure that can prevent the manufacturing cost of the joint hardware and the column base structure from being increased.
- the column base structure is: A metal joint disposed above the foundation concrete includes a column base fixed to an anchor bolt protruding upward from the foundation concrete, and a column member having a lower end joined to the upper surface of the metal joint.
- a column base structure, The design standard strength of the joint hardware is smaller than the design standard strength of the column member, The bending strength of the column base is calculated by multiplying the bending strength of the column member by a value obtained by dividing the design standard strength of the joint hardware by the design standard strength of the column member, based on the index bending strength of the column member. small, As the load applied to the column base structure increases, the column base portion yields before the column member.
- the column base structure according to the present invention is
- the bonding hardware is formed in a plate shape having both front and back surfaces and an equal thickness.
- the column base structure according to the present invention is
- the joint hardware has both front and back surfaces, a bottom plate portion formed in a plate shape having an equal thickness, and a support base portion having a height upward from the periphery of the upper surface of the bottom plate portion. And the lower end part of the said column member is joined to the upper surface of this support stand part, It is characterized by the above-mentioned.
- a metal joint disposed above the foundation concrete includes a column base fixed to an anchor bolt protruding upward from the foundation concrete, and a column member having a lower end joined to the upper surface of the metal joint.
- a column base structure, The design standard strength of the joint hardware is smaller than the design standard strength of the column member, The bending strength of the column base is calculated by multiplying the bending strength of the column member by a value obtained by dividing the design standard strength of the joint hardware by the design standard strength of the column member, based on the index bending strength of the column member.
- FIGS. 1 and 2 are views referred to for explaining the column base structure 40 according to the first embodiment of the present invention.
- the same parts as those of the conventional column base structure 2 will be described with the same reference numerals, and the description of the same structure as the conventional one will be omitted except for a part.
- the column base structure 40 has a column base 41 provided on the foundation concrete 3 and a lower end of the column base 41 joined to a metal fitting 42 of the column base 41.
- a steel column 4 (column member) is provided.
- the column base 41 includes a metal joint 42, a mortar 8, an anchor bolt 10, nut members 12 and 14, a washer 16, and a fixing plate 18.
- a flat joint metal 42 is provided above the foundation concrete 3 via the mortar 8.
- the metal joint 42 is made of metal and has square front and back surfaces.
- the lower end of the steel column 4 is abutted against the upper surface 42a of the metal joint 42 of the column base 41, and they are joined to each other by welding at the weld W.
- the steel column 4 has a length in the vertical direction in FIG. 1 and is formed in a hollow rectangular tube shape.
- the upper end portion of the anchor bolt 10 protruding upward from the foundation concrete 3 is inserted into a bolt insertion hole 42b formed in the peripheral edge portion of the joint metal piece 42.
- the male thread portion formed at the upper end portion of the anchor bolt 10 that protrudes upward from the metal joint 42 passes through the through hole of the washer 16 and is screwed to the female thread portion of the nut member 12. Is fixedly erected on the foundation concrete 3 through the welded portion W, the metal joint 42 of the column base 41 and the mortar 8.
- the design reference strength F1 ′ of the joint hardware 42 is smaller than the design reference strength F2 of the steel column 4.
- the bending strength Mu ′ of the column base portion 41 is smaller than the index bending strength Mp ′ of the steel column 4.
- the bending strength Mu ′ of the column base 41 is the same as the bending strength Mu of the column base 5 in the conventional column base structure 2, the strength of the joining hardware 42, the strength of the anchor bolt 10, and the joining hardware 42.
- the index bending strength Mp ′ of the steel column 4 is obtained by multiplying the bending strength Mp of the steel column 4 by a value obtained by dividing the design standard strength F1 ′ of the metal joint 42 by the design standard strength F2 of the steel column 4. It is calculated.
- the column base structure 40 is configured so that the bending strength Mu ′ of the column base 41 is smaller than the index bending strength Mp ′ of the steel column 4 with respect to the steel column 4. 2, when a load that generates a large bending moment M is applied in the clockwise direction around the rotation center O of the central portion between the pair of welded portions W with the joint hardware 42, The welded part 42 yields and plastically deforms without the welded part W connecting the joined metallized 42 yielding locally and the welded part W breaking.
- the building structure provided with the column base structure 40 according to the present embodiment is subjected to structural calculation by a structural calculation apparatus using a structural calculation program.
