TW200405916A - A high strength bolted connection structure with no fire resistive covering - Google Patents
A high strength bolted connection structure with no fire resistive covering Download PDFInfo
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- TW200405916A TW200405916A TW092125019A TW92125019A TW200405916A TW 200405916 A TW200405916 A TW 200405916A TW 092125019 A TW092125019 A TW 092125019A TW 92125019 A TW92125019 A TW 92125019A TW 200405916 A TW200405916 A TW 200405916A
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- 229910000831 Steel Inorganic materials 0.000 claims abstract description 69
- 239000010959 steel Substances 0.000 claims abstract description 69
- 230000003111 delayed effect Effects 0.000 claims abstract description 35
- 230000007774 longterm Effects 0.000 claims abstract description 31
- 239000000463 material Substances 0.000 claims abstract description 24
- 238000013461 design Methods 0.000 claims abstract description 10
- 239000002184 metal Substances 0.000 claims description 56
- 229910052751 metal Inorganic materials 0.000 claims description 56
- 238000000576 coating method Methods 0.000 claims description 47
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- 239000011248 coating agent Substances 0.000 claims description 32
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- OKTJSMMVPCPJKN-UHFFFAOYSA-N Carbon Chemical compound [C] OKTJSMMVPCPJKN-UHFFFAOYSA-N 0.000 claims description 13
- 229910052799 carbon Inorganic materials 0.000 claims description 13
- 238000010276 construction Methods 0.000 claims description 13
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- RNFJDJUURJAICM-UHFFFAOYSA-N 2,2,4,4,6,6-hexaphenoxy-1,3,5-triaza-2$l^{5},4$l^{5},6$l^{5}-triphosphacyclohexa-1,3,5-triene Chemical compound N=1P(OC=2C=CC=CC=2)(OC=2C=CC=CC=2)=NP(OC=2C=CC=CC=2)(OC=2C=CC=CC=2)=NP=1(OC=1C=CC=CC=1)OC1=CC=CC=C1 RNFJDJUURJAICM-UHFFFAOYSA-N 0.000 claims 1
- 239000003063 flame retardant Substances 0.000 claims 1
- 230000001681 protective effect Effects 0.000 abstract description 5
- 230000009970 fire resistant effect Effects 0.000 description 24
- 230000006378 damage Effects 0.000 description 15
- UFHFLCQGNIYNRP-UHFFFAOYSA-N Hydrogen Chemical compound [H][H] UFHFLCQGNIYNRP-UHFFFAOYSA-N 0.000 description 11
- 229910052739 hydrogen Inorganic materials 0.000 description 11
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- 238000011156 evaluation Methods 0.000 description 3
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- 238000005304 joining Methods 0.000 description 3
- 150000001247 metal acetylides Chemical class 0.000 description 3
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- 230000000171 quenching effect Effects 0.000 description 3
- 229910052720 vanadium Inorganic materials 0.000 description 3
- VEXZGXHMUGYJMC-UHFFFAOYSA-N Hydrochloric acid Chemical compound Cl VEXZGXHMUGYJMC-UHFFFAOYSA-N 0.000 description 2
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- XEEYBQQBJWHFJM-UHFFFAOYSA-N iron Substances [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 229910052748 manganese Inorganic materials 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
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- 241001330002 Bambuseae Species 0.000 description 1
- ZAMOUSCENKQFHK-UHFFFAOYSA-N Chlorine atom Chemical compound [Cl] ZAMOUSCENKQFHK-UHFFFAOYSA-N 0.000 description 1
- CWYNVVGOOAEACU-UHFFFAOYSA-N Fe2+ Chemical compound [Fe+2] CWYNVVGOOAEACU-UHFFFAOYSA-N 0.000 description 1
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- PCHJSUWPFVWCPO-UHFFFAOYSA-N gold Chemical compound [Au] PCHJSUWPFVWCPO-UHFFFAOYSA-N 0.000 description 1
- 229910052737 gold Inorganic materials 0.000 description 1
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- 150000002739 metals Chemical class 0.000 description 1
- QMQXDJATSGGYDR-UHFFFAOYSA-N methylidyneiron Chemical compound [C].[Fe] QMQXDJATSGGYDR-UHFFFAOYSA-N 0.000 description 1
- 229910052758 niobium Inorganic materials 0.000 description 1
- 150000004767 nitrides Chemical class 0.000 description 1
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Classifications
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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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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F16—ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
- F16B—DEVICES FOR FASTENING OR SECURING CONSTRUCTIONAL ELEMENTS OR MACHINE PARTS TOGETHER, e.g. NAILS, BOLTS, CIRCLIPS, CLAMPS, CLIPS OR WEDGES; JOINTS OR JOINTING
- F16B31/00—Screwed connections specially modified in view of tensile load; Break-bolts
- F16B31/06—Screwed connections specially modified in view of tensile load; Break-bolts having regard to possibility of fatigue rupture
-
- 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
- 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
- E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
- E04C3/06—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal with substantially solid, i.e. unapertured, web
-
- 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
- E04B2001/2415—Brackets, gussets, joining plates
-
- 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
- E04B2001/2418—Details of bolting
-
- 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
- E04B2001/2454—Connections between open and closed section profiles
-
- 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
- E04B2001/2457—Beam to beam connections
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- General Engineering & Computer Science (AREA)
- Mechanical Engineering (AREA)
- Joining Of Building Structures In Genera (AREA)
- Connection Of Plates (AREA)
Abstract
Description
玖、發明說明： 【發明所屬之技術销域】 發明領域 本發明係有關於一種無耐火被覆物之高強度螺栓接合 邛構造，適用於直接或隔著τ型金屬接合物及雙層板等金屬 接合物以高強度螺栓接合構成具耐火性要求之鋼骨構造物 的柱及樑之構件等，或樑構件。x，本發明之無财火被覆 物之高強度螺栓接合部構造包含無耐火被覆物之高強度螺 栓摩擦接合部構造及無耐火被覆物之拉伸接合部構造兩 者。 C 先前 先前技術 迄今，一用以構成具耐火性要求之鋼骨構造物的柱及 樑等鋼材，於暴露於火災時之高温的情形下，其強度會減 弱而無法維持作為鋼骨構造物之充分機能，因此以往係於 鋼材本_加費事之财火被覆物，或使用耐火材之保護構 造，以保護鋼材免受高溫破壞。 然而，如此一來，於鋼材附加耐火被覆物，或使用耐 火材保護鋼材之保護構造，會增加材料成本、施工成本的 負擔。因此，近年來，已·出多種以實現提高相當於火 災時的南溫強度所謂無耐火被覆物之鋼骨構造物為主要目 的具優異之高溫強度耐火鋼，且關於由該等耐火鋼組成鋼 材之高強度螺栓接合部，亦漸漸開始要求高溫強度。 另外’關於雨強度螺栓及螺帽，例如，在特開平 200405916 2-247355號公報（申請專利範圍第}項、第7表及第1圖）中， 揭示有藉由添加Mo，使其在室溫下具有1〇〇〇N/mm2以上之 螺栓拉伸強度，且在600°C以上之高溫強度優異的螺栓及螺 帽用鋼，但高溫強度並不足，因此，為得到更高的高溫強 5度，必須添加Ni，v等高價之合金元素，而有成本升高的問 題。 10 15 20 在特開平5-51698號公報（申請專利範圍第2項、第2表) 及特開平5-98389號公報（申請專利範圍第丨項及第2表）中， 揭不有一於室溫下具有 1000N/mm2以上之螺栓拉伸強度， 且在具有40_麵乂±之降㈣度之螺栓及螺帽用 鋼’但必須添加Nb、W等特殊元素，因此有成本升高的問 遞又’兩溫強度仍不足。 ，外，上述習知之具有耐火性之高強度螺栓之拉伸強 度’也有職11刪/咖2的程度者，㈣於在降伏強度以 :接:螺栓’經過-定時間之後，有發生突然斷裂之「延 二裒現象」之虞’因此產生無法作為鋼骨構造物重要接 之螺栓而安錢社_，且f知之螺栓拉伸強度 :广_NW為上限。因此，必然會使螺栓數及金 =接合物的長度增加，故提高了降低縣、驗工期之需 述公知之文獻中所揭示之高強度螺栓及螺帽均以合 至，、的添加量為特徵，且為了使 高價合全开去m曰 丁人性徒问而因此增加 性問1 除了會產生原料價格上昇之本質 靖外，還會發生所謂延遲破壞現㈣問題。 、 6 本發明係提供可解決延遲破壞的問題，並同時可降低 原料成本、縮短施工時間並充分地確保650°C高溫之強度， 並使用有不依賴耐火材被覆物及耐火材之保護構造的高強 度螺栓。 【明内]| 發明概要 本發明，係為解決上述問題，因此以下列的（1)〜(5)為 其要旨。 (1)一種無耐火被覆物之高強度螺栓接合部構造，係具 有包含柱及（或）樑之鋼骨構造物财火性之高強度螺栓 接合部構造，又，係使用於常溫下之螺栓拉伸強度(TS) 在1200N/mm2以上，且於650°c之螺栓抗剪強度(bTt)可 滿足下述<1>式耐火性優異之高強度螺栓者， bxt^ μχ Νο/(γχ bAs) <i> 其中，brut:高溫時之螺栓抗剪強度(N/mm2) bxt=TSt//" 3 TSt:高溫時之螺栓拉伸強度((N/mm2> :常溫時之黏滯係數 No :設計螺栓張力（N) γ ··對於長期載重之安全率 bAs :螺栓之軸部截面積(mm2)。 (2)如（1)所載之無耐火被覆物之高強度螺栓接合部構 造，其中前述高強度螺栓接合部構造，於常溫時，前 述樑之長期容許剪力（Qs)係滿足下述<2>式 200405916说明 Description of the invention: [Technical sales area to which the invention belongs] Field of the invention The present invention relates to a high-strength bolted joint structure without a fire-resistant coating, and is suitable for directly or through metals such as τ-type metal joints and double-layer plates. The joint uses high-strength bolts to join members such as columns and beams constituting steel-reinforced structures with fire resistance requirements, or beam members. x. The high-strength bolt joint structure of the fireless coating of the present invention includes both a high-strength bolt friction joint structure without a fire-resistant coating and a tensile joint structure without a fire-resistant coating. C. Previous technology To date, a steel used to form a steel frame structure with fire resistance requirements, such as columns and beams, will be weakened and cannot be maintained as a steel frame structure when exposed to high temperatures during a fire. Fully functional, so it used to be a fire-resistant coating on steel materials, or a protective structure using refractory materials to protect steel from high temperature damage. However, in this way, adding a fire-resistant coating to the steel or using a refractory to protect the steel's protective structure will increase the burden of material costs and construction costs. Therefore, in recent years, a variety of refractory steels having excellent high-temperature strength have been developed with the main purpose of improving the strength of the south temperature equivalent to the temperature at the time of a fire. High-strength bolt joints are also beginning to require high-temperature strength. In addition, regarding rain-strength bolts and nuts, for example, in Japanese Patent Application Laid-Open No. 200405916 2-247355 (Patent Application Scope Item}, Table 7 and Figure 1), it is disclosed that Mo is added to make it in the room. Bolt and nut steels that have a tensile strength of bolts above 1000N / mm2 at temperatures above 600 ° C and excellent high-temperature strength, but the strength at high temperatures is not sufficient. Therefore, in order to obtain higher high-temperature strength At 5 degrees, expensive alloy elements such as Ni and v must be added, and there is a problem of increased cost. 10 15 20 In Japanese Patent Application Laid-Open No. 5-51698 (item 2 and table 2 of the scope of patent application) and Japanese Patent Application Laid-open No. 5-98389 (item 1 and table 2 of the scope of patent application), there is no room for disclosure. It has a tensile strength of bolts of more than 1000N / mm2 at the temperature, and steel for bolts and nuts with a drop of 40 ° face ±±. However, special elements such as Nb and W must be added, so there is a problem of increased cost. Repeatedly 'two-temperature intensity is still insufficient. In addition, the above-mentioned conventionally known high-strength bolts with fire resistance have a tensile strength of '11, and can also be used to reduce the strength of the bolt: after: a certain period of time, a sudden fracture occurs. The "Yan Erhuan phenomenon" is likely to cause the failure to be used as an important bolt for steel structures, and the bolt tensile strength: f_NW is the upper limit. Therefore, the number of bolts and the length of the gold = joint will inevitably increase, so the county and inspection period will be increased. The high-strength bolts and nuts disclosed in the well-known literature are all added to Characteristics, and in order to make the high price all-inclusive, human sexual interrogation and therefore increase sexual interrogation1 In addition to the nature of rising raw material prices, there will also be the so-called delayed destruction of existing problems. The present invention provides a solution that can solve the problem of delayed damage, at the same time can reduce the cost of raw materials, shorten the construction time and fully ensure the high temperature strength of 650 ° C, and use a protective structure that does not rely on refractory coatings and refractory protection structures. High-strength bolt. [Akiyomi] | Summary of the Invention The present invention is to solve the above-mentioned problems, and therefore the following (1) to (5) are the gist thereof. (1) A high-strength bolted joint structure without a fire-resistant coating, which has a fire-resistant high-strength bolted joint structure including a steel frame structure including columns and / or beams, and is a bolt used at room temperature For a high-strength bolt with a tensile strength (TS) above 1200 N / mm2 and a bolt shear strength (bTt) at 650 ° C that can satisfy the following < 1 > -type excellent fire resistance, bxt ^ μχ Νο / (γχ bAs) < i > where brut: shear strength of bolts at high temperature (N / mm2) bxt = TSt // " 3 TSt: tensile strength of bolts at high temperatures ((N / mm2 >: viscosity at room temperature) Hysteresis coefficient No: Design bolt tension (N) γ ·· Safety ratio for long-term load bAs: Cross-sectional area of the shaft portion of the bolt (mm2). (2) High-strength bolt joint without refractory coating as described in (1) The long-term allowable shear force (Qs) of the beam at normal temperature satisfies the following < 2 > formula 200405916
