CN101260692B - Bearing force-free anti-knock steel support system - Google Patents
Bearing force-free anti-knock steel support system Download PDFInfo
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- CN101260692B CN101260692B CN2008100604576A CN200810060457A CN101260692B CN 101260692 B CN101260692 B CN 101260692B CN 2008100604576 A CN2008100604576 A CN 2008100604576A CN 200810060457 A CN200810060457 A CN 200810060457A CN 101260692 B CN101260692 B CN 101260692B
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Abstract
The invention discloses a bearing power free earthquake proof steel support system, which is formed by superposition of a plurality of splayed racking prop units comprising steel columns, steel beams, steel racking props, steel beam brackets, bolts, steel shims, support brackets and support joints, wherein, the bottoms of two steel racking props are connected with junctions of lower ends of two steel columns and the steel beams via the support joints; upper ends of two steel racking props are provided with the support brackets and are connected with sides of the steel beam brackets welded under the steel beams through the bolts; bolt holes on the steel beam brackets are elliptical holes with the vertical direction as prolate axes; two ends of the steel beams are connected with upper ends of the steel columns via the support joints; and the steel shims are arranged between the support brackets and the steel column brackets. In the invention, a hundred percent bearing power and rigidity of the steel racking props are used to resist the effect of horizontal earthquake without influencing the progress of engineering construction, and the materials can be obtained from local resources. The bearing power free earthquake proof steel support system has the characteristics of good performance of earthquake proof, high ductility, full energy consumption hysteresitic loop and so on, and is an excellent earthquake proof energy consumption component.
Description
Technical field
The present invention relates to the structural engineering technical field, relate in particular to a kind of bearing force-free anti-knock steel support system.
Background technology
The steel bearing diagonal is the anti-side rigidity of traditional enhancing individual layer, multilayer and high-rise steel structure and the steel structure member of anti-side bearing capacity, the steel bearing diagonal is arranged in the steel framed structure, make the variation of mechanism generation essence of lateral resisting: be subjected to curved opposing side force from the beam column of steel frame, becoming steel supports as diagonal web member, beam as horizontal web member, the post truss as left and right sides chord member, the moment of flexure of the pressure opposing lateral force by two pillars, the shearing of the horizontal component opposing lateral force of the pressure of diagonal web member.Because after the steel bearing diagonal is set, structure becomes axle and resists the side force system strenuously, and rigidity becomes tens times of ground to increase, and makes steel work be applicable to the building that construction is higher.
The purpose of steel bearing diagonal is set, and is the anti-side rigidity that improves structure, improves the lateral resisting intensity of structure.But regrettably, because the two ends and the beam column of steel bearing diagonal rigidly connect binding, make when pillar produces compressive strain under vertical gravity load effect, the steel bearing diagonal also produces compressive strain, the stress that gravity load produces has appearred in the steel bearing diagonal, and this stress is not little, calculates according to compatibility of deformation, and the stress that produces in the steel bearing diagonal often reaches 70% of pillar stress.Make to be used to resist the bearing diagonal of lateral force, most rigidity and bearing capacity have been consumed by vertical load.
Other lateral resisting structures, for example shear wall, the steel plate with perps supports shear wall, steel plate shear force wall, and there is identical problem in anti-flexing support etc.Though design specifications requires these members not bear vertical load, the structure that is connected with beam column has determined them must bear vertical force.
In order to make above-mentioned trying one's best bear vertical load littlely with the matching used lateral resistant member of steel work, often require these members total be installed to top, most vertical load all put in place be delivered on the pillar after, turn back to install these lateral resistant member again.
But so, brought very big problem to construction: the construction period of (1) building has prolonged.(2) because column is compressed, the length of bearing diagonal and figure paper size change, and must take measures, and remove to make member again after the in-site measurement length sometimes, could install smoothly.The construction period that this further prolongs.(3) since this moment floor built and finished, the workman is forced under the situation that does not have tower crane and constructs, the displacement of counterweight member, very inconvenience.Several lateral resistant member that above-mentioned reason causes " high-rise building steel structure tecnical regulations " (JGJ98-99) to list in the appendix are not almost used at home.The application of indivedual engineerings has also brought very big dispute.Fixing behind the former designing requirement steel plate shear force wall of Tianjin Jin Ta engineering, because the reason of duration has made into to fix synchronously with pillar, steel using amount has increased a lot.
