CN103758215A - Slidable friction type connecting node capable of preventing progressive collapse of truss structure - Google Patents
Slidable friction type connecting node capable of preventing progressive collapse of truss structure Download PDFInfo
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- CN103758215A CN103758215A CN201410003749.1A CN201410003749A CN103758215A CN 103758215 A CN103758215 A CN 103758215A CN 201410003749 A CN201410003749 A CN 201410003749A CN 103758215 A CN103758215 A CN 103758215A
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- chord member
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Abstract
The invention relates to a slidable friction type connecting node. When a truss structure suffers local initial destruction, the node is capable of preventing progressive collapse of the truss structure by optimizing the geometrical configuration of the residue structure through the sliding, along a chord member, of the node. The node can be mounted on site and fixed on the truss chord member through a high-strength bolt. The node is connected with a web member through a pin connection manner. When the node bears convention load, the friction force generated by the pretightening force of the high-strength bolt prevents the node from sliding along the chord member. When the truss structure suffers local initial destruction, if excessive large unbalanced force exists at the node, the friction force generated by the pretightening force is overcome to allow the node to slide to one side in favor of unbalanced force redistribution, and the geometrical configuration of the structure is optimized. During the optimizing process, the hinge connection structure of the web member and the node allows the web member to freely rotate around the web member, and bending and instability of the web member can be avoided.
Description
Technical field
The present invention relates to Structural Engineering field, be specifically related to a kind of slidably friction-type connection node that prevents trussed construction generation Progressive Collapse.
Background technology
This failure mode that Progressive Collapse occurs after local and initial destroys in building structure has become one of main Types of current structure destruction, the space structures such as the large public building that particularly, galleryful large for the scale of construction is many, occur when this type of destroys to cause huge loss of personal property and to produce great social influence.Therefore, the anti-Progressive Collapse design of space structures is vital.Trussed construction is usually used in large span spatial structure, and the out-of-balance force that this class formation initial destroy produces very easily causes the very big distortion of surrounding structure, and then the destruction that even may bring out all the other members.At present the design to resist progressive collapse of trussed construction is mainly contained to two kinds of modes: strengthen the mode of the increase structural bearing redundancies such as member section and the topological optimization mode of change truss geometrical configuration.But in fact, the light and handy nimble essence of the increase of member section and space structures is conflicting and member section also can not increase without limit; On the other hand, after local initial destroy occurs, overall truss has developed to the geometrical configuration departing from completely with original state.Therefore, two current class modes are applied to trussed construction and all have certain problem, need a kind of design or Structural Tectonics that develops thought based on structural collapse process configuration.The method can realize in truss collapsing procedure carrys out local optimum structural configuration according to the variation of structural element internal force, farthest make the out-of-balance force of the disrumpent feelings generation of local and initial be dispensed to more members, reduce the possibility that the member generation around of initial destroy position destroys, and then blocked the transmission destroying.
Summary of the invention
For overcoming the deficiency in current trussed construction design to resist progressive collapse, by the construction geometry configuration of optimizing structure after local and initial destruction, reduce the initial destroy position possibility that member occurs to destroy continuously around, the object of the present invention is to provide a kind of slidably friction-type connection node that prevents trussed construction generation Progressive Collapse.This joint structure is approaching or identical with the joint structure performance that directly welding tubular joint, end plate bearing pin node etc. are at present conventional when trussed construction bears conventional load; But after local initial destroy occurs, if while causing node both sides chord member to produce great out-of-balance force in the process of out-of-balance force expansion, this node just can slide along chord member, coordinates the hinged structures of node web member end simultaneously, makes overall truss form the new geometrical configuration that is conducive to continue carrying.While being especially applied to truss lower-chord panel point, can adjust fully the each intersegmental out-of-balance force of lower edge, each section of lower edge all can be participated in the process of catenary effect opposing Progressive Collapse fully, prevent a certain section of undue stretching and rupture.