Qs^ {nsxbT+(nf-ns)xbit}xbAs <2> 其中，Qs :常溫時之樑之長期容許剪力（N)Qs ^ {nsxbT + (nf-ns) xbit} xbAs < 2 > where Qs: long-term allowable shear force of the beam at normal temperature (N)
Qs = fsxAb fs :樑之長期容許抗剪強度(N/mm2) 5 Ab :樑之截面積(mm2) ns :於樑之上凸緣側床板内之拉伸螺栓數 bT:常溫時螺栓之抗剪強度(N/mm2) 1)τ 二 TS//"3 TS :常溫時螺栓之拉伸強度(N/mm2) 10 nf:於樑之上凸緣側之拉伸螺栓數 bTt:高溫時之螺栓抗剪強度(N/mm2) bxt^TSt//" 3 TSt:高溫時之螺栓拉伸強度(N/mm2) bAs :螺栓之軸部截面積（mm2)。 15 (3)如（1)或（2)所載之無耐火被覆物之高強度螺栓接合 部構造，其中前述高強度螺栓接合部構造係由高強度 螺栓、螺帽、一組金屬墊圈及金屬接合物所構成，且 前述螺帽及金屬墊圈，係未規定耐火性能之一般構造 用之六角螺帽構造用之高強度平面金屬墊圈。 20 (4)如（1)或（2)項所載之無耐火被覆物之高強度螺栓接 合部構造，其中前述高強度螺栓接合部構造，係由高 強度螺栓、螺帽、一組金屬墊圈及金屬接合物所構成， 且前述金屬接合物之一部或全部係由具有保證高溫強 度之鋼材所形成。 8 200405916 (5) 如（1)或（2)所載之無耐火被覆物之高強度螺栓接合 部構造，其中於前述高強度螺栓接合部構造中，所使 用之前述柱及/(或）樑之一部或全部係由具有保證高溫 強度之鋼材所形成。 (6) 如（1)或（2)所載之無耐火被覆物之高強度螺栓接合 部構造，其中前述高強度螺栓，以質量％計，含有：C : 0.30〜0.45% ; Si :小於0.10% ; Μη :大於〇·4〇%，小於 1.00% ; Ρ :小於〇·〇1〇/0 ; S : 0.010%以下；: 0.5%以 上’小於1.5% ; Mo :大於0.35%，小於1.5% ; V :大 於〇·30% ，ι·〇%以下，而殘留物係由|^及不可避免之 不純物所構成，且滿足下述<3>、<4>式之财火性及而才 延遲破壞特性優異之超高強度螺栓， TS^(l.ixx+85〇) <3> TS^(55〇xCeq+l〇〇〇) <4> 其中，TS :常溫時之高強度螺栓之拉伸強度(N/mm2) τ :回火溫度（°c)Qs = fsxAb fs: long-term allowable shear strength of the beam (N / mm2) 5 Ab: cross-sectional area of the beam (mm2) ns: number of tensile bolts in the flange side bed above the beam bT: resistance of the bolt at room temperature Shear strength (N / mm2) 1) τ Two TS /// " 3 TS: Tensile strength of bolts at normal temperature (N / mm2) 10 nf: Number of tensile bolts on the flange side above the beam bTt: At high temperature Shear strength of bolts (N / mm2) bxt ^ TSt // " 3 TSt: Tensile strength of bolts at high temperature (N / mm2) bAs: Cross-sectional area of shafts of bolts (mm2). 15 (3) The structure of high-strength bolt joints without refractory coatings as described in (1) or (2), wherein the aforementioned structure of high-strength bolt joints consists of high-strength bolts, nuts, a set of metal washers and metal The nut and the metal washer, which are made of joints, are high-strength flat metal washers used for the construction of hexagonal nuts with a general structure that does not require fire resistance. 20 (4) The structure of high-strength bolt joints without refractory coatings as described in item (1) or (2), wherein the aforementioned high-strength bolt joint structure consists of high-strength bolts, nuts, and a set of metal washers And a metal joint, and a part or all of the metal joint is formed of a steel material having a guaranteed high temperature strength. 8 200405916 (5) The high-strength bolt-joint structure without refractory coatings as described in (1) or (2), wherein in the aforementioned high-strength bolt-joint structure, the aforementioned columns and / or beams are used Some or all of them are made of steel with guaranteed high temperature strength. (6) The structure of high-strength bolt joints without refractory coatings as described in (1) or (2), wherein the aforementioned high-strength bolts, in terms of mass%, contain: C: 0.30 ~ 0.45%; Si: less than 0.10 %; Mη: greater than 0.4%, less than 1.00%; P: less than 0.001 / 10/0; S: 0.010% or less ;: 0.5% or more and less than 1.5%; Mo: more than 0.35% and less than 1.5% V: greater than 0.30%, ι · 〇% or less, and the residue is composed of | ^ and unavoidable impurities, and satisfies the following properties of < 3 >, < 4 > Only ultra-high-strength bolts with excellent delayed fracture characteristics, TS ^ (l.ixx + 85〇) < 3 > TS ^ (55〇xCeq + lOO00) < 4 > where TS: high strength at room temperature Tensile strength of bolts (N / mm2) τ: tempering temperature (° c)
Ceq :碳當量數(％)Ceq: number of carbon equivalents (%)
Ceq=C+(Mn/6)+(Si/24)+(Ni/40)+(Cr/5)+(Mo/4)+ (V/14) 〇 (7) 如（3)所載之無耐火被覆物之高強度螺栓接合部構 造’其中前述高強度螺栓，以質量％計，含有：C : 〇·30〜0.45% ; Si :小於0.10% ; Μη : 0.40%以上；小於 h00% ; Ρ :小於0.01% ; S : 0.010%以下；Cr : 0.5%以 上’小於 1.5% ; Mo : 0.35% 以上，小於 1% ； V ： 0.30 200405916 %以上，1.0%以下，而殘留物係由以及不<避免之不 純物所構成，且滿足下述<3>、<4>式之对火性及耐延 遲破壞特性優異之超高強度螺栓， TS^(l.lxT+850) <3> 5 TS ^ (55〇xCeq+l〇〇〇) <4> 其中，TS :常溫時之高強度螺栓之拉伸強度(N/mm2) T :回火溫度（°C)Ceq = C + (Mn / 6) + (Si / 24) + (Ni / 40) + (Cr / 5) + (Mo / 4) + (V / 14) 〇 (7) As described in (3) Structure of the high-strength bolt joint portion of the refractory coating 'wherein the aforementioned high-strength bolt, in mass%, contains: C: 0.30 to 0.45%; Si: less than 0.10%; Μη: 0.40% or more; less than h00%; Ρ : Less than 0.01%; S: 0.010% or less; Cr: 0.5% or more and less than 1.5%; Mo: 0.35% or more and less than 1%; V: 0.30 200405916% or more and 1.0% or less ; Ultra-high-strength bolts composed of impure substances that satisfy the following formulas <3> and <4>, which are excellent in fire resistance and delayed fracture resistance, TS ^ (l.lxT + 850) < 3 > 5 TS ^ (55〇xCeq + 100), where TS: tensile strength of high strength bolts at normal temperature (N / mm2) T: tempering temperature (° C)
Ceq :碳當量數(％) 10Ceq: number of carbon equivalents (%) 10
Ceq=C+(Mn/6)+(Si/24)+(Ni/40)+(Cr/5)+(Mo/4)+ (V/14) 〇 15 (8)如（4)所載之無耐火被覆物之高強度螺栓接合部構 造，其中前述高強度螺栓，以質量％計，含有：C : 0.30〜0.45% ; Si :小於 0.10% ; Μη : 0.40%以上；小於 1.00% ; Ρ :小於 0.01% ; S : 0.010%以下；Cr ·· 〇·5°/〇以 上，小於 1.5% ; Mo : 0.35% 以上，小於 1.5% ; V : 0.30 %以上〜1.0%以下，而殘留物係由Fe及不可避免之不 純物所構成，且滿足下述<3>、<4>式之耐火性及耐延 遲破壞特性優異之超高強度螺栓， TS^(l.lxT+850) <3> 20 TS^(550xCeq+1000) <4> 其中，TS :常溫時之高強度螺栓之拉伸強度(N/mm2) T :回火溫度（°C)Ceq = C + (Mn / 6) + (Si / 24) + (Ni / 40) + (Cr / 5) + (Mo / 4) + (V / 14) 〇15 (8) As described in (4) Structure of high-strength bolt joint without refractory coating, wherein the aforementioned high-strength bolt, in mass%, contains: C: 0.30 ~ 0.45%; Si: less than 0.10%; Μη: 0.40% or more; less than 1.00%; P: Less than 0.01%; S: 0.010% or less; Cr ···· 5 ° / 〇 or more, less than 1.5%; Mo: 0.35% or more and less than 1.5%; V: 0.30% to 1.0% or less, and the residue is caused by Ultra-high-strength bolts composed of Fe and unavoidable impurities and satisfying the following formulae <3>, < 4 > excellent fire resistance and delayed fracture resistance, TS ^ (l.lxT + 850) < 3 & gt 20 TS ^ (550xCeq + 1000) < 4 > where TS: tensile strength of high strength bolts at normal temperature (N / mm2) T: tempering temperature (° C)
Ceq :碳當量數(°/〇)Ceq: number of carbon equivalents (° / 〇)
Ceq=C+(Mn/6)+(Si/24)+(Ni/40)+(Cr/5)+(Mo/4)+ 10 200405916 (V/14)。 (9)如（5)所載之無耐火被覆物之高強度螺栓接合部構 造，其中前述高強度螺栓，以質量％計，含有：C : 0.30〜0.45% ; Si :小於0.10% ; Μη : 0.40%以上；小於 5 1.00% ; Ρ :小於0.01% ; S : 0.010%以下；Cr : 0.5%以Ceq = C + (Mn / 6) + (Si / 24) + (Ni / 40) + (Cr / 5) + (Mo / 4) + 10 200405916 (V / 14). (9) The structure of the high-strength bolt joint without the refractory coating as described in (5), wherein the aforementioned high-strength bolt, in mass%, contains: C: 0.30 ~ 0.45%; Si: less than 0.10%; Μη: 0.40% or more; less than 5 1.00%; P: less than 0.01%; S: 0.010% or less; Cr: 0.5% or less
上，小於 1.5% ; Mo : 0.35% 以上，小於 1.5% ； V ： 0.30 %以上〜1.0%以下，而殘留物係由Fe及不可避免之不 純物所構成，且滿足下述<3>、<4>式之耐火性及耐延 遲破壞特性優異之超高強度螺栓， 10 TS^(l.lxT+850) <3> TS^(55〇xCeq+l〇〇〇) <4> 其中，TS :常溫時之高強度螺栓之拉伸強度(N/mm2) T :回火溫度（°C), Less than 1.5%; Mo: 0.35% or more and less than 1.5%; V: 0.30% or more and 1.0% or less, and the residue is composed of Fe and unavoidable impurities, and satisfies the following < 3 >, <; 4> Ultra-high-strength bolts with excellent fire resistance and delayed fracture resistance, 10 TS ^ (l.lxT + 850) < 3 > TS ^ (55〇xCeq + l〇〇〇) < 4 > where , TS: tensile strength of high-strength bolts at normal temperature (N / mm2) T: tempering temperature (° C)
Ceq :碳當量數(％) 15 Ceq=C+(Mn/6)+(Si/24)+(Ni/40)+(Cr/5)+(Mo/4)+Ceq: number of carbon equivalents (%) 15 Ceq = C + (Mn / 6) + (Si / 24) + (Ni / 40) + (Cr / 5) + (Mo / 4) +
(V/14)。 圖式簡單說明 第1圖係表示本發明中作為接合對象之樑構件的高強 度螺栓摩擦接合構造例之立體說明圖。 20 第2圖係表示本發明中作為接合對象之厚板構件的高 強度螺栓摩擦接合構造例之截面說明圖。 第3圖係表示本發明中作為接合對象之樑-T型金屬接 合物的高強度螺栓摩擦接合部構造及柱-T型金屬接合物的 高強度螺栓拉伸接合部構造例之部分立體說明圖。 11 200405916 第4(a)圖係以第3圖之樑-T型金屬接合物的高強度螺栓 摩擦接合部構造及柱-Τ型金屬接合物的高強度螺栓拉伸接 合部構造為例之部分截面說明圖。 第4(b)圖為第4(a)圖之部分平面說明圖。 5 第5圖係以樑-丁型金屬接合物的高強度螺栓摩擦接合 部構造及柱-Τ型金屬接合物的高強度螺栓拉伸接合部構造 為例，且於樑上凸緣的上部，配置床板時之部分截面說明 圖。 第6圖係表示鋼材的回火溫度、拉伸強度與是否有 10 延遲破壞之關係說明圖。 弟7圖係表示鋼材之碳當量數(ceq%)、拉伸強度(ts) 與是否有延遲破壞之關係說明圖。 第8圖係表示試驗溫度與螺栓抗剪強度(T s 3 )間關係 說明圖（使用Μ22螺栓情形下）。 15 第9圖係表示試驗溫度與螺栓抗剪強度(TS//"3)間關係 說明圖（使用M16螺栓情形下）。 第1 〇圖係表示試驗溫度與螺栓抗剪強度(TS/，3)間關 係說明圖（使用M20螺栓情形下）。 第11圖係表示試驗溫度與螺栓抗剪強度(TS//^)間關 20 係說明圖（使用M24螺栓情形下）。 弟12(a)圖係表示以一配置有床板之柱-標的向強度螺 栓拉伸接合部構造為例之部分截面圖（床板内之T型金屬接 合物用螺栓為2個的情形下）。 第12(b)圖為第12(a)圖之T型金屬接合物的侧視說明 12 第12(c)圖為第12(a)圖之平面說明圖。 第13(a)圖係表示以—置有柱·樑之高強度螺检拉伸 接合部構造為例之部分截面說明圖（床板内之τ型金屬接合 物用螺栓為4個的情形下）。 第13(b)圖為第13⑷圖之τ型金屬接合物的側視說明 圖。 第13(c)圖為第13(a)圖之平面說明圖。 t實施方式】 發明之實施型態 本發明係指一用以建造需要耐火性之鋼骨構造物之高 強度螺检接合部構造，即，適用於高強度螺栓摩擦接合部 構造與高強度螺栓拉伸接合部構造中者。於常溫及65(rc高 Λ下均可確保其充分強度(抗剪強度），並使用無延遲破壞問 題之呵強度螺栓，且藉由減少螺栓數及金屬接合物長度等 的減少’可同時降低螺栓接合部整體成本及縮短施工時 間’故可實現不依賴耐火材被覆物、耐火材之保護構造的 南強度螺栓的目的。 在向強度螺栓接合構造中，有高強度螺栓摩擦接合部 構&與而強度螺栓拉伸接合部構造兩者；日本建築學會於 1973年制定，並於1993年修訂之「高強度螺栓接合設計施 工指南」中述及，於常溫下之長期及耐震設計中，可分別 獨立地使用摩擦接合部、拉伸接合部來進行設計者。因此， 在本發明中也分別說明於高溫時之高強度螺栓接合部構 200405916 造’並提供滿足各接合部耐火安全性查證之意圖的無耐火 被覆物之高強度螺栓接合部構造，即，提供無耐火被覆物 之高強度螺栓摩擦接合部構造與無耐火被覆物之高強度螺 栓拉伸接合部構造。 5 又，在本發明中，不論是高強度螺栓摩擦接合部構造 或高強度螺栓拉伸接合部構造均可實現無耐火被覆物之高 強度螺栓接合部構造，且該無耐火被覆物之高強度螺栓接 合部構造係使用基本上於常溫下具有12〇〇N/mm2以上， 1600N/mm2以下之螺栓拉伸強度，且於65〇。(：的抗剪強度， 10 即，使用具優異耐火性與耐延遲破壞性之高強度螺栓（包含 圓頭扭控型超高強度螺栓，以下稱為「高強度螺栓」）所構 成者。 且，用以實現本發明中具優異耐火性之高強度螺栓用 鋼材為如具有適用性之揭示於本申請案之申請人提出申請 15 之特開2002-276637號公報中者。又，於本發明所揭示之鋼 材，其特徵不僅在於耐延遲破壞性優異，而且於常溫下有 充分的強度’且於650 C咼溫時也有充分的強度，故極適用 於作為用以貫現本發明之無耐火被覆物之高強度螺检接合 部構造的具優異耐火性高強度螺拴原料。 2〇 又，例如，將此鋼材軋壓成線材，並由該線材做成螺 絲構件M22為例之南強度螺检，再進行淬火、回火，並調 整拉伸強度範圍至1200〜1600N/mm2之間，即可得到本發明 中使用之耐火性及延遲破壞性優異之高強度螺栓。又，為 了有效地緩和應力集中於螺絲構件，該超高強度螺栓形狀 14 200405916 係如揭示於上述特開2002-276637號公報中之發明一般，使 螺紋部之谷底形狀形成弧狀曲線。 