Summary of the invention
The objective of the invention is to overcome the deficiencies in the prior art, a kind of bearing force-free anti-knock steel support system is provided.
Bearing force-free anti-knock steel support system is formed by stacking by a plurality of splayed bearing diagonals unit, splayed bearing diagonal unit comprises steel column, girder steel, the steel bearing diagonal, the girder steel bracket, bolt, the steel shim, support bracket, support node, two steel bearing diagonals bottom is connected through support node with the girder steel crossing place with two steel column lower ends, two steel bearing diagonals upper end is provided with the support bracket, supporting bracket is connected by bolt with girder steel bracket side on being fixed on girder steel, the girder steel two ends are connected at the support node place with the steel column upper end, support between bracket and the girder steel bracket and be provided with the steel shim, steel shim 6 thickness are 1～5mm.
The bolt connecting hole of described support bracket, girder steel bracket and steel shim is vertical elliptical aperture, and the major axis of elliptical aperture is 1.5～2.5 times of minor axis, and minor axis is than the big 1～3mm of bolt tightening latch diameter.
Gap between described support bracket 7 and the girder steel 2 is 30～70mm, and the gap is 30～70mm between girder steel bracket 4 and the steel bearing diagonal 3.
The stack of a plurality of splayed bearing diagonals unit is the stack of a plurality of splayed bearing diagonals unit, a plurality of splayed bearing diagonals unit is inverted stack or a plurality of splayed bearing diagonal unit interval is inverted stack.The beneficial effect that the present invention compared with prior art has:
1) because this steel supports and not bear vertical load, do not bear pressure in advance, slow down and postponed the degeneration of steel support performance in seismic process, the anti-seismic performance of steel support structure system significantly improves;
2) do not influence the progress of engineering fully.
Present some lateral resistant member, requirement is bound in total, all reinforced concrete floors are all built and finished, and could finally continue to fix to lateral resistant member, for example the anti-flexing support system of present Japanese employing.Because this has influenced subsequent handling (for example hydroelectric facility is installed and building finishing), this construction period to building produces very big influence, causes the owner to be unwilling to adopt.Adopt this invention exempt from bearing capacity steel support system after, the construction of each layer is carried out synchronously with beam column, to construction without any influence.
3) gather materials on the spot
Anti-flexing supports and adopts the low-yield steel, and output is few, causes costing an arm and a leg.Exempt from bearing capacity steel bearing diagonal, adopt the girder steel steel identical in the same engineering with steel column.
Description of drawings
Fig. 1 is a herringbone bearing force-free anti-knock steel support system schematic diagram of the present invention.
Fig. 2 is the bearing force-free anti-knock steel support system of falling a herringbone schematic diagram of the present invention.
Fig. 3 is that the herringbone of the present invention and the herringbone of falling are exempted from bearing capacity steel support system combination layout schematic diagram
Fig. 4 is a herringbone bearing force-free anti-knock steel support system of the present invention unit exploded view.
Member and element that the numeral that marks among Fig. 4 is pointed to are according to this: steel column 1, girder steel 2, steel bearing diagonal 3, girder steel bracket 4, bolt 5, steel shim 6, support bracket 7, support node 8
The specific embodiment
Bearing force-free anti-knock steel support system is formed by stacking by a plurality of splayed bearing diagonals unit, splayed bearing diagonal unit comprises steel column 1, girder steel 2, steel bearing diagonal 3, girder steel bracket 4, bolt 5, steel shim 6, support bracket 7, support node 8, two steel bearing diagonals, 3 bottoms are connected through support node 8 with girder steel 2 crossing places with two steel columns, 1 lower end, two steel bearing diagonals, 3 upper ends are provided with supports bracket 7, supporting bracket 7 is connected by bolt 5 with girder steel bracket 4 sides on being fixed on girder steel 2, girder steel 2 two ends are connected through support node 8 with steel column 1 upper end, support between bracket 7 and the girder steel bracket 4 and are provided with steel shim 6.Steel shim 6 thickness are 1～5mm.
The bolt connecting hole of described support bracket 7, girder steel bracket 4 and steel shim 6 is vertical elliptical aperture, and the major axis of elliptical aperture is 1.5～2.5 times of minor axis.Minor axis is than the big 1～3mm of bolt tightening latch diameter.