The slidably friction-type connection node that prevents trussed construction generation Progressive Collapse that the present invention proposes, comprise chord member, chord member top connector, chord member bottom connector, web member and web member connector, described chord member top connector and chord member bottom connector positioned opposite, composition sleeve pipe, chord member is through the casing space of chord member top connector and chord member bottom connector composition, and the external surface of described casing space and chord member coincide; Chord member top connector is connected by high-strength bolt with chord member bottom connector, makes chord member top connector, chord member and chord member bottom connector be tightened to one; Described web member connects web member connector, and web member connector connects chord member top connector and/or chord member bottom connector; According to the position of panel point and form, chord member top connector and chord member bottom connector adopt respectively in put more energy into half-covering tube or the gusset plate half-covering tube of putting more energy into any, the chord member top connector of the side that is connected with web member or chord member bottom connector adopt the gusset plate half-covering tube of putting more energy into, and the side chord member top connector not being connected with web member or chord member bottom connector adopt the half-covering tube of putting more energy into; When described joint structure is applied to truss and bears conventional load, the stiction that high-strength bolt pretightning force produces by stop node along chord member to any Slideslip may; And when initial destroy occurs for the part of trussed construction, if the great out-of-balance force of stiction has appearred exceeding in Nodes, node is by along chord member to a Slideslip that is conducive to out-of-balance force and heavily distributes.
In the present invention, described in the half-covering tube of putting more energy into comprise half-covering tube, high-strength bolt junction plate and stiffening rib; Described half-covering tube both sides are provided with high-strength bolt junction plate, which is provided with stiffening rib.
In the present invention, described in the gusset plate half-covering tube of putting more energy into comprise half-covering tube, high-strength bolt junction plate, gusset plate and stiffening rib; Described half-covering tube top is provided with gusset plate, and both sides are provided with high-strength bolt junction plate, which is provided with stiffening rib.
In the present invention, described half-covering tube is depending on the cross sectional shape of chord member and select semicircle or half square structure.
In the present invention, described gusset plate is opened the connecting hole of varying number depending on connecting the quantity of web member.
In the present invention, described web member connector is comprised of end plate and otic placode, and otic placode is two and is welded in side by side end plate one side, opposite side welding web member; The gusset plate of gusset plate half-covering tube of putting more energy into inserts between web member connector otic placode, and makes web member connector and the gusset plate half-covering tube of putting more energy into realize hinged through bearing pin.
In the present invention, when described joint structure is applied to truss and bears conventional load, the stiction that high-strength bolt pretightning force produces by stop node along chord member to any Slideslip may; And when initial destroy occurs for the part of trussed construction, if the great out-of-balance force of stiction has appearred exceeding in Nodes, node is by along chord member to a Slideslip that is conducive to out-of-balance force and heavily distributes.
Basic ideas of the present invention are that the pretightning force of using high-strength bolt to provide is fixed on node part on chord member of truss, and the mode connecting by bearing pin is connected with web member.When truss bears conventional load, the stiction that high-strength bolt pretightning force produces is by the possibility that stops node along chord member to any Slideslip; And when initial destroy occurs for the part of trussed construction, if the great out-of-balance force of stiction has appearred exceeding in Nodes, node is by along chord member to a Slideslip that is conducive to out-of-balance force and heavily distributes.Therefore, the structure of this node consists of chord member top connector, node bottom connector and web member connector three parts, and installs at the scene by high-strength bolt, bearing pin and peg.Two chord member connectors are enclosed within chord member and fix now two inner surfaces of sleeve pipe and the external surfaces of chord member identical (chord member can be round steel pipe or square steel pipe) that chord member connector forms with high-strength bolt from consistency from top to bottom respectively.The overall height of two chord member connectors is less than chord member, while being enclosed within on chord member, between two chord member connectors, leaves space, makes high-strength bolt that sufficient pretightning force can be provided, and then produces stiction between sleeve surface and chord member external surface.Web member end is directly welded on the end plate of web member connector (prefabrication), and end plate opposite side is that side by side two open round hole otic placode.Web member is inserted to the gusset plate of putting more energy on gusset plate half-covering tube together with web member connector, and install and fix with bearing pin, can realize being articulated and connected of web member and chord member.Hinged structures is vital to giving full play to of joint behavior: because when node slides, hinged structures allows in the situation that overall configuration changes, and web member can not occur the bending unstability of bending too early because of relatively moving of end.Meanwhile, this joint structure is without Site Welding, safe and efficient.