又，本發明中所使用耐火性及延遲破壞性優異之高強 度螺拾，亦可使用於所有部位，但由於依照使用部位不同 5 所要求之特性也會有差異，因此因應所要求之特性，嚴格 廷擇使用部位，也可降低原料成本的負擔。 另外，於本發明之高強度螺栓接合部構造中，要求高 強度螺栓必須有高的高溫強度，尤其是抗剪強度值，但是 所使用之螺帽及金屬墊圈，由於在火災時螺栓接合部會轉 1〇 、交成承載壓力狀態後，高強度螺栓之剪應力並無作用，因 此，不必具有如高強度螺栓般的高溫強度。例如，未規定 耐火性之一般構造用高強度六角螺栓、構造用高強度金屬 墊圈均可確保充分的高溫強度。 又’適用於本發明的高強度螺栓接合部構造中所使用 15 之柱及樑構件、金屬接合物等構件，全部都是於600°C以上 具有充分的咼溫強度之耐火鋼材，例如，也可由 NSFR400B、490B等形成者，但由於依使用部位不同所要求 之特性也會有差異，因此，可考慮嚴格選擇以成本負擔較 大且於600 C以上具有充分高溫強度之耐火鋼材形成的部 20 位，以降低原料成本的負擔。 以下，對本發明詳細地進行說明 1·高強度螺栓摩擦接合部構造之情形 (1)高強度螺栓摩擦接合部構造之例 高強度螺栓摩擦接合，係指以高強度螺栓固定連結構 15 ^U405916 5 10 15 件，並藉由構件間所產生的摩擦力來傳送應力的接合方 法。回強度螺栓摩擦接合部構造之具代表性者包括：舉例 而吕，如第1圖所示，係以高強度螺拴3隔著外側雙層板“ 與内側雙層板2b及側面雙層板2c接合η型樑件以及比之高 強度螺私接合部構造，或者如第2圖所示，係以高強度螺栓 3隔著上側雙層板2d與下側雙層板2e接合一如支撐材般的 厚板構件Id與le之高強度螺栓接合部構造；或者，如第3圖 所示係以n強度螺栓9接合樑構件6與τ型金屬接合物7之 高強度螺栓接合部構造等。又，如第3圖所示，以高強度螺 栓9接合樑構件6與丁型金屬接合物7，且以高強度螺检8接合 T型金屬接合物與柱構件5之接合部構件，具有高強度螺检 摩擦接合部構造與高強度螺栓拉伸接接合部構造，而以高 強度螺栓8接合T型金屬接合物7與柱構件$之接合部構造則 對應後述之高強度螺栓拉伸接合部構造。 本^月中的第1發明係可適用於該高強度螺检摩擦接合 部構造中者。(V / 14). Brief Description of Drawings Fig. 1 is a perspective explanatory view showing an example of a high-strength bolt frictional joint structure of a beam member to be joined in the present invention. 20 FIG. 2 is an explanatory cross-sectional view showing an example of a high-strength bolt friction welding structure of a thick plate member to be joined in the present invention. Fig. 3 is a partial perspective view showing a structure example of a high-strength bolt friction joint portion of a beam-T metal joint and a column-T-type metal joint high-strength bolt joint portion to be joined in the present invention. . 11 200405916 Figure 4 (a) shows the high-strength bolt friction joint structure of the beam-T metal joint and the high-strength bolt tensile joint structure of the column-T metal joint in Figure 3 as examples. Sectional illustration. Fig. 4 (b) is a partial plan view of Fig. 4 (a). 5 Figure 5 shows the structure of a high-strength bolt friction joint of a beam-D-type metal joint and a structure of a high-strength bolt tensile joint of a column-T-type metal joint. Explanatory drawing of a partial cross section when the bed board is arranged. Fig. 6 is an explanatory diagram showing the relationship between the tempering temperature, tensile strength of the steel, and the presence or absence of 10 delayed failure. Figure 7 is an explanatory diagram showing the relationship between the number of carbon equivalents (ceq%), tensile strength (ts) of steel and whether there is delayed failure. Fig. 8 is an explanatory diagram showing the relationship between the test temperature and the bolt shear strength (T s 3) (when using M22 bolts). 15 Figure 9 shows the relationship between the test temperature and the bolt shear strength (TS // " 3) (in the case of M16 bolts). Figure 10 is an explanatory diagram showing the relationship between the test temperature and the bolt shear strength (TS /, 3) (when using M20 bolts). Fig. 11 shows the relationship between the test temperature and the shear strength of the bolt (TS // ^). Fig. 20 is an explanatory diagram (when using M24 bolts). Figure 12 (a) is a partial cross-sectional view showing an example of the structure of a column-standard tensile strength bolt joint with a bed plate (in the case of two T-shaped metal joint bolts in the bed plate). Figure 12 (b) is a side view illustration of the T-shaped metal joint shown in Figure 12 (a). Figure 12 (c) is a plan explanatory view of Figure 12 (a). Fig. 13 (a) is a partial cross-sectional explanatory view showing the structure of a high-strength screw inspection tensile joint with columns and beams as an example (in the case of four τ-type metal joint bolts in the bed) . Fig. 13 (b) is an explanatory side view of the τ-type metal joint in Fig. 13 (a). Fig. 13 (c) is a plan explanatory view of Fig. 13 (a). Embodiment t The embodiment of the invention The present invention refers to a high-strength screw joint joint structure for building steel-reinforced structures that require fire resistance, that is, it is suitable for high-strength bolt friction joint structure and high-strength bolt pull. The extension joint is in the structure. At room temperature and 65 (rc high Λ), it can ensure its sufficient strength (shear strength), and the use of strength bolts without delay failure problems, and by reducing the number of bolts and the reduction of the length of metal joints can be reduced simultaneously The overall cost of the bolt joint and the reduction of the construction time can be achieved. Therefore, the purpose of the south-strength bolt that does not rely on the refractory coating and the protective structure of the refractory can be achieved. In the bolt-strength structure to the strength, there is a high-strength bolt friction joint structure & Both the structure of the tensile strength of the bolted joint; the Japan Architectural Association established in 1973 and revised in 1993, "High-intensity bolted joint design and construction guide" mentioned in the long-term and seismic design at room temperature, can be Designers independently use friction joints and tensile joints. Therefore, in the present invention, the structure of high-strength bolt joints at high temperatures is also described in 200405916, and it is provided to meet the fire safety inspection of each joint. Intended high-strength bolt joint structure without fire-resistant coating, that is, providing a high-strength bolt friction joint structure without fire-resistant coating The structure of the high-strength bolt-stretched joint with the refractory coating. 5 In the present invention, the high-strength bolt-free joint structure or the high-strength bolt-stretched joint structure can achieve the high level of the non-refractory coating. The strength bolt joint structure, and the high-strength bolt joint structure without the refractory coating uses a bolt with a tensile strength of 1200 N / mm2 or more and 1600 N / mm2 or less at room temperature, and is 65 °. (: Shear strength of 10, that is, constituted by using high-strength bolts (including round-head torsion-controlled ultra-high-strength bolts, hereinafter referred to as "high-strength bolts") having excellent fire resistance and delayed destructive resistance. The steel material for high-strength bolts having excellent fire resistance in the present invention is disclosed in Japanese Patent Application Laid-Open No. 2002-276637 filed by applicant 15 as disclosed in the present application. Also, in the present invention, The disclosed steel is not only characterized by excellent resistance to delayed fracture, but also has sufficient strength at room temperature 'and sufficient strength at 650 ° C, so it is extremely suitable for use as a continuous steel. The high-strength screw-inspecting joint structure of the high-strength screw inspection joint structure of the present invention without a refractory coating has excellent fire-resistance and high-strength bolt materials. 20 For example, the steel material is rolled into a wire, and the screw member M22 is made of the wire. The high strength bolts with excellent strength and delayed destructive properties used in the present invention can be obtained by performing the quenching and tempering tests and adjusting the tensile strength range between 1200 and 1600 N / mm2. In order to effectively alleviate the stress concentration on the screw member, the ultra-high-strength bolt shape 14 200405916 is the same as the invention disclosed in the above-mentioned Japanese Patent Application Laid-Open No. 2002-276637, and the bottom shape of the screw portion is formed into an arc-shaped curve. The high-strength screw picks with excellent fire resistance and delayed destructive properties used in the invention can also be used in all parts, but the characteristics required according to the use site will also be different. Therefore, according to the required characteristics, strict selection is required. Using parts can also reduce the burden of raw material costs. In addition, in the structure of the high-strength bolt joint of the present invention, high-strength bolts are required to have high high-temperature strength, especially the value of shear strength. However, the nut and metal washer used in the fire may cause After turning 10, the shear stress of the high-strength bolt has no effect after the load bearing state, so it is not necessary to have the high-temperature strength like the high-strength bolt. For example, high-strength hexagon bolts for general construction and high-strength metal washers for construction that do not require fire resistance can ensure sufficient high-temperature strength. It also applies to 15 members such as pillars, beam members, and metal joints used in the high-strength bolt joint structure of the present invention, all of which are refractory steels having sufficient high temperature strength at 600 ° C or higher, for example, also It can be formed by NSFR400B, 490B, etc., but because the required characteristics will vary depending on the location of use, it may be considered to strictly select the section 20 formed of refractory steel with a large cost burden and sufficient high temperature strength above 600 C. Bit to reduce the burden of raw material costs. Hereinafter, the present invention will be described in detail. 1. The structure of the high-strength bolt frictional joint structure (1) Example of the structure of the high-strength bolt frictional joint structure The high-strength bolt frictional joint refers to a high-strength bolt fixed connection structure 15 ^ U405916 5 10 15 pieces, and the method of transmitting stress by friction generated between members. Typical examples of the structure of the friction joint of the strength bolt include: for example, Lu, as shown in Figure 1, is connected with the inner double plate 2b and the side double plate with high strength bolts 3 through the outer double plate 2c joins η beam members and a higher strength screw-to-private joint structure, or as shown in Figure 2, high-strength bolts 3 are joined to the lower double-layer plate 2e through the upper double-layer plate 2d as a support material A general high-strength bolt joint structure structure of thick plate members Id and le; or a high-strength bolt joint structure structure in which beam members 6 and τ-shaped metal joints 7 are joined with n-strength bolts 9 as shown in FIG. 3. As shown in FIG. 3, the beam member 6 and the D-shaped metal joint 7 are joined by high-strength bolts 9, and the joint member of the T-shaped metal joint and the column member 5 is joined by the high-strength bolt inspection 8. The strength screw inspection friction joint structure and the high-strength bolt tensile joint joint structure, and the high-strength bolt 8 joining the T-shaped metal joint 7 and the column member $ joint structure corresponds to the high-strength bolt tensile joint described later Structure The first invention of this month is applicable to this high-strength screw By frictional engagement unit structure.