- the structural calculation device used for the building structure including the column base structure 40 is configured to obtain the bending strength Mp and the axial strength Np of the steel column 4 from the data input by the structural calculation program. Is multiplied by a value obtained by dividing the design reference strength F1 ′ of the metal joint 42 by the design reference strength F2 of the steel column 4, and the index bending strength Mp ′, the index shaft strength Np ′ of the steel column 4, and the column base portion 41 are calculated. Values such as the bending strength Mu ′ and the axial strength Nu ′ are calculated.
- the structural calculation device uses the structural calculation program to determine the ultimate bending strength Ms of the column base structure 40 as the smaller one of the index bending strength Mp ′ of the steel column 4 and the bending strength Mu ′ of the column base 41.
- the structural calculation of the building structure is performed using the ultimate bending proof stress Ms as a criterion for the pass / fail judgment.
- the structural calculation is performed with the bending strength Mu ′ of the column base 41 smaller than the index bending strength Mp ′ of the steel column 4 as the ultimate bending strength Ms.
- the dimensions of each member of the building structure including the structure 40 are determined.
- the column base structure 40 according to the present embodiment has the bending moment M due to the earthquake shown in FIG. 2 even if the design reference strength F1 ′ of the metal fitting 42 is smaller than the design reference strength F2 of the steel column 4. It is possible to prevent the welded portion W that connects the steel column 4 and the metal joint 42 from yielding locally and breaking the welded portion W when a load that generates the above is applied.
- the design reference strength F1 ′ of the metal joint 42 can be made smaller than the design reference strength F2 of the steel column 4, it is assumed that a high-strength material having a large design reference strength F2 is used as the material of the steel column 4. However, it is not necessary to use a high-strength material having a large design reference strength F1 ′ as the material of the joint hardware 42.
- the column base structure 40 according to the present embodiment can prevent an increase in the manufacturing cost of the joint hardware 42 and also prevent an increase in the manufacturing cost of the column base structure 40 using the joint hardware 42. can do.
- the joint hardware 42 and the steel column 4 it is possible to prevent the joint portion (welded portion W) from yielding locally and breaking the joint portion, and to prevent the manufacturing cost of the joint hardware 42 and the column base structure 40 from being increased. .
- FIG. 3 is a diagram referred to for explaining the column base structure 70 according to the second exemplary embodiment of the present invention.
- the column base structure 70 according to the present embodiment includes a bottom plate portion 72a and a support base portion 72d as shown in FIG. 3 instead of the joint hardware 42 in the column base structure 40 according to the first embodiment.
- the column base structure 40 according to the first embodiment is different from the column base structure 40 according to the first embodiment in that the metal fitting 72 is provided.
- the metal joint 72 of the column base portion 71 in the present embodiment is made of metal, and as shown in FIG. 3, the bottom plate portion 72a formed in a plate shape having both substantially square front and back surfaces, and its bottom plate
- the center part of the upper surface 72b of the part 72a is comprised by the support stand part 72d which has height toward the upper direction in the figure from the peripheral part.
- the lower end portion of the steel column 4 is abutted against the upper surface 72e of the support base portion 72d, and the joint hardware 72 is joined to each other at the weld portion W by welding.
- the upper end portion of the anchor bolt 10 projecting upward from the foundation concrete 3 is inserted into a bolt insertion hole 72 c formed in the peripheral edge portion of the bottom plate portion 72 a of the joint metal 72.
- the male screw portion formed at the upper end portion of the anchor bolt 10 that protrudes upward from the peripheral edge portion of the bottom plate portion 72a of the metal fitting 72 passes through the through hole of the washer 16 and is screwed to the female screw portion of the nut member 12. Accordingly, the steel column 4 is erected and fixed on the foundation concrete 3 via the welded portion W, the joint metal 72 of the column base 71 and the mortar 8.
- the design reference strength of the joint hardware 72 is smaller than the design reference strength F2 of the steel column 4 as in the case of the column base structure 40 according to the first embodiment. Yes.
- the bending strength Mu ′ of the column base portion 71 is smaller than the index bending strength Mp ′ of the steel column 4.
- this invention is not limited only to the said embodiment, If it is in the range which can achieve the objective of this invention, various changes are possible about a column base structure.
- the metal joint 42 has a flat plate shape having both front and back surfaces in a substantially square shape.
- a square other than the shape may be used.
- joint hardware 42 may be a flat plate having both a polygonal shape other than a square and a circular front and back. This also applies to the bottom plate portion 72a of the metal joint 72 in the second embodiment.
