CN201068603Y - Joist end weakened replaced type steel frame beam-column anti-knock joint - Google Patents
Joist end weakened replaced type steel frame beam-column anti-knock joint Download PDFInfo
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- CN201068603Y CN201068603Y CNU2007201699593U CN200720169959U CN201068603Y CN 201068603 Y CN201068603 Y CN 201068603Y CN U2007201699593 U CNU2007201699593 U CN U2007201699593U CN 200720169959 U CN200720169959 U CN 200720169959U CN 201068603 Y CN201068603 Y CN 201068603Y
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Abstract
梁端削弱置换式钢框架梁柱抗震节点属于结构工程抗震与减震技术领域。现有连接的抗弯承载力只有梁本身抗弯承载力的80－85％，违背了在抗震设计中的“强节点弱构件”的基本原则。本实用新型涉及到一种削弱钢梁端部翼缘和腹板的原有钢材并置换为耗能能力强的金属材料，同时在梁端加入X形低碳钢钢板以提高节点连接强度，从而形成梁端耗能塑性铰的钢框架梁柱节点。本实用新型使地震时在置换原有钢材的耗能金属处率先进入变形并达到屈服阶段，同时提高节点整体抗震性能，从而形成梁端塑性铰进行耗能减震。易于施工和维护，成本低廉。
The beam-end weakening displacement steel frame beam-column anti-seismic joint belongs to the field of anti-seismic and shock-absorbing technology of structural engineering. The flexural bearing capacity of the existing connection is only 80-85% of the beam's own flexural bearing capacity, which violates the basic principle of "strong node weak member" in seismic design. The utility model relates to an original steel material that weakens the flange and web at the end of a steel beam and replaces it with a metal material with strong energy dissipation capacity, and at the same time adds an X-shaped low-carbon steel plate to the beam end to improve the connection strength of the node, thereby Steel frame beam-column joints forming energy-dissipative plastic hinges at beam ends. The utility model makes the energy-consuming metal place replacing the original steel first enter the deformation and reach the yield stage during an earthquake, and at the same time improves the overall anti-seismic performance of the node, thereby forming a plastic hinge at the end of the beam for energy consumption and shock absorption. Easy construction and maintenance, low cost.
Description
Technical field
The utility model belongs to Structural Engineering antidetonation and cushion technique field, relate to and a kind ofly weaken original steel of the edge of a wing, girder steel end and web and be replaced into the strong metal material of energy dissipation capacity, add X-shaped mild steel steel plate to improve the node bonding strength at beam-ends simultaneously, the steel frame beam column joint of plastic hinge thereby the formation beam-ends consumes energy.
Background technology
In the U.S. in 1994 north mountain range earthquake and nineteen ninety-five Japan's slope earthquake centre celestially, the be rigidly connected phenomenon of node brittle fracture of the beam column in many high-rise steel structure house, hundreds of building is recognized people, traditional rigid joint design, be flange of beam with post between by full penetration butt weld, web and the design that is connected by high-strength bolt between the shear plate on being welded in post, do not reach the seismic design requirement of expection.A fatal reason that damages is to connect under the situation of construction measure without any reinforcement in the design, has adopted so-called " conventional design method " irrelevantly, i.e. the supposition that whole effect moments of flexure are born in edge of a wing connection, web only bears whole effect shearings.The anti-bending bearing capacity of this connection has only the 80-85% of the anti-bending bearing capacity of beam own, has run counter to the basic principle of " the weak member of strong node " in seismic design.Based on above reason, in the research of after shake, carrying out, reduce the stress of flange of beam place's butt weld, plastic hinge a certain position on beam is formed, become the important thinking of improving the rigid joint design.At present to form that dog bone type is rigidly connected be exactly a kind of joint form that occurs recently by weakening flange of beam in some countries and regions.But the dog bone type bean column node is some deficiency also, at first is that the quiet rigidity of member can reduce, and has potential safety hazard after weakening the edge of a wing.If earthquake intensity is big in addition, weakening place has serious flexing and takes place, if there is aftershock to produce, thoroughly destroys thereby secondary damage will take place girder steel.Therefore exploitation can either guarantee that the node integral rigidity can form the plastic hinge that has than low yield strength at beam-ends again, thus in earthquake repeatedly fully the damper of power consumption have great engineering significance.