The invention has the beneficial effects as follows, can be conveniently used in the design and construction of any type trussed construction, can be in the situation that truss be destroyed by local and initial, re-construct the truss geometrical configuration that is suitable for resisting Progressive Collapse, effectively balance local and initial destroys the great out-of-balance force producing, and prevents from destroying expansion in structure and causes Progressive Collapse.
Accompanying drawing explanation
Fig. 1 is the axonometric drawing of this node Structural application when plane K shape node, and now chord member top connector is the gusset plate half-covering tube of putting more energy into, and chord member bottom connector is the half-covering tube of putting more energy into.
Fig. 2 is the axonometric drawing of this node Structural application when plane DY type node, and now chord member top connector and bottom connector are the gusset plate half-covering tube of putting more energy into.
Fig. 3 is the elevation of this node Structural application when plane K shape node.
Fig. 4 is the top view of this node Structural application when plane K shape node.
Fig. 5 is the lateral view of this node Structural application when plane K shape node.
Fig. 6 is the component of half-covering tube of putting more energy in this joint structure.
Fig. 7 is the component of gusset plate half-covering tube of putting more energy in this joint structure.
Fig. 8 is the component of this joint structure midfield joint element for bar.
Fig. 9 is the stress balance schematic diagram of this node Structural application when plane K shape node.
Figure 10 is the radial pressure schematic diagram that bolt pretightening provides for chord member.
Figure 11 is the schematic diagram that typical Warren truss generation local and initial destroys, and now the node in Warren truss is plane K shape node.
Figure 12 adopts Fig. 9 of direct welding tubular joint structure to show the distortion schematic diagram of truss.
Figure 13 adopts Fig. 9 of joint structure of the present invention to show the distortion schematic diagram of truss.
Number in the figure: 1. chord member, 2. web member, 3. chord member top connector, 4. chord member bottom connector, 5. high-strength bolt, 6. web member connector, 7. bearing pin and peg, 8. half-covering tube, 9. high-strength bolt junction plate, 10. stiffening rib, 11. gusset plates, 12. end plates, 13. otic placodes.
The specific embodiment
Below by embodiment, further illustrate by reference to the accompanying drawings the present invention.
Embodiment 1:
One, the ingredient of this joint structure, as Figure 1-Figure 8, by 4 chief components:
1. chord member top connector 3;
2. chord member bottom connector 4;
3. web member connector 6
4. high-strength bolt 5 and bearing pin and peg 7 are installation part.
Chord member top connector 3 and chord member bottom connector 4 select to put more energy into half-covering tube or the gusset plate half-covering tube of putting more energy into depending on position and the form of panel point, for example in Fig. 1 when this node Structural application is during in plane K shape node, chord member top connector 3 is used the gusset plate half-covering tube of putting more energy into, and chord member bottom connector 4 is used the half-covering tube of putting more energy into; And in Fig. 2 when this node Structural application is during in plane DY type node, chord member top connector 3 is all used with chord member bottom connector 4 the gusset plate half-covering tube of putting more energy into.As shown in Figure 6, the half-covering tube of putting more energy into structure comprises that half-covering tube 8, high-strength bolt junction plate 9 and 10, two high-strength bolt junction plates 9 of stiffening rib are welded in respectively the both sides of half-covering tube 8, and on it, perforate is in order to connecting bolt.The bottom of stiffening rib 10 is welded in half-covering tube 8, end is welded in high-strength bolt junction plate 9; As shown in Figure 7, the gusset plate half-covering tube of putting more energy into structure comprises that half-covering tube 8, high-strength bolt junction plate 9, gusset plate 11 and 10, two high-strength bolt junction plates 9 of stiffening rib are welded in respectively the both sides of half-covering tube 8, and on it, perforate is in order to connecting bolt.Gusset plate 11 be welded in along its length half-covering tube 8 directly over, the bottom of stiffening rib 10 is welded in half-covering tube 8, end and is welded in respectively high-strength bolt junction plate 9 and gusset plate 11.As shown in Figure 8, described web member connector 6 is comprised of end plate 12 and otic placode 13, and the otic placode 13 of each connector has two, parallel being welded on end plate 12.