20 ()门強度螺;^摩擦接合部構造的耐火安全性查證的觀 鋼骨構造之高強度螺栓摩擦接合部，於火災時之高 ::於螺栓3與樑構件(厚板構件)、雙層板鬆弛及揚氏 牛-’而使導入軸向張力弛緩，滑動載重量降低。但 :火=強度螺拾接合部無法支撐最終長期載重量， 高強度螺检接合部安全性評估，並非 滑動耐力評估，而县 7 評估為較佳。魅力（4驗的仙料抗f強巧20 () Door strength screw; ^ Friction joint structure of high-strength bolt friction joint of steel structure with high fire resistance verification: in bolt 3 and beam member (thick plate member), double Laminates are loosened and Young's Bull- 'causes the introduction of axial tension to relax and the sliding load decreases. But: fire = strength screw pick joint cannot support the final long-term load. Safety evaluation of high-strength screw check joint is not sliding endurance assessment, but county 7 is better. Charm (4 test fairy material is strong against f
16 200405916 若以日本建築學會於1973年制定，並於1993年修訂之「高 強度螺栓接合設計施工指南」中所規定各式(2·3)、（2.4)、 2.2表、2.3表(F10T相當於JISB 1186)為基準考慮，則火災時 之高強度螺栓接合部在高溫時之螺栓抗剪強度bTt(N/mm2) 5 滿足關係式<1：>時，即可驗證摩擦接合部的耐火安全性。 but— # X Νο/(γχ bAs) <ι> 其中，bit:高溫時之螺栓抗剪強度(^/1111112) br^TSt//^16 200405916 If the "High-strength bolt joint design and construction guidelines" formulated by the Japan Architectural Association in 1973 and revised in 1993 are various formulas (2 · 3), (2.4), Table 2.2, Table 2.3 (F10T equivalent Based on JISB 1186), the bolt shear strength bTt (N / mm2) of high-strength bolt joints at high temperature during fire meets the relational expression < 1: > Fire safety. but— # X Νο / (γχ bAs) < ι > Among them, bit: Shear strength of bolt at high temperature (^ / 1111112) br ^ TSt // ^
TSt:高溫時之螺栓拉伸強度((N/mm2) 10 # :常溫時之黏滯係數TSt: Bolt tensile strength at high temperature ((N / mm2) 10 #: Viscosity coefficient at normal temperature
No :設計螺栓張力（N) 對於長期載重之安全率 bAs :螺栓之軸部截面積(mm2) 但，设汁螺栓張力（N〇)係可根據例如，前述日本建築 15 學會「咼強度螺栓接合設計施工指南」表示如下：No: Designed bolt tension (N) Safety ratio for long-term load bAs: Cross-sectional area of the shaft of the bolt (mm2) However, setting the bolt tension (N0) can be based on "Design and Construction Guide" means as follows:
No ： 0.675xTSxbAeNo: 0.675xTSxbAe
其中，ts :常溫時螺栓拉伸強度(N/mm2) bAe :螺栓螺絲部之有效截面積(mm2) 又’例如’當黏滯係數（/〇為〇·45，且對於長期載重安 20全率⑺為L5時，可將<1>式改寫成^心式 bxt^ 0.2025xTSx(bAe/bAs) <la> 此外’例如，常溫時螺栓拉伸強度(TS#14〇〇N/mm2， 且螺栓螺絲部之有效截面積/螺栓軸部截面積(bAe/bAs)，在 螺絲規格謝6、M20、M24(JIS B 0123)為0.816，而M22為 17 200405916 0.832時，由<la>式可知，bit宜滿足M16、M20、M24之抗 剪強度在231N/mm2以上，而M22之抗剪強度在236N/mm2 以上。 又，本發明人等，在高強度螺栓摩擦接合部之防火設 5 計中發現到，雖然由於以螺栓長期容許抗剪強度評估，而 可能或多或少會影響滑動載重量，但最後仍可以忽視螺帽 及金屬墊圈等的高溫耐力。因此，也可不需要對於在摩擦 接合用之高強度螺栓接合部所使用之構造用高強度六角螺 栓、構造用高強度平面金屬墊圈，賦與特別的耐火特性。 1〇 另外，柱、樑及合金接合物，基本上是使用具有保證 南溫強度者，但柱、樑也可藉由附加耐火被覆物，以高溫 強度小的材料形成其中一部分而成為無實質性問題之接合 部構造。 2·高強度螺栓拉伸接合部構造 15 (1)高強度螺栓拉伸接合部構造之例 高強度螺栓拉伸接合，制以傳送高強度螺栓軸向應力 的接口方法’且係與摩擦接合相同地利用固定高強度螺检 所得到之構件間的壓縮力來傳送應力。又，高強度螺检拉 伸接合部構造’例如，如第3圖、第4(a)圖、第4⑻圖所示， 20其具有代表性者為以高強度螺栓g隔著丁型金屬接合物7接 合柱5與樑6(包含合成樑)之接合物構造。又如第3圖、第 4(a)圖、第4_所示’ τ型金屬接合物7與桿6係藉由高強 度螺栓9進行高強度螺栓摩擦接合。 (2)高強度螺栓拉伸接合部之耐火安性查證觀點 18 4! 200405916 高強度螺栓拉伸接合部，於火災加溫時，由於杈限制了 樑的熱膨脹，故於拉伸接合部會受到來自樑的壓縮为，# 因為滑動負載降低，所以必須以螺栓承載壓力（剪力）支_ 長期負載(樑之長期容許抗剪強度）。此時，如第5圖所示， 5 樑6之上凸緣6a側，由於通常設有床板10，因此，必須考旦 床板10内的高強度螺栓8a具有在常溫時的抗剪強度、及其 他高強度螺栓8在高溫時的抗剪強度。又，T型金屬接合物7 與標6 ’在上凸緣6a側藉由床板10内的面強度螺检如，且在 下凸緣6b側藉由高強度螺栓9b進行高強度螺栓摩擦接合。 10 且’通常於床板10内設置螺樁11，以附加抑制床板1〇於樑6 之上凸緣6a因剪力而錯移的機能。 另一方面，於火災加溫後的冷卻過程中，由於柱5限制樑 6的收縮，故於拉伸接合部會受到一來自樑6的拉伸張力， 且與火災加溫時情形一樣，由於滑動負載降低，所以必須 15 以螺栓的承載壓力（抗剪）支撐長期負載（樑的長期容許剪 力）。再者，因為由樑6之收縮所產生之拉伸張力作為附加 轴向張力而產生作用，所以，可假設無法協助床板10的協 力之樑6下凸緣6b(及工字樑腹）的高強度螺栓8將會因拉伸 破壞而斷裂。此時，應考量於樑6上凸緣的6a側之床板l〇a 2〇 内之高強度螺栓8a具有常溫時之高強度螺栓的抗剪強度， 且於樑6上凸緣6a側的床板10外的高強度螺栓8，具有高溫 日π之咼強度螺栓的抗剪強度。 由以上得知，高強度螺栓拉伸接合部，結果會由可支撐 長期負载（樑之長期容許剪力）的螺栓數少之火災後冷卻過 19 200405916 程，來決定耐火安全性。所以，若選定除了滿足關係式<1> 以外，亦滿足常溫時樑的長期容許剪力Qs(N)、常溫時螺栓 的抗剪強度bT(N/mm2)及高溫時螺栓的抗剪強度bi:t(N/mm2) 之關係式<2>，且以常溫時樑之長期容許剪力Qs(N)為上限 的縣，則可驗證拉伸接合部的耐火安全性。Among them, ts: tensile strength of bolts at normal temperature (N / mm2) bAe: effective cross-sectional area of bolts and screws (mm2) and 'for example' when the viscosity coefficient (/ 〇 is 0.45, and it is 20% for long-term load When the rate ⑺ is L5, the formula < 1 > can be rewritten as ^ heart type bxt ^ 0.2025xTSx (bAe / bAs) < la > In addition, for example, the bolt tensile strength at normal temperature (TS # 14〇〇N / mm2 , And the effective cross-sectional area of the bolt / screw cross-section area (bAe / bAs), when the screw specification is 6, M20, M24 (JIS B 0123) is 0.816, and M22 is 17 200405916 0.832, from < la & gt It can be known that bit should satisfy the shear strength of M16, M20, and M24 above 231N / mm2, and the shear strength of M22 above 236N / mm2. In addition, the inventors and others, in the high-strength bolt friction joint fire protection Design 5 found that although the long-term allowable shear strength evaluation of the bolt may affect the sliding load more or less, the high temperature endurance of the nut and metal washer can still be ignored in the end. Therefore, it is not necessary For structural high-strength hexagon bolts used in high-strength bolt joints for friction welding, High-strength flat metal gaskets are used to give special fire resistance. 10 In addition, pillars, beams, and alloy joints are basically those with a guaranteed south temperature strength, but columns and beams can also be provided with additional fire-resistant coatings. A part of the joint structure is formed of a material with a high temperature strength and a small part without substantial problems. 2 · High-strength bolt-stretched joint structure 15 (1) Example of a high-strength bolt-stretched joint structure Welding is an interface method to transmit the axial stress of high-strength bolts, and the stress is transmitted using the compressive force between the members obtained by fixing the high-strength screw inspection in the same manner as friction welding. Also, the high-strength screw inspection tensile joint Structure 'For example, as shown in Fig. 3, Fig. 4 (a), and Fig. 4 (a), 20 is typically a high-strength bolt g joining a column 5 and a beam 6 (including The composite structure of the composite beam). As shown in Fig. 3, Fig. 4 (a), and Fig. 4 ', the τ-shaped metal joint 7 and the rod 6 are friction-bonded with a high-strength bolt by a high-strength bolt 9. (2) Resistance to tensile joints of high-strength bolts Safety verification point 18 4! 200405916 High-strength bolt tensile joints. When the fire is heated, since the thermal expansion of the beam is limited by the fork, the tensile joints will be compressed by the beam as # because the sliding load is reduced, Therefore, it is necessary to support the pressure (shear force) with bolts _ long-term load (long-term allowable shear strength of the beam). At this time, as shown in Figure 5, the flange 6a side of the beam 6 is usually provided with a bedplate 10 Therefore, it is necessary to test that the high-strength bolts 8a in the bedboard 10 have a shear strength at normal temperature and a shear strength of other high-strength bolts 8 at high temperatures. In addition, the T-shaped metal joint 7 and the target 6 'are screw-checked on the upper flange 6a side by the surface strength in the bedboard 10, and the lower flange 6b side is friction-bonded with a high-strength bolt by a high-strength bolt 9b. 10 ' Generally, a screw pile 11 is provided in the bed plate 10 to add a function of suppressing the bed plate 10 from being displaced by the flange 6a on the beam 6 due to shear force. On the other hand, during the cooling process after the heating of the fire, since the column 5 restricts the contraction of the beam 6, the tensile joint will receive a tensile tension from the beam 6, and it is the same as the situation during the heating of the fire. Sliding load is reduced, so long-term load (long-term allowable shear force of the beam) must be supported by the bearing pressure (shear resistance) of the bolt. Furthermore, since the tensile tension generated by the contraction of the beam 6 acts as an additional axial tension, it can be assumed that the height of the lower flange 6b (and the I-beam web) of the beam 6 that cannot assist the floorboard 10 can be assisted. The strength bolt 8 will break due to tensile failure. At this time, it should be considered that the high-strength bolt 8a in the bed plate 10a 20 on the 6a side of the flange on the beam 6 has the shear strength of the high-strength bolt at room temperature, and the bed plate on the flange 6a side of the beam 6 The high-strength bolt 8 outside 10 has the shear strength of a high-strength bolt with a high temperature. From the above, it is known that the high-strength bolts stretch the joints, and as a result, the fire safety is determined by the number of bolts that can support long-term load (the long-term allowable shear force of the beam) after the fire is cooled over 19 200405916. Therefore, in addition to satisfying the relation < 1 >, the long-term allowable shear force Qs (N) of the beam at normal temperature, the shear strength of the bolt at normal temperature bT (N / mm2), and the shear strength of the bolt at high temperature are also satisfied. In a county where the relational expression of bi: t (N / mm2) < 2 > and the long-term allowable shear force Qs (N) of the beam at normal temperature is the upper limit, the fire safety of the tensile joint can be verified.