The utility model content
The utility model has provided a kind of beam end weakened replacement type steel frame beam shock proof node, the utility model purpose is by the original steel that weaken the edge of a wing, girder steel end and web and is replaced into yield strength less than 235MPa and the strong metal material of energy dissipation capacity, lead at the power consumption metal place of the original steel of displacement when making earthquake and be introduced into distortion and reach the surrender stage, improve the whole anti-seismic performance of node simultaneously, carry out energy-dissipating and shock-absorbing thereby form the beam-ends plastic hinge.Be easy to construction and maintenance, with low cost.
The technical solution of the utility model is as follows:
Specifically construct referring to Fig. 1-4, beam end weakened replacement type steel frame beam shock proof node is made up of steel column or steel core concrete column 1, the girder steel 2 with the edge of a wing and web, power consumption metal sheet 3, post edge of a wing stiffener 4, end plate 5, high-strength bolt 6, weld seam 7 and steel plate 8.
Steel column or steel core concrete column 1, the girder steel 2 with the edge of a wing and web, post edge of a wing stiffener 4, end plate 5 usefulness bolts 6 and weld seam 7 be assembled into be rigidly connected (outside the beam-ends decapacitation Transfer of Shear, can also transmit the beam-ends moment of flexure) or semi-rigid connection (outside the beam-ends decapacitation Transfer of Shear, can also transmit the beam-ends moment of flexure of some) node.
On girder steel, at first vertically the upper and lower edge of a wing is symmetrical in web cutting respectively along beam, guarantee that the curve shape at arbitrary side wing edge cutting part is symmetrical second-degree parabola, and the Breadth Maximum b of the vertical distance of parabolical summit and corresponding flank rim edge and cutting part is consistent.The cut point of close end plate and the distance c of end plate are 35% to 45% of girder steel width W; The Cutting Length a that the upper and lower edge of a wing is symmetrical in the web left and right sides is all 75% to 80% of girder steel height H; The Breadth Maximum b of one side wing edge cutting part is 20% to 30% of a girder steel width W, and the thickness of edge of a wing cutting part is identical with girder steel edge of a wing thickness.Secondly the steel beam web plate near styletable is cut.In web plane, the axis of web cutting part should overlap with the axis of cutting part on the edge of a wing, and cutting part be shaped as circle or round rectangle, the cutting area is 25% to 35% of the rectangular area that constituted along the vertical web cutting Breadth Maximum d of girder steel and girder steel height H.
Select the power consumption metal sheet of yield strength then, adopt a kind of in the following material: the compound sticking plate of low-yield mild steel steel plate, aluminium alloy plate, stereotype, zine plate or above metal less than 235MPa.
When adopting different metals to form the compound sticking plate, any method below adopting between the power consumption metal sheet of different materials is carried out bonding: metal casting method, cooling molding method or polishing back, metal surface is bonding with epoxy resin or polyurethanes adhesive for metal.Should guarantee after bonding that each metal sheet can compatible deformation when energy-dissipating and shock-absorbing.Ratio, quantity and the thickness of the power consumption metal sheet of different materials can be determined according to actual conditions.
Cutting power consumption metal sheet, its thickness, shape and area and the steel that cut down from former girder steel are in full accord.Power consumption metal sheet after the cutting is welded in the edge of a wing and the web cut place of girder steel respectively, makes before the last shape of girder steel and the cutting not in full accord.