- the steel column 4 whose lower end portion is joined to the joining hardware 42 is formed in a rectangular tube shape, but is not limited to this shape.
- it may be formed in a cylindrical shape.
- the steel column may be formed in a solid shape.
- the building structure including the column base structure 40 according to the first embodiment is subjected to structural calculation by a structural calculation apparatus using a structural calculation program, whereby the dimensions and the like of each member are determined.
- the design reference strength F1 ′ of the metal joint 42 is smaller than the design reference strength F2 of the steel column 4
- the bending strength Mu ′ of the column base 41 is smaller than the index bending strength Mp ′ of the steel column 4. If so, a structural calculation program or a structural calculation apparatus need not be used.
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Abstract
Description
基礎コンクリートの上方に配置された接合金物が、前記基礎コンクリートから上方に突出したアンカーボルトに固定された柱脚部と、前記接合金物の上面にその下端部が接合された柱部材とを備えた柱脚構造であって、
前記接合金物の設計基準強度は、前記柱部材の設計基準強度より小さく、
前記柱脚部の曲げ耐力は、前記接合金物の設計基準強度を前記柱部材の設計基準強度で除した値を前記柱部材の曲げ耐力に乗じて算出された、前記柱部材の指標曲げ耐力より小さく、
前記柱脚構造に加えられる荷重が増えていくと、前記柱脚部は前記柱部材よりも先に降伏することを特徴とするものである。
前記接合金物は、表裏両面と、均等な厚さを有する板状に形成されたことを特徴とするものである。
前記接合金物は、表裏両面と、均等な厚さを有する板状に形成された底板部と、この底板部の上面の周縁部より内側で上方に向かって高さを有する支持台部とを有し、この支持台部の上面に前記柱部材の下端部が接合されたことを特徴とするものである。
基礎コンクリートの上方に配置された接合金物が、前記基礎コンクリートから上方に突出したアンカーボルトに固定された柱脚部と、前記接合金物の上面にその下端部が接合された柱部材とを備えた柱脚構造であって、
前記接合金物の設計基準強度は、前記柱部材の設計基準強度より小さく、
前記柱脚部の曲げ耐力は、前記接合金物の設計基準強度を前記柱部材の設計基準強度で除した値を前記柱部材の曲げ耐力に乗じて算出された、前記柱部材の指標曲げ耐力より小さく、
前記柱脚構造に加えられる荷重が増えていくと、前記柱脚部は前記柱部材よりも先に降伏することにより、
地震等により曲げモーメントを発生させる荷重が加えられた際に、接合金物と柱部材の接合部が局所的に降伏してその接合部が破断することを防止することができると共に、接合金物や柱脚構造の製造費用の高額化を防止することができる。
3 基礎コンクリート
4 鉄骨柱
5 柱脚部
6 接合金物
6a 上面
6b ボルト挿通孔
8 モルタル
10 アンカーボルト
12,14 ナット部材
16 座金
18 定着板
40 柱脚構造
41 柱脚部
42 接合金物
42a 上面
42b ボルト挿通孔
70 柱脚構造
71 柱脚部
72 接合金物
72a 底板部
72b 上面
72c ボルト挿通孔
72d 支持台部
72e 上面
F1 接合金物6の設計基準強度
F1´ 接合金物42の設計基準強度
F2 鉄骨柱4の設計基準強度
M 曲げモーメント
Mp 鉄骨柱4の曲げ耐力
Mp´ 鉄骨柱4の指標曲げ耐力
Mu 柱脚部5の曲げ耐力
Mu´ 柱脚部41の曲げ耐力
Np 鉄骨柱4の軸耐力
Np´ 鉄骨柱4の指標軸耐力
Nu 柱脚部5の軸耐力
Nu´ 柱脚部41の軸耐力
Ms 設計上の終局曲げ耐力
W 溶接部
Claims (3)
- 基礎コンクリートの上方に配置された接合金物が、前記基礎コンクリートから上方に突出したアンカーボルトに固定された柱脚部と、前記接合金物の上面にその下端部が接合された柱部材とを備えた柱脚構造であって、
前記接合金物の設計基準強度は、前記柱部材の設計基準強度より小さく、
前記柱脚部の曲げ耐力は、前記接合金物の設計基準強度を前記柱部材の設計基準強度で除した値を前記柱部材の曲げ耐力に乗じて算出された、前記柱部材の指標曲げ耐力より小さく、
前記柱脚構造に加えられる荷重が増えていくと、前記柱脚部は前記柱部材よりも先に降伏する
ことを特徴とする柱脚構造。 - 前記接合金物は、表裏両面と、均等な厚さを有する板状に形成された
ことを特徴とする請求項1に記載の柱脚構造。 - 前記接合金物は、表裏両面と、均等な厚さを有する板状に形成された底板部と、この底板部の上面の周縁部より内側で上方に向かって高さを有する支持台部とを有し、この支持台部の上面に前記柱部材の下端部が接合された
ことを特徴とする請求項1に記載の柱脚構造。
Priority Applications (4)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