Gap between described support bracket 7 and the girder steel 2 is 30～70mm, and the gap is 30～70mm between girder steel bracket 4 and the steel bearing diagonal 3.
The stack of a plurality of splayed bearing diagonals unit is the stack of a plurality of splayed bearing diagonals unit, a plurality of splayed bearing diagonals unit is inverted stack or a plurality of splayed bearing diagonal unit interval is inverted stack.
The present invention proposes the structure by beam and support and connection node, make herringbone support the vertical girder steel that allows and produce displacement, thereby vertical load can be transmitted to support, the steel bearing diagonal does not participate in bearing vertical load; Horizontal direction closely contacts between support and the girder steel, the relative slippage of the level that do not produce, and when steel frame produced sidesway under horizontal earthquake action, horizontal sidesway also appearred in the strong point simultaneously, supported to participate in bearing horizontal force, had brought into play antihunt action.
The concrete enforcement of bearing force-free anti-knock steel support system can illustrate with reference to figure 1～Fig. 4:
1) steel column 1 and girder steel 2 have been formed steel frame, and the anti-side rigidity of steel frame is low, so increase steel bearing diagonal 3.The centre of beam is arrived in two bearing diagonal junctions, how to do as present, does not take special measure, and support will be the intermediate support of girder steel seemingly, and the most of vertical load on the girder steel will be delivered in the support.Now, in the present invention, the steel bearing diagonal directly is not connected with girder steel, but two bearing diagonals are upwards made a bit of I-shaped cross-section bracket after joining, with the I-shaped cross-section bracket of stretching under the girder steel, adopt the side bolt to connect, bolt hole is supporting bracket or is being that length direction is vertical elliptical aperture on the girder steel bracket, and the soffit that beam is left at the bracket top in the support also has the distance of 30mm～70mm, can the vertically relative changing of the relative positions thereby allow to support bracket and girder steel bracket, the vertical load on the girder steel just can not be delivered in the support.
2) exempting from the installation steps that bearing capacity antidetonation steel supports is: (a) supposition steel column and bottom girder steel install; (b) begin to lift the steel bearing diagonal that has assembled, in place, correct, temporary fixed, to bolt on, part is welding on a small quantity; (c) lift the top girder steel then, support bracket this moment and will be inserted between two girder steel brackets or the girder steel bracket will be inserted in two and supports between the brackets, so need certain clearance to install with convenient between the bracket, the gap is 2mm～5mm.(d) girder steel in place after, temporary fixed with steel column, high-strength bolt permanent fixation then, bean column node welding.(e) after the bean column node completion, the bolt that supports between bracket and the girder steel bracket is installed, the space of reserving is installed between the bracket for convenience, adopt 1mm, 2mm, the stalloy of 3mm is clogged does not have the space substantially, beats the king-bolt hole above the stalloy, in order to avoid convenient the installation.
3) method for designing of bearing force-free anti-knock steel support system is:
(a) according to the structural entity analysis, two bearing diagonals bear pulling force and pressure respectively, support according to pressurized flexing Design of Bearing Capacity selection cross section, and the flakiness ratio and the ratio of height to thickness of slenderness ratio inside and outside the plane of restriction support and composition plate.
(b) selection of bolt is, under the rarely occurred earthquake effect, two support one draw one press, the pull bar yield pressure buckling of bar, bolt should be able to transmit vertical force tension bearing capacity and the pressurized flexing bearing capacity difference in vertical force component.Under usual situation, these bolts do not participate in power transmission, but transmit horizontal force by supporting bracket with direct contact of girder steel bracket.
(c) support the size of bracket and girder steel bracket, requirement can be born tension and support the making a concerted effort of horizontal component that total cross-section surrender pulling force and pressurized support the flexing bearing capacity.
(d) with the design of supporting direct-connected girder steel, should carry out, and should be able to bear the vertical force component of tension surrender and pressurized flexing bearing capacity according to compressive bending bar.In order to make the sectional dimension of girder steel remain on reasonable levels, internal force did not amplify when design was supported.
(e) with the design of supporting direct-connected steel column, requirement is in the scope of bracing frame own, strong column and weak beam still is met, the axial pressure of steel column should carry out brisance enlargedly according to the ratio that weak floor supports the pressure that this support is subjected under the design seismic forces on the pressurized flexing force rate, axle power with the gravity load generation makes up then, designs or directly pillar is required to design according to middle shake elasticity according to this combination internal force.