Choose the mild steel steel plate identical and cut into rectangular steel plates,, be combined into steel plate, guarantee that it is along being X-shaped on the plane of beam length rectangular steel plates cutting, welding with the edge of a wing thickness of girder steel.X-shaped plate size after the welding should satisfy following conditions: the height of X-shaped steel plate equals the distance H between the bottom flange on the girder steel; Along on the beam length direction, the width of X-shaped steel plate equal to consume energy the metal sheet end points of close node and the distance c between the end plate; Along on the deck-siding direction, the width of X-shaped steel plate equals the corresponding one-sided flange width of girder steel.
The X-shaped steel plate is welded to the beam-ends of close end plate, and guarantees the X-shaped steel plate, thereby strengthen the intensity of node, guarantee that further plastic hinge produces at power consumption metal sheet place in the beam column junction in girder steel two side wing edge symmetric arrangement.
Compared with prior art, the utility model has the advantages that:
(1) under normal mode of occupation, the reduction degree of replacing the node integral rigidity behind original steel can not surpass 12%, and the node integral rigidity that adds behind the X-shaped steel plate can return to more than 95% of former rigidity, guarantees that node has enough rigidity and intensity.
(2) when earthquake takes place, at the girder steel edge of a wing and the web place of the original steel of displacement, the power consumption metal material takes the lead in surrendering, and forms plastic hinge and also enters the hysteretic energy stage, and have ductility preferably.The X-shaped steel plate guarantees that node is whole and the metal material part in addition that consumes energy has enough rigidity and only produces slight damage.
(3) when the earthquake aftershock takes place, even the power consumption metal material loses the power consumption effect, the position of weakening still can form plastic hinge and carry out hysteretic energy assurance node security.After the earthquake, only need to change reinforcing and the maintenance that metal material gets final product implementation structure.
(4) material therefor is with low cost, simple structure, and anti seismic efficiency is good.
Description of drawings
Fig. 1 is the beam end weakened replacement type steel frame beam shock proof node front schematic view.
Fig. 2 is that beam end weakened replacement type steel frame beam shock proof node is along a Figure 1A-left side, A cross section sectional view.
Fig. 3 is the beam end weakened replacement type steel frame beam shock proof node vertical view.
Fig. 4 is the beam end weakened replacement type steel frame beam shock proof node three-dimensional side view.
Among the figure:
1-steel column or steel core concrete column, 2-have the girder steel of the edge of a wing and web, and 3-has the power consumption metal sheet than low-yield, 4-post edge of a wing stiffener, 5-end plate, 6-high-strength bolt, 7-weld seam, 8-X shape mild steel steel plate.
The specific embodiment
Be described in detail the specific embodiment of the present utility model below in conjunction with technical scheme and accompanying drawing.
Embodiment 1:
During concrete enforcement,, steel beam bottom need be operated then with scaffold or support fixation if original bean column node is transformed.If when beam column is constructed, can be earlier with steel column or steel core concrete column 1, girder steel 2, post edge of a wing stiffener 4, end plate 5 usefulness bolts 6 with weld seam 7 is assembled into rigidity or semi-rigid connected node carries out the cutting and the welding of beam-ends then with the edge of a wing and web, form node with miscellaneous part again after also can cutting and weld girder steel 2 earlier with the edge of a wing and web.
On the close girder steel of styletable, vertically the upper and lower edge of a wing is symmetrical in web and cuts respectively along beam, as shown in figures 1 and 3, guarantee that the curve shape at arbitrary side wing edge cutting part is symmetrical second-degree parabola, and the Breadth Maximum b of the vertical distance of parabolical summit and corresponding flank rim edge and cutting part is consistent.The cut point of the most close end plate 5 and the distance c of end plate are 35% of girder steel width W; The Cutting Length a that the upper and lower edge of a wing is symmetrical in the web left and right sides is all 75% of girder steel height H; The Breadth Maximum b of one side wing edge cutting part is 20% of a girder steel width W, and the thickness of edge of a wing cutting part is identical with girder steel edge of a wing thickness.Near on the girder steel on post limit, the steel beam web plate near styletable is cut, as shown in Figure 1, the shape of cutting is circular.In web plane, the axis of web cutting part should overlap with the axis of cutting part on the edge of a wing, and its cutting area is 25% of the rectangular area that constituted along the vertical web of girder steel cutting Breadth Maximum d and girder steel height H.