US14/346,375 US20160222662A1 (en) | 2013-09-25 | 2013-09-25 | Column base structure |
JP2014501350A JP5752846B1 (ja) | 2013-09-25 | 2013-09-25 | 柱脚構造 |
PCT/JP2013/075940 WO2015045042A1 (ja) | 2013-09-25 | 2013-09-25 | 柱脚構造 |
TW103102250A TWI554669B (zh) | 2013-09-25 | 2014-01-22 | 柱腳構造 |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
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PCT/JP2013/075940 WO2015045042A1 (ja) | 2013-09-25 | 2013-09-25 | 柱脚構造 |
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WO2015045042A1 true WO2015045042A1 (ja) | 2015-04-02 |
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PCT/JP2013/075940 WO2015045042A1 (ja) | 2013-09-25 | 2013-09-25 | 柱脚構造 |
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US (1) | US20160222662A1 (ja) |
JP (1) | JP5752846B1 (ja) |
TW (1) | TWI554669B (ja) |
WO (1) | WO2015045042A1 (ja) |
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CN115807508A (zh) * | 2022-12-13 | 2023-03-17 | 济南中鲁建设工程有限公司 | 建筑钢结构柱脚安装基础施工方法及节点 |
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CN109629755A (zh) * | 2019-01-25 | 2019-04-16 | 北京工业大学 | 一种附加抗侧剪力墙的震后可恢复功能十字型柱脚节点 |
CN109629763A (zh) * | 2019-01-25 | 2019-04-16 | 北京工业大学 | 一种附加γ形抗侧剪力墙的震后可恢复功能l型件连接柱脚节点 |
CN109629761A (zh) * | 2019-01-25 | 2019-04-16 | 北京工业大学 | 一种附加斜向抗侧brb的震后可恢复功能十字型柱脚节点 |
CN109629756A (zh) * | 2019-01-25 | 2019-04-16 | 北京工业大学 | 一种附加抗侧剪力墙的震后可恢复功能单向铰接柱脚节点 |
JP7351759B2 (ja) * | 2020-01-31 | 2023-09-27 | 青木あすなろ建設株式会社 | 露出柱脚の接合構造 |
CN112095787A (zh) * | 2020-08-28 | 2020-12-18 | 中冶(上海)钢结构科技有限公司 | 埋入式箱型柱及安装方法 |
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- 2013-09-25 JP JP2014501350A patent/JP5752846B1/ja active Active
- 2013-09-25 WO PCT/JP2013/075940 patent/WO2015045042A1/ja active Application Filing
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- 2014-01-22 TW TW103102250A patent/TWI554669B/zh active
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JP2000017740A (ja) * | 1998-07-01 | 2000-01-18 | Atsuhide Hashimoto | 耐震性能の優れた露出型固定柱脚 |
JP2004092096A (ja) * | 2002-08-30 | 2004-03-25 | Taisei Corp | 柱脚部の制震構造 |
JP2008057323A (ja) * | 2007-11-17 | 2008-03-13 | Okabe Co Ltd | 鉄骨造露出型柱脚構造 |
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JP2015172269A (ja) * | 2014-03-11 | 2015-10-01 | 日鐵住金建材株式会社 | 冷間ロール成形角形鋼管柱とベースプレートの溶接接合構造 |
CN115807508A (zh) * | 2022-12-13 | 2023-03-17 | 济南中鲁建设工程有限公司 | 建筑钢结构柱脚安装基础施工方法及节点 |
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US20160222662A1 (en) | 2016-08-04 |
TW201512497A (zh) | 2015-04-01 |
JPWO2015045042A1 (ja) | 2017-03-02 |
JP5752846B1 (ja) | 2015-07-22 |
TWI554669B (zh) | 2016-10-21 |
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