CN101408474A - Novel test device applicable to space frame beam column node - Google Patents
Novel test device applicable to space frame beam column node Download PDFInfo
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- CN101408474A CN101408474A CNA2008101308349A CN200810130834A CN101408474A CN 101408474 A CN101408474 A CN 101408474A CN A2008101308349 A CNA2008101308349 A CN A2008101308349A CN 200810130834 A CN200810130834 A CN 200810130834A CN 101408474 A CN101408474 A CN 101408474A
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Abstract
The invention discloses a novel test device applicable to a space frame beam column node. A beam column substructure containing the test node is arranged in a reacting force system consisting of an L-shaped reacting force wall, a geosyncline and a vertical steel reacting force frame; a ball pivot pressure pedestal is arranged at the column end and a skein-type ball pivot device is arranged at the beam end to realize accurate simulation of the actual boundary conditions at the inflection point of the beam column adjacent to the node, orthogonal rigid horizontal supports which are connected with the reacting force wall are arranged on the top of the column and the bottom of the column to restrain the lateral displacement, all the beam end loading points are respectively equipped with a universal hinge device which is connected with an adjacent double-acting hydraulic device. The test devices causes good fit between the stressed state of a space beam column node test piece and the condition of an actual structure, is applicable to the stress performance test of the space frame beam column node under bidirectional loading action, and can cause the stressed condition of the test piece to approach to the stressed condition of the node in the actual structure without additional deformation restraint, thus having strong applicability.
Description
Technical field
The present invention relates to carry out the device of space frame beam column node stress performance test, especially be applicable to the node anti-seismic performance test unit under the two-way horizontal geological process.
Background technology
Traditional bean column node stress performance test adopts the plane to load system implementation, mainly is applicable to the plane framework node.Test unit can be divided into that beam-ends loads and styletable loads two classes, generally all adopts the form of unidirectional hinge at styletable and beam-ends, so pillar can't produce out-of-plane bending, and beam also can't produce reversing around himself axis.
In order to study the stress performance of space frame beam column node, as the spatial array effect of earthquake to bean column node, overcome and adopt the plane framework node not consider that at the test specimen folk prescription other direction () load acts on the limitation to the joint behavior influence simultaneously when () loads on the plane on the plane outside, need develop a kind of can be at the bean column node performance test apparatus of two major axes orientations while load applications.
Summary of the invention
The objective of the invention is to overcome the above-mentioned deficiency of prior art, provide a kind of being applicable to carry out the test unit of space frame beam column node in bidirectional load effect lower stress performance, it can make the force-bearing situation of the force-bearing situation of test specimen near node in the practical structures, do not produce additional deformation constrain, applicability is strong.
In order to achieve the above object, technical scheme of the present invention is as follows:
A kind of device that carries out the test of space frame beam column node stress performance that is applicable to, the beam column minor structure that comprises test node is arranged in the counter force system of being made up of jointly L type counter force wall, geosyncline and vertical steel reaction frame, universal hinge support is set respectively at the bottom of capital and post, universal hinge support is connected with pedestal at the bottom of the post, hydraulic jack is placed on capital universal hinge support top, is used for shaft is applied axial force.By being set, the quadrature rigidity level that links to each other with counter force wall supports the lateral shift that limits styletable at the bottom of capital and post.Universal hinge device is set at each beam-ends load(ing) point place and is connected with adjacent double acting hydraulic jack.
Further: universal hinge support adopts ball pivot pressure supporting seat mode at the bottom of capital and the post, the solid hemisphere of convex that is about to give prominence to the bearing bottom is entrenched in the mortar formula half recessed ball groove on top, for preventing recessed ball and protruding ball to be broken away from because of the influence of horizontal force, be connected and fixed with crab-bolt around the bearing, and set up pressure spring, so that bearing freely rotating and not being subjected to the influence of crab-bolt pulling force on sphere on crab-bolt top.
The universal hinge device of beam-ends adopts cuff formula ball pivot mode, and promptly the solid hemisphere of convex that one dismountable band base plate respectively is set in the top and the bottom in cross section, beam-ends load(ing) point place for stoping its horizontal displacement, welds or pre-buried baffle plate in the base plate both sides.With the footstock plate of opening mortar formula half recessed ball groove in advance and bedplate the solid hemisphere of convex that the beam end cuff is about on the beam is embedded respectively in the mortar formula half recessed ball of footstock plate and bedplate then, footstock and base are got in touch and tightened with screw rod.
No matter be styletable ball pivot pressure supporting seat or beam-ends cuff formula ball pivot, between solid hemisphere of its convex and the mortar formula half recessed ball groove arc polyfluortetraethylene plate or coating lubricating oil can be set, to reduce the friction factor of surface of contact.