Select then yield strength less than the mild steel steel plate of 235MPa as the power consumption metal sheet.Cutting mild steel steel plate, its thickness, shape and area and the steel that cut down from former girder steel are in full accord.Power consumption metal sheet after the cutting is welded in the edge of a wing and the web cut place of girder steel respectively, makes before the last shape of girder steel and the cutting not in full accord.
Choose the mild steel steel plate identical and cut into rectangular steel plates with the edge of a wing thickness of girder steel, with rectangular steel plates cutting, welding, be combined into the X-shaped steel plate, its size should satisfy following conditions: the height of X-shaped mild steel steel plate equals the distance H between the bottom flange on the girder steel; Along on the beam length direction, the width of X-shaped mild steel steel plate equal to consume energy the metal sheet end points of close node and the distance c between the end plate; Along on the deck-siding direction, the width of X-shaped mild steel steel plate equals the corresponding one-sided flange width of girder steel.X-shaped mild steel steel plate is welded to the beam-ends of close end plate, and guarantees that X-shaped mild steel steel plate is in girder steel two side wing edge symmetric arrangement.Treat promptly to have finished behind weld seam and the girder steel dimensionally stable making of beam end weakened replacement type steel frame beam shock proof node.
Under general earthquake, the integral body power consumption of above-mentioned beam end weakened replacement type steel frame beam shock proof node improves more than 20%, and bend ductility improves more than 20%.The normal stress that bear in power consumption metal sheet place improves more than 30%, and the normal stress at other positions remains unchanged.
Embodiment 2:
The structure of present embodiment and embodiment 1 are identical, and difference only is: the cut point of the most close end plate 5 and the distance c of end plate are 45% of girder steel width W; The Cutting Length a that the upper and lower edge of a wing is symmetrical in the web left and right sides is all 80% of girder steel height H; The Breadth Maximum b of one side wing edge cutting part is 30% of a girder steel width W, and the cutting area of web part accounts for 35% of the rectangular area that constituted along the vertical web of girder steel cutting Breadth Maximum d and girder steel height H.
Under general earthquake, the integral body power consumption of above-mentioned beam end weakened replacement type steel frame beam shock proof node improves more than 30%, and bend ductility improves more than 30%.The normal stress that bear in power consumption metal sheet place improves more than 35%, and the normal stress at other positions remains unchanged.
Embodiment 3:
The structure of present embodiment and embodiment 1 are identical, and difference only is: the shape of web part cutting is a round rectangle.Select aluminium alloy plate as the power consumption metal sheet.
Under general earthquake, the integral body power consumption of above-mentioned beam end weakened replacement type steel frame beam shock proof node improves more than 20%, and bend ductility improves more than 20%.The normal stress that bear in power consumption metal sheet place improves more than 30%, and the normal stress at other positions remains unchanged.
Embodiment 4:
The structure of present embodiment and embodiment 1 are identical, and difference only is: select stereotype as the power consumption metal sheet.
Under general earthquake, the integral body power consumption of above-mentioned beam end weakened replacement type steel frame beam shock proof node improves more than 20%, and bend ductility improves more than 20%.The normal stress that bear in power consumption metal sheet place improves more than 30%, and the normal stress at other positions remains unchanged.
Embodiment 5:
The structure of present embodiment and embodiment 1 are identical, and difference only is: select compound sticking plate that two yield strengths make less than the mild steel steel plate of 235MPa and stereotype as the power consumption metal sheet, the thickness of every block plate and stereotype is all identical.Polishing back, metal surface is bonding with epoxy resin or polyurethanes adhesive for metal.Should guarantee after bonding that each metal sheet can compatible deformation when energy-dissipating and shock-absorbing.