Qs^ {nsxbT+(nf-ns)xbxt}xbAs <2> 其中，Qs ··常溫時之樑之長期容許剪力（N)Qs ^ {nsxbT + (nf-ns) xbxt} xbAs < 2 > where Qs ·· Long-term allowable shear force of the beam at normal temperature (N)
Qs= fsxAb fs :樑之長期容許抗剪強度(N/mm2)Qs = fsxAb fs: long-term allowable shear strength of the beam (N / mm2)
Ab :樑之截面積(mm2) 10 ns :於樑之上凸緣側床板内之拉伸螺栓數 bi::常溫時螺栓之抗剪強度(N/mm2) bx = TS//"3 TS:常溫時螺栓之拉伸強度(N/mm2) nf:於樑之上凸緣側之拉伸螺栓數 15 but:高溫時之螺栓抗剪強度(N/mm2) bxt= TSt//^3 TSt:高溫時之螺栓拉伸強度(N/mni2) bAs ·螺检之轴部截面積(mm2) 例如，弟5圖所示之高強度螺栓拉伸接合部係由M22螺 栓戶斤構成，且在650 C高溫下，於常溫時螺栓抗剪強度(bT) 為8l5N/mm2，於650 °C高溫時螺栓抗剪強度（bTt)為 238N/mm2，當樑6上凸緣6a側之拉伸螺栓8的數目（的為4 根，而樑之上凸緣6a側之床板1〇内之拉伸螺栓8a的數目（ns) 20 200405916 為2根，且螺栓之軸部截面積(13八3)為38〇1111112時，由<2>式可 知常溫時的樑之長期容許抗剪強度Qs可選定在800kN& 下。 又，本發明人等發現，由於高強度螺栓拉伸接合部構 5造的耐火性設計係以螺栓常溫及高溫的抗剪強度評估，故 螺帽及金屬墊圈等之高溫耐力最後是可忽略的。因此，於 拉伸接合部構造中，對於用於螺帽、金屬墊圈之構造用高 強度六角螺帽、高強度平面金屬墊圈，並沒有要求具有特 別的耐火特性。 1〇 另外，柱5、樑6及金屬接合金物7，基本上使用具有高 溫強度保證者，且關於柱、樑也可藉由附加耐火被覆物， 以高溫強度小的材料形成其中一部分而成為無實質性問題 之接合部構造。 3 ·高強度螺栓用鋼所要求之特性 15 本發明之無耐火被覆物之高強度螺栓接合部構造，即， 有關於一種使用在無耐火被覆物之高強度螺栓摩擦接合構 造及無耐火被覆物之高強度螺栓拉伸接合構造之高強度螺 检用鋼’例如’在特開平M91762號公報及特開平3-173745 號公報所揭示之發明中，其係著重於由於延遲破壞造成之 20螺检破裂面呈現粒界破壞的現象，並降低構成鋼材中的化 學成分的P、S等不純物來強化粒界，並且由組織控制的觀 點添加Mo、cr以進行4〇〇°C以上之高溫回火，賦與即使造 成延遲破壞原因之氫侵入鋼材中也不至於輕易地被破壞之 特性。又’為降低不純物P，特開平5-9653號公報之發明亦 21 200405916 揭示：降低於粒界中偏析的p，對強化粒界有極為有效。 然而’在前述鋼材中’由於若—定濃度以上的氫侵入鋼 材成分中會引起延遲破壞，故為再提高螺栓的耐延遲破壞 性能’使氫難以侵人鋼材成分中，或降低氫向舊沃斯田體 5 粒界集聚是有效的。 又，特開平5-70890號公報中所揭示之發明中，已有於鋼 材成分中同時添加Si、Ni，來抑制氫侵入及擴散進入鋼材 成分的技術。但是，如此添加Si會損壞螺栓的冷間鍛造性， 而且添加Ni也會使成本提高。 10 且，於特開平7-278735號公報中公告之發明中揭示有一 種耐延遲耐火性優異之螺栓用鋼材，該螺栓用鋼材因應上 述之要求，藉由複合添加在回火時可產生顯著的二次硬化 之元素Mo、Cr、V，即使於450°C以上高溫回火，在室溫下 仍有1200N/mm2之拉伸強度。但，不論是在此情形下或即使 15 是於、50 °C以上溫度進行回火並將拉伸強度調整至 1400N/mm2以上之情形下，均有導致延遲破壞發生率升高的 問題。 本發明人等，有鑑於上述問題而做了種種研究之結果得 知，導出螺栓拉伸強度與回火溫度的關係式及螺栓拉伸強 2〇 度與由鋼材化學成分計算出碳當量數之關係式，並設定滿 足這兩式之鋼材化學成分，並且藉由淬火及回火處理，確 認可得到可將螺栓拉伸強度調整至1200N/mm2以上且作為 耐延遲破壞性優異之高強度螺栓用鋼材之適用性高的鋼 材0Ab: cross-sectional area of the beam (mm2) 10 ns: number of tensile bolts in the bed plate on the flange side above the beam bi :: shear strength of the bolt at normal temperature (N / mm2) bx = TS // " 3 TS : Tensile strength of bolts at normal temperature (N / mm2) nf: Number of tensile bolts on the flange side above the beam 15 But: Shear strength of bolts at high temperatures (N / mm2) bxt = TSt // ^ 3 TSt : Bolt tensile strength at high temperature (N / mni2) bAs · Cross-section area of the shaft section of the screw inspection (mm2) For example, the high-strength bolt tensile joint shown in Figure 5 is composed of M22 bolt household weight, and At 650 C, the bolt shear strength (bT) at normal temperature is 8lN / mm2, and at 650 ° C, the bolt shear strength (bTt) is 238N / mm2. When the tensile bolt on the flange 6a side of the beam 6 is stretched The number of 8 (4), and the number of tensile bolts 8a in the bedboard 10 on the side of the flange 6a above the beam (ns) 20 200405916 is 2 and the cross-sectional area of the shaft portion of the bolt (13 8 3) When it is 38〇1111112, the long-term allowable shear strength Qs of the beam at normal temperature can be selected from 800 kN < from the formula of < 2 >. Furthermore, the inventors have found that the structure of The fire resistance design is bolted to room temperature Evaluation of high-temperature shear strength, so the high-temperature endurance of nuts and metal washers is negligible in the end. Therefore, in the structure of tensile joints, high-strength hexagon nuts, High-strength flat metal gaskets are not required to have special fire resistance properties. 10 In addition, for columns 5, beams 6, and metal bonding materials 7, basically, high-temperature strength guarantees are used, and for columns and beams, additional fire resistance can be used. The covering is formed of a part with a material having a low temperature strength and has a joint structure without substantial problems. 3 · Features required for high-strength bolt steel 15 The structure of the high-strength bolt joint without a fire-resistant coating according to the present invention, That is, a steel for high-strength screw inspection using a high-strength bolt friction joint structure without a fire-resistant coating and a high-strength bolt tensile joint structure without a fire-resistant coating is described in, for example, Japanese Patent Application Laid-Open No. M91762 and Japanese Patent Application Laid-Open In the invention disclosed in 3-173745, it focuses on the phenomenon of grain boundary destruction of the 20 screw inspection fracture surface caused by delayed damage. Impurities such as P and S constituting the chemical components in the steel are reduced to strengthen the grain boundary, and Mo and cr are added from the viewpoint of structure control to perform high-temperature tempering above 400 ° C, so that even if it causes delayed damage, hydrogen is added. The property that it does not break into steel easily. Also, in order to reduce the impurity P, the invention of JP-A-5-9653 also discloses that 2004 reduces the segregation of p in the grain boundary, which is extremely effective for strengthening the grain boundary. . However, 'in the aforementioned steel materials', if hydrogen of a certain concentration or higher penetrates into the steel component, it will cause delayed damage. Therefore, in order to further improve the delayed fracture resistance of the bolt, it is difficult for hydrogen to invade the steel component, or to reduce hydrogen to the old steel. The 5 grain boundary concentration of Stamina is effective. Further, in the invention disclosed in Japanese Patent Application Laid-Open No. 5-70890, there has been a technology in which Si and Ni are simultaneously added to a steel material component to suppress the invasion and diffusion of hydrogen into the steel material component. However, the addition of Si in this way deteriorates the cold forgeability of the bolt, and the addition of Ni also increases the cost. 10 Furthermore, the invention disclosed in Japanese Patent Application Laid-Open No. 7-278735 discloses a steel material for bolts having excellent delayed and fire resistance. The steel material for bolts can significantly increase the temperature of the steel material during compounding in response to the above-mentioned requirements. The secondary hardening elements Mo, Cr, and V, even at a high temperature above 450 ° C, still have a tensile strength of 1200 N / mm2 at room temperature. However, both in this case and in the case of tempering at 15 ° C and 50 ° C or more and adjusting the tensile strength to 1400N / mm2 or more, there are problems that increase the incidence of delayed failure. The present inventors have conducted various studies in view of the above-mentioned problems, and have learned that the relationship between the bolt tensile strength and the tempering temperature, the bolt tensile strength of 20 degrees, and the carbon equivalent number calculated from the chemical composition of the steel are derived. The relationship formula is set, and the chemical composition of the steel material that satisfies these two formulas is set. By quenching and tempering treatment, it is confirmed that a high-strength bolt capable of adjusting the tensile strength of the bolt to 1200 N / mm2 or more and having excellent delayed fracture resistance is obtained. Steel with high applicability
22 200405916 另一方面，鋼材的耐火溫度係已確認利用以以為主要成 分，並含有c、Si、Μη，且於其中添加在如耐熱鋼中使用 之Cr、Μο、Μη、V等合金元素，可將耐火溫度標準值提高 至600°C以上。 5 又，本發明人等，由以上已發現：而ί延遲破壞性優異之 南強度螺栓與耐火性優異之高強度螺栓，在鋼材的化學成 分觀點方面具有共同之問題，且藉由解決此問題可以實現 同時具有兩者之特性且於650°C具有優異耐火性之無耐火 被覆物接合部，並可得到超高強度螺栓。 41 10 (ί)超高強度螺栓用鋼材之化學成分 以下說明在本發明之無耐火被覆物之高強度螺栓拉伸接 · 合部構造，即，無耐火被覆物螺栓摩擦接合構造及無耐火 被覆物之高強度螺栓拉伸接合構造中，作為超高強度螺栓 用鋼材使用之適用性高的鋼材之化學成分（質量％)的例子。 15 C，係藉由淬火、回火處理來確保拉伸強度之必要元素， 其含量在小於0.30%則無法確保室溫強度，然而，添加超過 0.45%會導致韌性劣化。因此，其成分範圍限定於〇〇 3%以 春 上〜0.45%以下。22 200405916 On the other hand, the fire resistance temperature of steel materials has been confirmed to use c, Si, Mn as the main component, and to add alloy elements such as Cr, Μο, Mn, and V used in heat-resistant steels. Increase the standard value of refractory temperature to above 600 ° C. 5. Furthermore, the inventors have found from the above that the south-strength bolt with excellent delayed destructive properties and the high-strength bolt with excellent fire resistance have common problems in terms of the chemical composition of the steel, and by solving this problem It is possible to realize a non-refractory coating joint portion having both characteristics and excellent fire resistance at 650 ° C, and an ultra-high-strength bolt can be obtained. 41 10 (ί) Chemical composition of steel for ultra-high-strength bolts The following describes the structure of the high-strength bolts without a fire-resistant coating in the present invention, that is, the joint structure of the high-strength bolts without fire-resistant coatings, that is, the frictional welding structure of the bolts with no fire-resistant coatings and no fire-resistant coatings. An example of the chemical composition (mass%) of a highly applicable steel material used as a steel material for an ultra-high-strength bolt in a high-strength bolt tensile joint structure of a material. 15 C is an element necessary to ensure tensile strength by quenching and tempering. If the content is less than 0.30%, the room temperature strength cannot be ensured. However, the addition of more than 0.45% will cause the toughness to deteriorate. Therefore, its composition range is limited to 303% to 0.45%.
Si，為脫氧之必要元素，可有效提高鋼材強度。其含量 2〇 在〇·1%以上會導致勒性劣化，且鋼材脆性變為顯著。又， 由於肥粒鐵是固溶強化作用大的元素，因此會使球狀化退 火、冷鍛變得難以進行。此外，於熱處理時會容易引起粒 界氧化’且由於其切斷效果而使螺栓的耐延遲破壞性劣化 之元素應該盡可能地減少。故，其成分範圍限定為小於 23 200405916 0·10ο/〇 〇 Μη，係為了使淬火性提高之有效元素，其添加量在04的 以下時無法得賴期望之效L添力σΐ QQ%M_ 產生回火統、収遲破㈣會劣化，故，成絲圍限定 為大於0.40%且小於ι·〇〇〇/0。 Ρ ’係於粒界偏析使粒界強度降低，且使耐延遲破壞性劣 化之元素。又，在腐敍環境顯著之鹽酸中，透過在鋼材表 面促使產生氫之效果使鋼材腐敍量增加之元素，因此，應Si is an essential element for deoxidation and can effectively improve the strength of steel. When the content of 20 is more than 0.1%, the tensile strength is deteriorated, and the brittleness of the steel becomes significant. In addition, since ferrous iron is an element having a large solid solution strengthening effect, it is difficult to perform spheroidizing annealing and cold forging. In addition, the elements which are liable to cause grain boundary oxidation during heat treatment and which deteriorate the delayed fracture resistance of the bolt due to its cutting effect should be reduced as much as possible. Therefore, its composition range is limited to less than 23 200405916 0 · 10ο / 〇〇Μη, which is an effective element for improving the hardenability. When the added amount is less than 04, the expected effect cannot be obtained. L 力 力 σΐ QQ% M_ Production Tempering system and late breakage will be deteriorated, so the limit of the silk size is greater than 0.40% and less than ι · 〇00 / 0. P 'is an element that segregates at the grain boundary, reduces the grain boundary strength, and degrades the resistance to delayed destruction. In addition, in hydrochloric acid, which has a significant degrading environment, the element that promotes the generation of hydrogen by increasing the amount of degraded steel by promoting hydrogen production on the surface of the steel.