Because adopt such scheme, the present invention compares with traditional bean column node test unit has following advantage:
1, can implement loading requirement, as king post joint, side column node, corner post node etc. to space frame any position bean column node;
2, can realize the two-way rotation at styletable and beam-ends load(ing) point place, thus the post adjacent and the constraint condition of Liang Fanwandianchu in the real simulation practical structures with frame joint;
3, compare with the double-deck pin type bearing of tradition, beam-ends of the present invention and styletable rotate more flexible, and the height that takies is littler, help increasing headroom at the bottom of the shaft length of test specimen and the beam.
Description of drawings
Fig. 1 is the synoptic diagram of west-east elevation of the test unit of the embodiment of the invention.
Fig. 2 is the synoptic diagram of the south-northern facade of the test unit of the embodiment of the invention.
Fig. 3 is the synoptic diagram of base plane of the test unit of the embodiment of the invention.
Fig. 4 is the pressure ball pivot organigram of the capital of the embodiment of the invention.
Fig. 5 is the pressure ball pivot organigram at the bottom of the post of the embodiment of the invention.
Fig. 6 is the cuff formula ball pivot organigram of the beam-ends of the embodiment of the invention.
Among the figure: 1, L type counter force wall; 2, geosyncline; 3, the capital two-way horizontal supports; 4, two-way horizontal supports at the bottom of the post; 5, pedestal; 6, column head pressure ball pivot; 7, post bottom pressure ball pivot; 8, beam-ends cuff formula ball pivot; 9, steel reaction frame; 10, load transducer; 11, beam-ends double acting hydraulic jack; 12, capital hydraulic jack; 13, specimen joints.
Embodiment
The invention will be further described below in conjunction with drawings and Examples.
The beam column minor structure that will comprise test node is put into the counter force system of being made up of jointly L type counter force wall, geosyncline and vertical steel reaction frame, universal hinge support is set respectively at the bottom of capital and post, universal hinge support is connected with pedestal at the bottom of the post, hydraulic jack is placed on capital universal hinge support top, be used for shaft is applied axial force, the counter-force of this lifting jack is provided by vertical steel reaction frame.By the lateral shift that the quadrature rigidity level that links to each other with counter force wall supports the restriction styletable is set at the bottom of capital and post, the counter-force of rigidity level support is provided by L type counter force wall.At each beam-ends load(ing) point place universal hinge device is set, and is connected with adjacent double acting hydraulic jack, the counter-force of these lifting jack is also provided by vertical steel reaction frame.During test, at first apply vertical load and keep constant by capital jack pair shaft, the lifting jack by each beam end applies vertical load unidirectional or that move in circles then, to reach the purpose that produces two-way moment of flexure and shearing in nodes domains.After adopting this device, when in two main shaft plane simultaneously or when applying the beam-ends load successively, the flexural deformation of any direction can take place in pillar, every beam both can occur bending and deformation in a certain main shaft plane, therefore can reverse around self axis again, make the force-bearing situation of node in the force-bearing situation of test specimen and the practical structures very approaching.Also can lateral support be set in case of necessity, to prevent the side direction unstability or the distortion of beam at each semi-girder middle part.
Concrete, seeing also Fig. 1-6, Fig. 1-Fig. 3 is a test unit one-piece construction all directions view synoptic diagram of the present invention.Specimen joints 13 is put into the counter force system of forming jointly by L type counter force wall 1, geosyncline 2 and vertical steel reaction frame 9.At first suspension column is connected firmly by crab-bolt by pressure ball pivot 7 and pedestal 5, the both sides of pedestal 5 connect the quadrature rigidity level by the end plate bolt and support 4, can adopt I shape, box or steel tube section.Place hydraulic jack 12 so that shaft is applied axial pressure on the ball pivot pressure supporting seat 6 of capital, the other end of lifting jack is connected with vertical steel reaction frame 9.Also connect the quadrature rigidity level in the both sides of this ball pivot and support 3, can adopt I shape, box or steel tube section by the end plate bolt.Cuff formula ball pivot 8 is set at beam-ends load(ing) point place and firmly is connected by the end plate bolt with the double acting hydraulic jack 11 of top or bottom.The other end of these double acting lifting jack is connected with vertical steel reaction frame 9 or geosyncline 2.
In universal hinge support embodiment at the bottom of capital shown in Figure 4 and the post, its structure is designed to the ball pivot pressure supporting seat, the solid hemisphere 14 of convex that is about to give prominence to the bearing bottom is entrenched in the mortar formula half recessed ball groove 15 on top, for preventing recessed ball and protruding ball to be broken away from because of the influence of horizontal force, be connected and fixed with crab-bolt 16 around the bearing, and set up pressure spring 17, so that bearing freely rotating and not being subjected to the influence of crab-bolt pulling force on sphere on crab-bolt top.