Under general earthquake, the integral body power consumption of above-mentioned beam end weakened replacement type steel frame beam shock proof node improves more than 20%, and bend ductility improves more than 20%.The normal stress that bear in power consumption metal sheet place improves more than 20%, and the normal stress at other positions remains unchanged.
Embodiment 6:
The structure of present embodiment and embodiment 1 are identical, and difference only is: select compound sticking plate that two aluminium alloy plates and zine plate make as the power consumption metal sheet, the thickness of every aluminium alloy plate and zine plate is all identical.Adopt metal casting method bonding forming.Should guarantee after bonding that each metal sheet can compatible deformation when energy-dissipating and shock-absorbing.
Under general earthquake, the integral body power consumption of above-mentioned beam end weakened replacement type steel frame beam shock proof node improves more than 15%, and bend ductility improves more than 15%.The normal stress that bear in power consumption metal sheet place improves more than 15%, and the normal stress at other positions remains unchanged.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2007201699593U CN201068603Y (en) | 2007-07-31 | 2007-07-31 | Joist end weakened replaced type steel frame beam-column anti-knock joint |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2007201699593U CN201068603Y (en) | 2007-07-31 | 2007-07-31 | Joist end weakened replaced type steel frame beam-column anti-knock joint |
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| CN201068603Y true CN201068603Y (en) | 2008-06-04 |
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| CNU2007201699593U Expired - Lifetime CN201068603Y (en) | 2007-07-31 | 2007-07-31 | Joist end weakened replaced type steel frame beam-column anti-knock joint |
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Cited By (16)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN101967859A (en) * | 2010-09-28 | 2011-02-09 | 香港华艺设计顾问(深圳)有限公司 | Two-stage quake-proof design method of multilayered frame in high-violence area |
| CN103967197A (en) * | 2014-03-31 | 2014-08-06 | 浙江杭萧钢构股份有限公司 | Steel tube bundle combination structure provided with X-shaped web plates |
| CN104278748A (en) * | 2014-10-21 | 2015-01-14 | 安徽铁创新材料科技有限公司 | Reinforcing structure for H-shaped component |
| CN105064509A (en) * | 2015-08-13 | 2015-11-18 | 长安大学 | Artificial plastic hinge at beam end of building concrete structure and construction method thereof |
| CN105332422A (en) * | 2015-11-03 | 2016-02-17 | 北京工业大学 | Vertical outer rib beam-column joint connector applicable to prefabricated steel structural systems |
| CN105625585A (en) * | 2016-02-03 | 2016-06-01 | 山东大学 | Buckling constraint steel structure beam-column connection and steel structure building |
| CN105839776A (en) * | 2016-05-19 | 2016-08-10 | 山东大学 | Buckling constraint type steel-beam-and-column end-plate connection joint and steel structure building |
| CN106592773A (en) * | 2016-12-19 | 2017-04-26 | 新昌县思创设计咨询有限公司 | Constructional steel connection joint structure and fixing method thereof |
| CN106939706A (en) * | 2017-05-19 | 2017-07-11 | 沈阳建筑大学 | A kind of anti-fall reinforcing beam-column node structure that collapses |
| CN106988486A (en) * | 2017-05-08 | 2017-07-28 | 山东科技大学 | A kind of space lattice shaped steel pipe concrete column connecting node and method |
| CN108457375A (en) * | 2018-02-09 | 2018-08-28 | 杭萧钢构股份有限公司 | Girder steel and concrete filled steel tube beam combined member |
| CN109403465A (en) * | 2018-12-25 | 2019-03-01 | 西安建筑科技大学 | A kind of steel-concrete combined joint and preparation method thereof |