該盡可能地減少。若其含有量在請0%以上則侵入鋼财 10 之氫會顯著地增加，因此，限定為小於0 〇1〇%。 S，係於粒界偏析而促使鋼材脆化之元素，因此，應該盡 可能地減少。由於該含有量超過〇〇1〇%以上時，會使脆化 現象更為顯著，故，限定在0.010❹/〇以下。It should be reduced as much as possible. If the content is more than 0%, the amount of hydrogen invading the steel product 10 will increase significantly. Therefore, it is limited to less than 0.01%. S is an element that promotes brittleness of the steel due to grain boundary segregation, so it should be reduced as much as possible. When the content exceeds 0.001% or more, the embrittlement phenomenon becomes more prominent, so it is limited to 0.010 ❹ / 〇 or less.
Cr ’係可提高鋼材粹火性質並使高溫強度增加之元素， 15且具有賦與鋼材於回火後抵抗軟化之效果，但其添加量小 於0.5%則無法得到前述作用之效果；另_方面，在考慮經 濟性的情況下，其添加量限定在〇·5%以上〜小於15%。Cr 'is an element that can improve the fire properties of steel and increase the high temperature strength. 15 and has the effect of imparting resistance to softening after tempering, but the addition of less than 0.5% can not obtain the effect of the aforementioned effect; In the case of economic considerations, the amount of addition is limited to 0.5% to less than 15%.
Mo，係可提升高溫強度最有效的元素，且可以藉由高溫 回火以長:咼耐延遲破壞性之元素但其添加量小於〇 35%則 2〇無法得到所期望之效果，另一方面，若添加超過1.5%則會 使、/乎火時為熔解的碳化物難以固溶於母相，而導致延性受 損’故’其添加量限定為大於0.35%〜小於1.5%。 V’係進行回火時以微細之碳化物、氮化物析出，可提升 鋼材強度（包含南溫強度），而成為可高溫回火元素，且有使 B4? 24 舊，斯田體粒界微細化之效果。又，回火時粒界内所析出 之氮 <化物會成為氯之結晶缺陷，藉由減少氮集聚於粒 可達到大幅地提升耐延遲破壞特性之效果。但其添加 里在〇·3%以下時無法達到舊沃斯田體粒度No· 10，亦無法提 升耐L遲破壞特性；然而，若添加超過1〇%則會減損螺检 、錐ιΐ*生且’由於V為高價元素，亦需考量經濟性，故， 其含量限定為大於0·3%〜ι·〇〇/0以下。 (2)回火溫度特性 L遲破k，由於會呈現舊沃斯田體粒界裂痕，故為了提 1〇升螺权之耐延遲破壞特性，最好避開250〜400°C之低溫回火 脆11度區域’此外，為了抑制薄膜狀雪明碳鐵會向舊沃 斯田體粒界析出’可藉由回火溫度上昇有效地控制碳化物 之型怨’及使成為氫之結晶缺陷的V氮碳化物析出，可有效 降低氫集聚於粒界。因此，回火溫度可在45〇。(：：以上。 15 但是’不只如此，本發明人等由此實驗結果發現螺栓的 财延遲破壞特性，若設定至滿足於高強度螺栓之拉伸張力 TS(N/mm2)與回火溫度（它）之關係式<3>及高強度螺栓之拉 伸張力TS(N/mm2)與碳當量數Ceq(%)之關係式<4>的回火溫 度，可充分地防止延遲破壞發生。 20 藉由使用滿足如上述條件鋼材於高強度螺栓，即可得 到’例如，常溫時螺栓拉伸強度(丁8)在12〇(^/1111112以上且於 650°C之螺栓抗剪強度(bTt)滿足上述關係式<1>之耐火性優 異的高強度螺栓，並藉由使用此超高強度螺栓，可實現無 耐火被覆物之高強度螺栓摩擦接合部及無耐火被覆物之高 200405916 強度螺栓摩擦接合部。 TS^(1.1xT+850) 〇> TS^(55〇xCeq+l〇〇〇) <4> 其中，TS :常溫時之高強度螺栓之拉伸強度(N/mm2) 5 T :回火溫度（°C)Mo is the most effective element that can increase the high temperature strength, and can be long-term tempered by high temperature: 延迟 delayed destructive element, but its addition amount is less than 05%, 20% can not get the desired effect, on the other hand If it is added more than 1.5%, it will make it difficult to dissolve / dissolve carbides in the mother phase during the fire, which will cause the ductility to be impaired. Therefore, the addition amount is limited to more than 0.35% to less than 1.5%. The V 'system precipitates with fine carbides and nitrides during tempering, which can increase the strength of the steel (including the temperature at the south temperature), and become a high-temperature tempering element. It also makes B4? 24 old, and has a fine grain boundary. The effect. In addition, the nitrogen < compounds precipitated in the grain boundary during tempering will become crystal defects of chlorine. By reducing the accumulation of nitrogen in the grains, the effect of significantly improving the delayed fracture resistance can be achieved. However, when the addition is less than 0.3%, the particle size No. 10 of the old Voss field cannot be achieved, and the L-delay resistance can not be improved. However, if it is added more than 10%, the screw inspection and taper will be damaged. In addition, since V is a high-priced element and economical considerations are required, its content is limited to more than 0.3% to ι · 〇〇 / 0. (2) The tempering temperature characteristic L is broken late k, because it will show cracks in the grain boundary of the old Vostian. In order to improve the resistance to delayed damage of 10 liters of screw weight, it is best to avoid low temperature tempering at 250 ~ 400 ° C. Fire-brittle 11-degree region 'In addition, in order to prevent the film-like skeletal carbon iron from precipitating to the grain boundary of the old Vostian field, the' type resentment of carbides can be effectively controlled by the increase in tempering temperature 'and crystal defects of hydrogen The precipitation of V nitrogen carbides can effectively reduce the accumulation of hydrogen at the grain boundary. Therefore, the tempering temperature can be 45 °. (:: Above. 15 But 'not only that, the inventors found from this experimental result that the financial delay failure characteristics of bolts are set to satisfy the tensile tension TS (N / mm2) and tempering temperature ( It) The relational expression < 3 > and the relational expression < 4 > tempering temperature of the tensile tension TS (N / mm2) and the carbon equivalent number Ceq (%) of the high-strength bolt can sufficiently prevent the delayed damage from occurring 20 By using steel that meets the above conditions for high-strength bolts, you can obtain 'for example, the bolt's tensile strength (Ding 8) at room temperature is above 12 ° (^ / 1111112 and shear strength of bolts at 650 ° C ( bTt) A high-strength bolt with excellent fire resistance that satisfies the above-mentioned relation < 1 >, and by using this ultra-high-strength bolt, a high-strength bolt friction joint without a fire-resistant coating and a height without a fire-resistant coating 200405916 Friction joint of strength bolt. TS ^ (1.1xT + 850) 〇 > TS ^ (55〇xCeq + lOO00) < 4 > where TS: tensile strength of high-strength bolts at room temperature (N / mm2) 5 T: tempering temperature (° C)
Ceq :碳當量數(％)Ceq: number of carbon equivalents (%)
Ceq=C+(Mn/6)+(Si/24)+(Ni/40)+(Cr/5)+(Mo/4) +(V/14) 〇 [回火實驗例] 10 使用具有如第1表所示之化學成分組成之本發明試樣鋼 材（1〜10)，且對直徑〇2l.5mm的線材進行熱軋壓，並由所得 到之各種線材做成螺絲部為Μ22之高強度螺栓，再經淬 火、回火，將螺栓的拉伸強度調整成於12〇〇〜17〇〇(N/rmn2) 範圍間之超面強度螺检。 15 在此，螺栓拉伸強度係以成分與回火溫度調整之，且回 火溫度係在290〜700°C範圍進行，此回火動作係用以評估高 溫特性而賦與其高溫條件。此回火溫度T(°c)與回火後之實 驗例（試樣鋼材1〜1〇)之超高強度螺栓拉伸強度TS(N/mm2)及 比較例(試樣鋼材11〜18)之高強度螺栓顯示於第2表中。 20 第6圖及第7圖係使用於第1表所示之本發明試樣鋼材 (1〜10)與比較例（试樣鋼材11〜18)所得到許多具體實驗數 據並以圖中X 5己號(發生延遲破壞)及Q記號（未發生延遲 破壞）表不回火後是否發生延遲破壞。在滿足前述關係式 <3>及<4>領域中，兩圖均顯示沒有發生延遲破壞之情形。 26 200405916 第1表 試樣鋼材 化學成分（質量％) Ceq C Si Μη Ρ s Cr Mo A1 V Ni Ti Nb 1 0.40 0.07 0.42 0.005 0.009 0.61 1.20 0.020 0.56 0.935 2 0.34 0.04 0.79 0.007 0.003 1.21 0.99 0.015 0.36 0.989 3 0.34 0.03 0.66 0.002 0.002 0.98 0.50 0.062 0.67 0.820 4 0.39 0.07 0.50 0.008 0.008 1.21 0.58 0.025 0.35 0.888 5 0.39 0.05 0.51 0.005 0.009 1.21 0.57 0.021 0.34 0.886 6 0.40 0.08 0.81 0.005 0.008 0.58 0.22 0.019 0.35 0.65 0.04 0.751 7 0.40 0.05 0.54 0.08 0.008 1.00 1.00 0.032 0.32 0.942 8 0.44 0.03 0.85 0.005 0.004 0.90 1.45 0.020 0.70 0.50 0.02 1.188 9 0.43 0.05 0.80 0.005 0.003 1.01 1.20 0.033 0.40 0.20 1.100 10 0.42 0.05 0.75 0.003 0.004 0.83 1.10 0.030 0.40 0.10 0.020 1.020 11 0.41 0.08 0.95 0.007 0.001 1.41 0.93 0.072 0.40 0.00 1.115 12 0.31 0.06 0.50 0.018 0.007 1.01 0.60 0.032 0.29 0.00 0.769 13 0.34 0.17 0.76 0.015 0.017 1.00 0.17 0.025 0.00 0.00 0.716 14 0.19 0.08 0.97 0.013 0.004 0.15 0.00 0.032 0.00 0.00 0.385 15 0.40 0.23 0.81 0.005 0.008 0.58 0.22 0.019 0.00 0.65 0.04 0.732 16 0.32 0.21 0.62 0.010 0.008 1.25 0.59 0.027 0.00 0.00 0.02 0.002 0.830 17 0.30 0.94 0.49 0.011 0.006 1.99 0.20 0.074 0.00 0.00 0.869 18 0.32 0.99 0.46 0.007 0.006 1.97 0.40 0.027 0.00 0.00 0.932Ceq = C + (Mn / 6) + (Si / 24) + (Ni / 40) + (Cr / 5) + (Mo / 4) + (V / 14) 〇 [Tempering Experiment Example] 10 The sample steel (1 ~ 10) of the present invention with the chemical composition shown in Table 1 was hot-rolled to a wire having a diameter of 021.5 mm, and the obtained various wires were made into a high strength screw portion M22. After the bolt is quenched and tempered, the tensile strength of the bolt is adjusted to an over-surface strength screw inspection in the range of 12,000 to 1700 (N / rmn2). 15 Here, the tensile strength of the bolt is adjusted by the composition and tempering temperature, and the tempering temperature is performed in the range of 290 ~ 700 ° C. This tempering action is used to evaluate the high temperature characteristics and give it high temperature conditions. This tempering temperature T (° c) and the tensile strength TS (N / mm2) of the ultra-high-strength bolts of the experimental examples (sample steels 1 to 10) after tempering and comparative examples (sample steels 11 to 18) The high-strength bolts are shown in Table 2. 20 Figures 6 and 7 are specific experimental data obtained from the sample steels (1 to 10) of the present invention and comparative examples (sample steels 11 to 18) shown in Table 1 and shown in the figure as X 5 The self-sign (with delayed damage) and the Q symbol (without delayed damage) indicate whether delayed damage occurred after tempering. In the fields satisfying the aforementioned relational expressions < 3 > and < 4 >, both figures show that no delayed destruction occurs. 26 200405916 Table 1. Chemical composition (mass%) of the sample steel in Table 1 Ceq C Si Mn s Cr Mo A1 V Ni Ti Nb 1 0.40 0.07 0.42 0.005 0.009 0.61 1.20 0.020 0.56 0.935 2 0.34 0.04 0.79 0.007 0.003 1.21 0.99 0.015 0.36 0.989 3 0.34 0.03 0.66 0.002 0.002 0.98 0.50 0.062 0.67 0.820 4 0.39 0.07 0.50 0.008 0.008 1.21 0.58 0.025 0.35 0.888 5 0.39 0.05 0.51 0.005 0.009 1.21 0.57 0.021 0.34 0.886 6 0.40 0.08 0.81 0.005 0.008 0.58 0.22 0.019 0.35 0.65 0.04 0.751 7 0.40 0.05 0.54 0.08 0.008 1.00 1.00 0.032 0.32 0.942 8 0.44 0.03 0.85 0.005 0.004 0.90 1.45 0.020 0.70 0.50 0.02 1.188 9 0.43 0.05 0.80 0.005 0.003 1.01 1.20 0.033 0.40 0.20 1.100 10 0.42 0.05 0.75 0.003 0.004 0.83 1.10 0.030 0.40 0.10 0.020 1.020 11 0.41 0.08 0.95 0.007 0.001 1.41 0.93 0.072 0.40 0.00 1.115 12 0.31 0.06 0.50 0.018 0.007 1.01 0.60 0.032 0.29 0.00 0.769 13 0.34 0.17 0.76 0.015 0.017 1.00 0.17 0.025 0.00 0.00 0.716 14 0.19 0.08 0.97 0.013 0.004 0.15 0.00 0.032 0.00 0.00 0.385 15 0.40 0. 23 0.81 0.005 0.008 0.58 0.22 0.019 0.00 0.65 0.04 0.732 16 0.32 0.21 0.62 0.010 0.008 1.25 0.59 0.027 0.00 0.00 0.02 0.002 0.830 17 0.30 0.94 0.49 0.011 0.006 1.99 0.20 0.074 0.00 0.00 0.869 18 0.32 0.99 0.46 0.007 0.006 1.97 0.40 0.027 0.00 0.00 0.932