Claims (2)
1. bearing force-free anti-knock steel support system, it is characterized in that being formed by stacking by a plurality of splayed bearing diagonals unit, splayed bearing diagonal unit comprises steel column (1), girder steel (2), steel bearing diagonal (3), girder steel bracket (4), bolt (5), steel shim (6), support bracket (7), support node (8), two steel bearing diagonals (3) bottom is connected through support node (8) with girder steel (2) crossing place with two steel columns (1) lower end, two steel bearing diagonals (3) upper end is provided with supports bracket (7), supporting bracket (7) is connected by bolt (5) with girder steel bracket (4) side on being fixed on girder steel (2), girder steel (2) two ends are located to be connected at support node (8) with steel column (1) upper end, support between bracket (7) and the girder steel bracket (4) and are provided with steel shim (6); The bolt connecting hole of described support bracket (7), girder steel bracket (4) and steel shim (6) is vertical elliptical aperture, and the major axis of elliptical aperture is 1.5～2.5 times of minor axis, and minor axis is than the big 1～3mm of bolt tightening latch diameter; Described steel shim (6) thickness is 1～5mm; Gap between described support bracket (7) and the girder steel (2) is 30～70mm, and the gap is 30～70mm between girder steel bracket (4) and the steel bearing diagonal (3).
2. a kind of bearing force-free anti-knock steel support system according to claim 1 is characterized in that the stack of described a plurality of splayed bearing diagonals unit is the stack of a plurality of splayed bearing diagonals unit, a plurality of splayed bearing diagonals unit is inverted stack or a plurality of splayed bearing diagonal unit interval is inverted stack.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008100604576A CN101260692B (en) | 2008-04-11 | 2008-04-11 | Bearing force-free anti-knock steel support system |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008100604576A CN101260692B (en) | 2008-04-11 | 2008-04-11 | Bearing force-free anti-knock steel support system |
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| CN101260692A CN101260692A (en) | 2008-09-10 |
| CN101260692B true CN101260692B (en) | 2010-10-20 |
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| CN101875475B (en) * | 2010-06-01 | 2012-07-25 | 中国核工业华兴建设有限公司 | Ring crane corbel for nuclear power station and manufacturing method thereof |
| CN102086665A (en) * | 2010-12-24 | 2011-06-08 | 中国中建设计集团有限公司 | Energy-dissipation strut system consisting of energy-dissipation steel plates and inclined strut and construction method thereof |
| CN103821248B (en) * | 2014-03-09 | 2015-11-18 | 北京工业大学 | Spacing link type low frequency shock insulation energy dissipation brace |
| CN104060688B (en) * | 2014-04-30 | 2016-06-08 | 浙江东南网架股份有限公司 | Super high steel structure shaped steel promotes the construction method of a support system |
| CN105155733B (en) * | 2015-08-06 | 2017-06-09 | 奥雅纳工程咨询（上海）有限公司北京分公司 | A kind of pre-stressed steel plate shear wall of separable pull strap |
| CN105839790B (en) * | 2016-05-20 | 2018-04-06 | 西安建筑科技大学 | A kind of plug-in type beam support node |
| CN108005266B (en) * | 2017-12-20 | 2023-06-09 | 中冶建筑研究总院有限公司 | Strip steel frame precast reinforced concrete shear wall structure and preparation and installation methods |
| CN110805128A (en) * | 2019-11-22 | 2020-02-18 | 山东彤创建筑科技有限公司 | Novel steel construction semi-rigid frame |
| CN112681516A (en) * | 2020-11-30 | 2021-04-20 | 北京建筑大学 | Steel frame for supporting vertical load |
| CN113445800B (en) * | 2021-06-29 | 2022-12-06 | 南通装配式建筑与智能结构研究院 | Bearing side separation resisting mechanism system |
| CN113833111B (en) * | 2021-09-16 | 2022-12-23 | 杭州铁木辛柯建筑结构设计事务所有限公司 | Steel frame-support connection node based on main connection board thickness design |
| CN116657770B (en) * | 2023-07-31 | 2023-12-05 | 中建安装集团有限公司 | Assembly building connecting device with damping function and application method thereof |
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