| CN109914594A (en) * | 2019-03-28 | 2019-06-21 | 重庆工程职业技术学院 | A shock-absorbing steel structure node member |
| CN110629882A (en) * | 2019-09-17 | 2019-12-31 | 西安建筑科技大学 | A collapse-resistant structure using V-shaped structural plates to elevate dog-bone joints |
| CN110847358A (en) * | 2019-11-04 | 2020-02-28 | 燕山大学 | Steel structure self-resetting beam column node connecting device |
| CN113338436A (en) * | 2021-04-21 | 2021-09-03 | 河北工业大学 | Reinforced concrete beam column energy-consuming connection and construction method thereof |
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2007
- 2007-07-31 CN CNU2007201699593U patent/CN201068603Y/en not_active Expired - Lifetime
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN101967859A (en) * | 2010-09-28 | 2011-02-09 | 香港华艺设计顾问(深圳)有限公司 | Two-stage quake-proof design method of multilayered frame in high-violence area |
| CN103967197A (en) * | 2014-03-31 | 2014-08-06 | 浙江杭萧钢构股份有限公司 | Steel tube bundle combination structure provided with X-shaped web plates |
| CN104278748A (en) * | 2014-10-21 | 2015-01-14 | 安徽铁创新材料科技有限公司 | Reinforcing structure for H-shaped component |
| CN105064509A (en) * | 2015-08-13 | 2015-11-18 | 长安大学 | Artificial plastic hinge at beam end of building concrete structure and construction method thereof |
| CN105332422A (en) * | 2015-11-03 | 2016-02-17 | 北京工业大学 | Vertical outer rib beam-column joint connector applicable to prefabricated steel structural systems |
| CN105625585A (en) * | 2016-02-03 | 2016-06-01 | 山东大学 | Buckling constraint steel structure beam-column connection and steel structure building |
| CN105625585B (en) * | 2016-02-03 | 2019-03-29 | 山东大学 | Buckling-restrained steel structure girder column connected node and steel building |
| CN105839776A (en) * | 2016-05-19 | 2016-08-10 | 山东大学 | Buckling constraint type steel-beam-and-column end-plate connection joint and steel structure building |
| CN105839776B (en) * | 2016-05-19 | 2019-03-29 | 山东大学 | Buckling-restrained formula beam-column end plate connecting node and steel building |
| CN106592773A (en) * | 2016-12-19 | 2017-04-26 | 新昌县思创设计咨询有限公司 | Constructional steel connection joint structure and fixing method thereof |
| CN106988486A (en) * | 2017-05-08 | 2017-07-28 | 山东科技大学 | A kind of space lattice shaped steel pipe concrete column connecting node and method |
| CN106988486B (en) * | 2017-05-08 | 2019-03-29 | 山东科技大学 | A kind of space lattice fashioned iron pipe concrete column connecting node and method |
| CN106939706A (en) * | 2017-05-19 | 2017-07-11 | 沈阳建筑大学 | A kind of anti-fall reinforcing beam-column node structure that collapses |
| CN108457375A (en) * | 2018-02-09 | 2018-08-28 | 杭萧钢构股份有限公司 | Girder steel and concrete filled steel tube beam combined member |
| CN109403465A (en) * | 2018-12-25 | 2019-03-01 | 西安建筑科技大学 | A kind of steel-concrete combined joint and preparation method thereof |
| CN109403465B (en) * | 2018-12-25 | 2024-04-19 | 西安建筑科技大学 | Steel-concrete combined node and manufacturing method thereof |
| CN109914594A (en) * | 2019-03-28 | 2019-06-21 | 重庆工程职业技术学院 | A shock-absorbing steel structure node member |
| CN110629882A (en) * | 2019-09-17 | 2019-12-31 | 西安建筑科技大学 | A collapse-resistant structure using V-shaped structural plates to elevate dog-bone joints |
| CN110847358A (en) * | 2019-11-04 | 2020-02-28 | 燕山大学 | Steel structure self-resetting beam column node connecting device |
| CN113338436A (en) * | 2021-04-21 | 2021-09-03 | 河北工业大学 | Reinforced concrete beam column energy-consuming connection and construction method thereof |
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| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Effective date of abandoning: 20070731 |
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| C25 | Abandonment of patent right or utility model to avoid double patenting |