In the universal hinge device embodiment of beam-ends shown in Figure 6, its structure is designed to cuff formula ball pivot, promptly the solid hemisphere 18 of convex that one dismountable band base plate respectively is set in the top and the bottom in cross section, beam-ends load(ing) point place for stoping its horizontal displacement, welds or pre-buried baffle plate 19 in the base plate both sides.Then with the footstock plate 20 of opening mortar formula half recessed ball groove in advance and bedplate 21 with the beam end cuff, be about to mortar formula that the solid hemisphere of convex on the beam embeds footstock plate and bedplate respectively partly in the recessed ball, with four screw rods 22 footstock and base are got in touch and are tightened at last.The opposite side of base is connected with lifting jack.
No matter be Fig. 4, styletable ball hinged support shown in Figure 5 or beam-ends cuff formula ball pivot shown in Figure 6, all arc polyfluortetraethylene plate 23 or coating lubricating oil can be set between solid hemisphere of its convex and the mortar formula half recessed ball groove, to reduce the friction factor of surface of contact.
The above-mentioned description to embodiment is can understand and apply the invention for ease of those skilled in the art.The person skilled in the art obviously can easily make various modifications to these embodiment, and needn't pass through performing creative labour being applied in the General Principle of this explanation among other embodiment.Therefore, the invention is not restricted to the embodiment here, those skilled in the art should be within protection scope of the present invention for improvement and modification that the present invention makes according to announcement of the present invention.
Claims (10)
1. one kind is applicable to the device that carries out the test of space frame beam column node stress performance, it is characterized in that: the beam column minor structure that comprises test node is arranged in the counter force system of being made up of jointly L type counter force wall, geosyncline and vertical steel reaction frame, universal hinge support is set respectively at the bottom of capital and post, universal hinge support is connected with pedestal at the bottom of the post, and the hydraulic means that is used for shaft is applied axial force is placed on capital universal hinge support top; The quadrature rigidity level that links to each other with counter force wall is set at the bottom of capital and post to be supported to limit the lateral shift of styletable; Universal hinge device is set at each beam-ends load(ing) point place and is connected with adjacent double acting hydraulic means.
2. test unit according to claim 1 is characterized in that: universal hinge support adopts ball pivot pressure supporting seat mode at the bottom of this capital and the post.
3. test unit according to claim 1 is characterized in that: the outstanding solid hemisphere of convex in this bearing bottom is entrenched in the mortar formula half recessed ball groove on top.
4. test unit according to claim 3 is characterized in that: be connected and fixed to prevent because of the influence of horizontal force recessed ball and protruding ball being broken away from crab-bolt around this bearing.
5. test unit according to claim 4 is characterized in that: this crab-bolt top is provided with pressure spring so that bearing freely rotates and is not subjected to the influence of crab-bolt pulling force on sphere.
6. test unit according to claim 1 is characterized in that: the universal hinge device of this beam-ends adopts cuff formula ball pivot mode.
7. test unit according to claim 1 is characterized in that: the solid hemisphere of convex that one dismountable band base plate respectively is set in the top and the bottom in this cross section, beam-ends load(ing) point place.
8. test unit according to claim 7 is characterized in that: be provided with the baffle plate that stops its horizontal displacement in these base plate both sides.
9. test unit according to claim 7, it is characterized in that: with the footstock plate of opening mortar formula half recessed ball groove in advance and bedplate with the beam end cuff, the solid hemisphere of convex that is about on the beam embeds respectively in the mortar formula half recessed ball of footstock plate and bedplate, with screw rod with footstock and base is got in touch and fix.
10. according to claim 2 or 6 described chargers, it is characterized in that: arc polyfluortetraethylene plate or coating lubricating oil are set between solid hemisphere of convex and mortar formula half recessed ball groove to reduce the friction factor of surface of contact.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN2008101308349A CN101408474B (en) | 2007-12-18 | 2008-08-11 | Novel test device applicable to space frame beam column node |
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| CN200710172444 | 2007-12-18 | ||
| CN200710172444.3 | 2007-12-18 | ||
| CN2008101308349A CN101408474B (en) | 2007-12-18 | 2008-08-11 | Novel test device applicable to space frame beam column node |
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| CN101408474A true CN101408474A (en) | 2009-04-15 |
| CN101408474B CN101408474B (en) | 2011-07-27 |
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| CN110553903B (en) * | 2019-08-30 | 2022-07-15 | 同济大学建筑设计研究院(集团)有限公司 | Beam column node long-term bending loading test device |
| CN113109146A (en) * | 2021-03-24 | 2021-07-13 | 浙江工业大学 | Design method for upgrading plane loading frame system into space loading system |
| CN114112745A (en) * | 2021-11-22 | 2022-03-01 | 河北建筑工程学院 | Assembled loading device for beam-column connection semi-rigid node test |
| CN117647391A (en) * | 2024-01-30 | 2024-03-05 | 合肥工业大学 | Test method for measuring stress condition of tree-shaped space nodes |
| CN117647391B (en) * | 2024-01-30 | 2024-04-12 | 合肥工业大学 | Test method for measuring stress condition of tree-shaped space nodes |
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