Ceq=C+(Mn/6)+(Si/24)+(Ni/40)+(Cr/5)+(Mo/4)+(V/14) 第2表 試 樣 鋼 材 回火 溫度 T(°C) 拉伸強度 TS (N/mm2) TS^ 1.1T+850 TS^ 550Ceq+l〇〇〇 臨界擴散性氫含 量 (ppm) 實 1 550 1338 〇 〇 1.54 驗 2 550 1408 〇 〇 0.91 例 3 500 1362 〇 〇 1.54 4 625 1426 〇 〇 1.40 5 650 1312 〇 〇 1.70 6 450 1316 〇 〇 0.70 7 570 1470 〇 〇 0.90 8 700 1605 〇 〇 0.95 9 660 1550 〇 〇 1.05 10 640 1502 〇 〇 1.20 比 11 525 1652 X X 0.12 較 12 440 1469 X X 0.29 例 13 390 1567 X X 0.05 14 290 1384 X X 0.09 15 435 1482 X X 0.40 16 450 1473 X X 0.45 17 450 1497 X X 0.25 18 400 1651 X X 0.10Ceq = C + (Mn / 6) + (Si / 24) + (Ni / 40) + (Cr / 5) + (Mo / 4) + (V / 14) Table 2 Tempering temperature T (°) of the sample steel C) Tensile strength TS (N / mm2) TS ^ 1.1T + 850 TS ^ 550Ceq + 100th Critical diffusible hydrogen content (ppm) Actual 1 550 1338 〇1.54 Test 2 550 1408 〇0.91 Example 3 500 1362 〇〇1.54 4 625 1426 〇〇1.40 5 650 1312 〇〇1.70 6 450 1316 〇〇0.70 7 570 1470 〇〇0.90 8 700 1605 〇0.95 9 660 1550 〇〇1.05 10 640 1502 〇1.2.20 than 11 525 1652 XX 0.12 compared to 12 440 1469 XX 0.29 Example 13 390 1567 XX 0.05 14 290 1384 XX 0.09 15 435 1482 XX 0.40 16 450 1473 XX 0.45 17 450 1497 XX 0.25 18 400 1651 XX 0.10
Ceq=C+(Mn/6)+(Si/24)+(Ni/40)+(Cr/5)+(Mo/4)+(V/14)Ceq = C + (Mn / 6) + (Si / 24) + (Ni / 40) + (Cr / 5) + (Mo / 4) + (V / 14)
5 滿足上式：〇 不滿足上式：X5 The above formula is satisfied: 〇 The above formula is not satisfied: X
Example Example 1 27 200405916 此實施例l，係隔著如第丨圖所示之外層雙層板2a、内側 雙層板2b與側面雙層板2C以高強度螺栓3接合樑la、lb之高 強度螺栓摩擦接合構造的情形。另，在此係樑la、lb、外 側雙層板2a、内側雙面板2b與側面雙面板2c，使用在65(TC 5 具有保證高溫強度之情形。 第8圖，對於螺絲部為M22(JIS B 0123)之高強度螺栓而 言，合併比較例1(一般F10T(JIS B 0123))螺栓與比較例2(耐 火F10T(JIS B 1186))螺栓，顯示本發明之超高強度螺栓的抗 剪強度TSA/^N/mm2)與試驗溫度(。〇的關係。又，本發明 10 之超高強度螺栓係將在常溫時的拉伸強度調整為 1400N/mm2以上，且此超高強度螺栓的長期容許抗剪強度 為236N/mm2，而比較例1、2之長期容許抗剪強度為 147N/mm2。 又，於第8圖中，本發明之超高強度螺栓，常溫時的拉伸 15 強度為 1412N/mm2(=815N/mm2Xy〇)，並且650°C 的螺栓抗 剪強度(bit)滿足前述關係式<1>，且本發明之超高強度螺栓 於65(TC時具有為比較例1.3倍之抗剪強度(bit)。 又，第9圖、第10圖、第11圖係對於螺絲部為M16、M20、 M24之本發明之超高強度螺栓，分別顯示抗剪強度TS//~ 20 3(N/mm2)與試驗溫度(°C)的關係。又，所有圖均顯示，本發 明之超高強度螺栓於650°C的螺栓抗剪強度作竹），滿足前述 關係式<1>。Example Example 1 27 200405916 In this embodiment 1, the high-strength bolt 3 is used to join the beams la and lb through the outer double-layer plate 2a, the inner double-layer plate 2b, and the side double-layer plate 2C as shown in the figure. In case of bolt frictional joint structure. Here, the tie beams la, lb, the outer double-layered plate 2a, the inner double-sided plate 2b, and the side double-sided plate 2c are used in the case where 65 ° C 5 has a guaranteed high temperature strength. Fig. 8 shows M22 (JIS for the screw portion). For the high-strength bolt of B 0123), the bolt of Comparative Example 1 (general F10T (JIS B 0123)) and the bolt of Comparative Example 2 (fire-resistant F10T (JIS B 1186)) are combined to show the shear resistance of the ultra-high-strength bolt of the present invention. The relationship between the strength TSA / ^ N / mm2) and the test temperature (.0. In addition, the ultra-high-strength bolt of the present invention 10 adjusts the tensile strength at normal temperature to 1400N / mm2 or more, and the The long-term allowable shear strength is 236 N / mm2, while the long-term allowable shear strength of Comparative Examples 1 and 2 is 147 N / mm2. Also, in Figure 8, the ultra-high-strength bolt of the present invention has a tensile strength of 15 at room temperature. It is 1412N / mm2 (= 815N / mm2Xy〇), and the shear strength (bit) of the bolt at 650 ° C satisfies the aforementioned relation < 1 >, and the ultra-high strength bolt of the present invention has a comparative example at 65 (TC 1.3 times the shear strength (bit). Also, Figs. 9, 10, and 11 are for the present invention where the screw portion is M16, M20, and M24. High-strength bolts show the relationship between the shear strength TS // ~ 20 3 (N / mm2) and the test temperature (° C). Moreover, all the figures show that the ultra-high-strength bolts of the present invention are bolts at 650 ° C. Shear strength is made of bamboo), satisfying the aforementioned relation < 1 >.
Example 2 此實施例2係以高強度螺栓8接合第5圖所示之柱5與T型 28 、戆接s物7之南強度螺栓拉伸接合部構造，且是在有床板 的h形下，其中柱5、T型金屬接合物7係使用在65〇。〇具 有保σ立回/風強度者，且使用樑的拉伸強度為400N/mm2級 者。 第2 13圖分別顯示在樑6上凸緣6a側之床板10内之拉伸Example 2 This example 2 uses a high-strength bolt 8 to join the pillar 5 and the T-shaped 28 and the south-strength bolt tensile joint of the figure 7 shown in Figure 5. The structure is in the h shape with a bed plate. Among them, column 5, T-shaped metal joint 7 is used at 65. 〇 Those who have a guaranteed σ vertical return / wind strength, and the tensile strength of the beam used is 400N / mm2. Figures 2 to 13 show the stretching in the bedboard 10 on the flange 6a side of the beam 6, respectively.
螺才王如數目為2根、4根的情形下，以螺絲構件M22(JIS B )接&向強度螺栓之柱5與T形金屬接合物7的拉伸接合 部之例。 第3表係對於第12圖、第13圖之高強度螺栓接合部構造， 1〇顯示第8圖所示之各數值，並由前述關係式<2>，求得於650 C之樑之長期容許抗剪強度QS，同時亦顯示選定樑截面 形截面樑）的上限之例。在第3表中，本發明之超高強度螺 栓’當在床板10内的拉伸螺栓8a數目為2根時（第12圖）可選 定Η-400χ200χ8χ13，又，當床板10内的拉伸螺栓8a數目為4 15 根時（第13圖）可選定H-60〇x2〇〇xl2x22，與比較例之螺栓相 比，可以選定長期容許抗剪強度Qs較大的樑。 第3表 高強度螺 栓 拉伸 接合部 形式 樑之上 凸緣側 之螺栓 數nf 樑上凸緣 側之床板 内螺栓數 ns 樑之長期容 許剪力 Qs 以選定之樑截面 為上限之例（以 400N/mm2級的拉 伸強度為例） 比 較 例 1 一般 F10T 螺栓 圖12 4 2 557kN以下 Η-35〇χ175χ7χ11 圖13 6 4 l，023kN 以下 Η-60〇χ20〇χ9χ12 2 耐火F10T 螺栓 圖12 4 2 620kN以下 Η-35〇χ175χ7χ11 圖13 6 4 l，096kN 以下 Η-60〇χ20〇χ9χ16 本發 明例 耐火超高 強度螺栓 圖12 4 2 800kN以下 Η-400χ200χ8χ13 圖13 6 4 l，420kN 以下 Η-600χ200χ12χ22 由上述可知’本發明之超高強度螺栓，係在常溫時及65〇 200405916 C咼溫時，耐火性（高溫強度）及耐延遲破壞性優異，且具有 可充分地滿足於日本建築學會於1973年制定，並於丨9%年 修訂之「高強度螺栓接合設計施工指南」中規定之特性， 並確認藉由使用高強度螺栓可實現無耐火被覆物之高強声 5螺栓接合部構造，即，無耐火被覆物之高強度螺栓摩擦接 合部構造與無耐火被覆物之高強度螺栓拉伸接合部構造。 又，本發明不僅限於上述構造例與實施例内容，且斜於 接合部構造條件、高強度螺栓（包含形成耐火鋼材）條件而 言，亦可因應對象接合部、使用部位、環境條件等種種: 10 性之要求，於下述各項申請專利範圍内變更。 、 本發明係於一種可形成具耐火性要求的鋼骨構造物之高 強度螺栓接合部構造，基本上作為接合對象之主要構件(例 如，柱及樑或厚板)在650 c具有充分的高溫強度，並以可 實現無耐火被覆物接合物作為前提，將該主要構件(例如， 15 柱及樑或；板）的咼/JDQL強度，例如，使用於常溫下螺栓拉伸 強度為習知F10T螺栓的1.4倍以上，且在65代時抗剪強度 為習知耐火F10T螺栓之1.3倍，且耐火性及耐延遲破壞性優 異之超高強度螺栓，藉此可實現於65(TC高溫時無耐火被覆 物之高強度螺栓接合部構造，並可實現降低成本、縮短工 20 期之目的。 另外，在本發明中使用螺帽及金屬墊圈時，由於火災時 螺栓接合部轉變成承載壓力狀態，此時，在高強度螺栓中 所要求之剪應力並無作用，因此，可以利用未規定耐火性 之一般構造用咼強度/、角螺栓、構造用高強度金屬塾圈來 30 200405916 對應，可抑制成本升高。 又，在本發明使用之樑構件及金屬接合物的一部份等， 由於因應使用部位不同所要求之特性來嚴格選擇，故可降 低原料成本及縮短施工時間等。 5 【圖式簡單說明】 第1圖係表示本發明中作為接合對象之樑構件的高強 度螺栓摩擦接合構造例之立體說明圖。 第2圖係表示本發明中作為接合對象之厚板構件的高 強度螺栓摩擦接合構造例之截面說明圖。 10 第3圖係表示本發明中作為接合對象之樑-T型金屬接 合物的高強度螺栓摩擦接合部構造及柱-T型金屬接合物的 高強度螺栓拉伸接合部構造例之部分立體說明圖。 第4(a)圖係以第3圖之樑-T型金屬接合物的高強度螺栓 摩擦接合部構造及柱-T型金屬接合物的高強度螺栓拉伸接 15 合部構造為例之部分截面說明圖。 第4(b)圖為第4(a)圖之部分平面說明圖。 第5圖係以樑-T型金屬接合物的高強度螺栓摩擦接合 部構造及柱-T型金屬接合物的高強度螺栓拉伸接合部構造 為例，且於樑上凸緣的上部，配置床板時之部分截面說明 20 圖。 第6圖係表示鋼材的回火溫度、拉伸強度(TS)與是否有 延遲破壞之關係說明圖。 第7圖係表示鋼材之碳當量數(Ceq%)、拉伸強度(TS) 與是否有延遲破壞之關係說明圖。 31 200405916 第8圖係表示試驗溫度與螺栓抗剪強度(T S / /" 3)間關係 說明圖（使用M22螺栓情形下）。 第9圖係表示試驗溫度與螺栓抗剪強度(T S /，3)間關係 說明圖（使用M16螺栓情形下）。 5 第10圖係表示試驗溫度與螺栓抗剪強度(TS//^)間關 係說明圖（使用M20螺栓情形下）。 第11圖係表示試驗溫度與螺栓抗剪強度(TS//"3)間關 係說明圖（使用M24螺栓情形下）。 第12(a)圖係表示以一配置有床板之柱-樑的高強度螺 10 栓拉伸接合部構造為例之部分截面圖（床板内之T型金屬接 合物用螺栓為2個的情形下）。 第12(b)圖為第12(a)圖之T型金屬接合物的側視說明 圖。 第12(c)圖為第12(a)圖之平面說明圖。 15 第13(a)圖係表示以一配置有柱-樑之高強度螺栓拉伸 接合部構造為例之部分截面說明圖（床板内之T型金屬接合 物用螺栓為4個的情形下）。 第13(b)圖為第13(a)圖之T型金屬接合物的側視說明 圖。 20 第13(c)圖為第13(a)圖之平面說明圖。 32 200405916 【圖式之主要元件代表符號表】 3、8、&、9、也..高強度墙全 5…柱虜ί牛 6…_牛 5 6a..4^Jim 6Κ·獻下騰 7…m嘯樹勿 10…床板 la、lb".H型樹牛 10 Id、le…磁衛牛 2a“夕hi避尉反 2b."触丨雙層板 2c···側®^層板 2d”上嫩層板 15 2e···下嫩層 33In the case where the number of snails is two or four, a screw member M22 (JIS B) is used to connect & the tensile joint between the pillar 5 of the strength bolt and the T-shaped metal joint 7. Table 3 shows the structures of the high-strength bolt joints in Figs. 12 and 13. 10 shows the numerical values shown in Fig. 8. Based on the aforementioned relation < 2 >, the beam of 650 C is obtained. The long-term allowable shear strength QS is also shown as an example of the upper limit of the selected beam cross-section beam. In the third table, when the number of the ultra-high-strength bolts of the present invention is two (10), the number of tensile bolts 8a in the bedboard 10 can be selected to be Η-400χ200χ8χ13. When the number of 8a is 4 15 (Figure 13), H-60 × 200 × 12 × 22 can be selected. Compared with the bolt of the comparative example, a beam with a long-term allowable shear strength Qs can be selected. Table 3 Number of bolts on the flange side of the beam with high-strength bolted joints nf Number of bolts in the bed plate on the flange side of the beam ns Long-term allowable shear force Qs The upper limit of the selected beam cross section 400N / mm2 tensile strength as an example) Comparative Example 1 General F10T bolts Figure 12 4 2 557kN or less Η-35〇χ175χ7χ11 Figure 13 6 4 l, 023kN or less Η-60〇χ20〇χ9χ12 2 Refractory F10T bolt Figure 12 4 2 620kN or less Η-35〇χ175χ7χ11 Figure 13 6 4 l, 096kN or less Η-60〇χ20〇χ9χ16 Example of the present invention refractory super high strength bolt Figure 12 4 2 800kN or less 400-400χ200χ8χ13 Figure 13 6 4 l, 420kN or less Η- 600χ200χ12χ22 From the above, it can be known that the ultra-high-strength bolt of the present invention is excellent in fire resistance (high-temperature strength) and delayed fracture resistance at normal temperature and 65200405916 C 咼 temperature, and it can fully satisfy the requirements of the Japan Architectural Association. Developed in 1973 and revised in 9% of the year, the characteristics specified in the "Guidelines for the Design and Construction of High-Strength Bolt Joints" and confirmed that the use of high-strength bolts can achieve high-intensity sound without fire-resistant coatings 5 Bolt joint structure, that is, a high-strength bolt friction joint structure without a fire-resistant coating and a high-strength bolt tensile joint structure without a fire-resistant coating. In addition, the present invention is not limited to the above-mentioned structural examples and content of the embodiments, and is inclined to the structural conditions of the joints and the conditions of the high-strength bolts (including the formation of refractory steel). The requirements of nature are changed within the scope of the following patent applications. The present invention is a high-strength bolt joint structure that can form a steel skeleton structure with fire resistance requirements. Basically, the main components (such as columns and beams or thick plates) that are the object of the joint have a sufficient temperature at 650 c. Strength, and on the premise that no refractory coating joints can be achieved, the 咼 / JDQL strength of the main member (for example, 15 columns and beams or plates), such as the tensile strength of bolts at room temperature is known as F10T Ultra-high-strength bolts with 1.4 times the bolts and 1.3 times the shear strength of the conventional fire-resistant F10T bolts at 65th generation, and excellent fire resistance and delayed damage resistance. The structure of the high-strength bolt joint of the refractory coating can reduce costs and shorten the construction period. In addition, when using a nut and a metal washer in the present invention, the bolt joint changes to a load-bearing state during a fire. At this time, the required shear stress in high-strength bolts has no effect. Therefore, it is possible to use general structural strength / corner bolts and high-strength metal ferrules for structural purposes that do not require fire resistance. Corresponding to 30 200405916, it is possible to suppress the increase in cost. In addition, because the beam members and metal joints used in the present invention are strictly selected according to the characteristics required for different parts, the cost of raw materials can be reduced and shortened. Construction time, etc. 5 [Brief description of the drawings] FIG. 1 is a perspective explanatory view showing a high-strength bolt friction welding structure example of a beam member to be joined in the present invention. FIG. 2 is a diagram showing the joining object in the present invention. Sectional explanatory view of a high-strength bolt friction joint structure example of a thick plate member. Fig. 3 is a diagram showing a structure of a high-strength bolt friction joint portion of a beam-T metal joint to be joined in the present invention, and a column-T metal. Partial perspective illustration of a high-strength bolt tensile joint structure example of the joint. Figure 4 (a) shows the structure of the high-strength bolt friction joint of the beam-T metal joint in Figure 3 and the column-T type. A high-strength bolted joint of a metal joint with a 15-joint structure as an example is a partial cross-sectional view. Figure 4 (b) is a partial plan view of Figure 4 (a). Figure 5 is a beam-T type Metal connection The structure of the high-strength bolt friction joint of the object and the structure of the high-strength bolt tensile joint of the column-T metal joint are taken as examples, and a partial cross-sectional view when the bed plate is arranged on the upper part of the flange on the beam is illustrated in Figure 20. The graph is an explanatory diagram showing the relationship between the tempering temperature, tensile strength (TS) of steel, and whether there is delayed failure. Figure 7 shows the carbon equivalent number (Ceq%), tensile strength (TS) of steel, and whether there is delay Illustration of the relationship between failure. 31 200405916 Figure 8 shows the relationship between the test temperature and the shear strength of the bolt (TS / / " 3) (when using M22 bolts). Figure 9 shows the test temperature and bolt resistance An explanatory diagram of the relationship between shear strength (TS /, 3) (when using M16 bolts). 5 Figure 10 shows the relationship between test temperature and bolt shear strength (TS // ^) (when using M20 bolts). Figure 11 shows the relationship between the test temperature and the bolt shear strength (TS // " 3) (in the case of M24 bolts). Figure 12 (a) is a partial cross-sectional view showing an example of a structure of a high-strength screw 10-bolt tensile joint with a column-beam provided with a bed plate (in the case of two T-shaped metal joint bolts in the bed plate) under). Fig. 12 (b) is an explanatory side view of the T-shaped metal joint shown in Fig. 12 (a). Fig. 12 (c) is a plan explanatory view of Fig. 12 (a). 15 Figure 13 (a) is a partial cross-sectional view illustrating an example of the structure of a high-strength bolt tensile joint with a column-beam arrangement (in the case of four T-shaped metal joint bolts in the bed) . Fig. 13 (b) is an explanatory side view of the T-shaped metal joint shown in Fig. 13 (a). 20 Figure 13 (c) is a plan explanatory view of Figure 13 (a). 32 200405916 [Representative symbols for the main elements of the diagram] 3, 8, & 9, also .. All high-strength walls 5 ... pillars 牛牛 6… _ 牛 5 6a..4 ^ Jim 6Κ · Xianxiateng 7… m Xiaoshu do n’t 10… bed board la, lb " H-type tree cow 10 Id, le ... Magnetic cow 2a "Xi hi avoidance counter 2b. &Quot; Touch 丨 Double-layer board 2c ··· side ® ^ layer Board 2d "upper tender layer 15 2e ... lower tender layer 33
Claims (1)
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2002266534 | 2002-09-12 | ||
| JP2003155127A JP4197460B2 (en) | 2002-09-12 | 2003-05-30 | Fireproof coated high strength bolt joint structure |
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| Publication Number | Publication Date |
|---|---|
| TW200405916A true TW200405916A (en) | 2004-04-16 |
| TWI243868B TWI243868B (en) | 2005-11-21 |
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| Application Number | Title | Priority Date | Filing Date |
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| TW092125019A TWI243868B (en) | 2002-09-12 | 2003-09-10 | A high strength bolted connection structure with no fire resistive covering |
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| US (1) | US20040050013A1 (en) |
| JP (1) | JP4197460B2 (en) |
| KR (1) | KR100528179B1 (en) |
| CN (1) | CN1231645C (en) |
| HK (1) | HK1061058A1 (en) |
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| JP6387428B2 (en) * | 2017-02-02 | 2018-09-05 | 日新製鋼株式会社 | Fastening structure and fastening method |
| EP3585954B1 (en) * | 2017-02-24 | 2024-02-14 | Parkd Ltd | Prestressed structural beam and method for erecting a building structure comprising the beam. |
| US10480197B2 (en) | 2017-04-04 | 2019-11-19 | Columbia Insurance Company | Masonry support |
| CN107327449A (en) * | 2017-06-30 | 2017-11-07 | 上海建工七建集团有限公司 | A kind of steel structure member connection moves structure and its installation method with screw retention |
| WO2019038602A1 (en) * | 2017-08-19 | 2019-02-28 | Mohammad Ramezani | A moment-resisting frame |
| US11598086B2 (en) * | 2017-10-13 | 2023-03-07 | Building System Design Co., Ltd. | Joint structure for H-beam |
| CN107869195A (en) * | 2017-11-21 | 2018-04-03 | 中建六局土木工程有限公司 | A kind of shaped steel steel column and column cap sizing punching block construction method |
| CN110359563A (en) * | 2019-06-27 | 2019-10-22 | 南华大学 | A kind of splicing bushing type node for FRP beam-to-column joint |
| CN110318467B (en) * | 2019-07-10 | 2020-09-22 | 中元国际（海南）工程设计研究院有限公司 | Steel structure crossbeam |
| CN110821040B (en) * | 2019-11-19 | 2021-07-06 | 天津市武清区建筑工程总公司 | Steel ladle beam supporting structure |
| CN115012547B (en) * | 2022-07-01 | 2023-06-27 | 郑州大学 | Flexible constraint type assembled buckling restrained brace structure based on SMA bolt |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US1883376A (en) * | 1927-10-20 | 1932-10-18 | Hilpert Meier George | Building construction |
| US2106084A (en) * | 1936-11-09 | 1938-01-18 | Reynolds Corp | Joist suspension |
| GB1253033A (en) * | 1968-01-23 | 1971-11-10 | ||
| US4047341A (en) * | 1976-10-29 | 1977-09-13 | Bernardi James T | Frame structure |
| US5412913A (en) * | 1993-05-28 | 1995-05-09 | Fluor Corporation | Self-aligning beam joint suited for use in modular construction |
| US5660017A (en) * | 1994-12-13 | 1997-08-26 | Houghton; David L. | Steel moment resisting frame beam-to-column connections |
| US5577353A (en) * | 1995-01-27 | 1996-11-26 | Simpson; William G. | Steel frame building system and truss assembly for use therein |
| US6837016B2 (en) * | 2001-08-30 | 2005-01-04 | Simmons Robert J | Moment-resistant building frame structure componentry and method |
-
2003
- 2003-05-30 JP JP2003155127A patent/JP4197460B2/en not_active Expired - Fee Related
- 2003-09-09 KR KR10-2003-0063400A patent/KR100528179B1/en active IP Right Grant
- 2003-09-10 TW TW092125019A patent/TWI243868B/en not_active IP Right Cessation
- 2003-09-12 CN CNB031570917A patent/CN1231645C/en not_active Expired - Fee Related
- 2003-09-12 US US10/663,060 patent/US20040050013A1/en not_active Abandoned
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2004
- 2004-06-03 HK HK04103981A patent/HK1061058A1/en not_active IP Right Cessation
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|---|---|
| US20040050013A1 (en) | 2004-03-18 |
| CN1231645C (en) | 2005-12-14 |
| JP4197460B2 (en) | 2008-12-17 |
| KR100528179B1 (en) | 2005-11-15 |
| CN1488825A (en) | 2004-04-14 |
| HK1061058A1 (en) | 2004-09-03 |
| TWI243868B (en) | 2005-11-21 |
| JP2004156773A (en) | 2004-06-03 |
| KR20040024520A (en) | 2004-03-20 |
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