Take the present invention, be applied to plane K shape round steel pipe node and introduce the connected mode of the each ingredient of this joint structure as example, Fig. 3, Fig. 4 and Fig. 5 be elevation, top view and the lateral view of this kind of situation respectively.Chord member top connector 3 is enclosed within chord member 1 from consistency from top to bottom respectively with chord member bottom connector 4, and fixes and apply sufficient pretightning force with high-strength bolt 5.Web member 2 ends are directly welded on the end plate 12 of web member connector 6, and the otic placode 13 of web member connector 6 inserts the gusset plate 11 of the gusset plate half-covering tube of putting more energy into, and install and fix with bearing pin and peg 7.
Above-mentioned parts are connected by mode shown in Fig. 1-Fig. 8, and these those skilled in the art all can implement smoothly.
Two, this node is configured in operating principle and the mechanical behavior while bearing conventional load
Fig. 9, Figure 10 have shown operating principle and the mechanical behavior of this joint structure.When being applied to the node of other types, can realize by the shape of simple change chord member connector.
When bearing conventional load, the chord member of node both sides mainly bears the frictional force between axle power and node and chord member.The stress balance of its horizontal direction is:
Meanwhile, the pretightning force of high-strength bolt has produced the radial pressure between sleeve pipe and the chord member of chord member connector
:
（2）
Radial pressure
produced the frictional force between node and chord member
:
Wherein,
for the derivative of partial safety factor for resistance, generally get 0.9, when being less than 6mm, chord member wall thickness gets 0.8;
Comprehensively (1), (2), (3), (4), obtain maintaining the required bolt pretightening of this stress balance:
According to formula (5), can computing node connect required high-strength bolt number, separately say it, use the high-strength bolt of this number can guarantee can not produce between node and chord member relative sliding.
Three, this node be configured in structure suffer local and initial destroy time operating principle and mechanical behavior
Figure 11, Figure 12 and Figure 13 have shown that this node Structural application is when single Pin Warren truss, operating principle when generation first destroys across web member local and initial.When being applied to other types truss or other rod member initial destroy occurs, this node strengthens truss opposing Progressive Collapse operating principle by readjusting remaining structure geometrical configuration is consistent or close.
Fig. 9 is a typical Warren trussed construction (not considering joint structure), and this structure first is disrumpent feelings because making the factors such as error, blast suddenly across web member.
What Figure 10 showed is the deformation when Fig. 9 shows that trussed construction adopts direct welding tubular joint structure.The now distortion of truss mainly concentrates near initial destroy, and the A member that winds up wherein exists very large bending.Meanwhile, forming in the process of catenary effect, the stretch-draw of lower chord member too concentrate on lower edge C member (
) on there is very large axial tension, even approach break.
What Figure 11 showed is the deformation when Fig. 9 shows that trussed construction adopts joint structure of the present invention, and the high-strength bolt quantity that this node is used can be calculated by formula (5).In initial disrumpent feelings moment of web member, the axial tension of lower edge C member increases rapidly, and the out-of-balance force existing between lower edge B member and lower edge C member pulling force has exceeded the frictional force that high-strength bolt can provide.Node slides to B member side
, and then changed the overall configuration that remains trussed construction, be mainly reflected in: be 1. symmetrical distortion, more member participates in the out-of-balance force of balance initial destroy generation; 2. the A member of having avoided winding up is bending greatly; The axial tension of lower edge C member reduced greatly (
), and the pulling force of each section of lower edge become on average (
).In remaining structure, change in the process of configuration, the hinged structures being connected by bearing pin between web member connector and web member is very important to holding structure integrated carrying ability.Now web member can freely rotate, can be because the variation of rod end relative position does not produce bending press-bending unstability in the process of configuration change.
Therefore,, although this truss only has a node that slip has occurred under the operating mode of collapsing, the load-carrying properties of remaining structure in many-side, have been improved significantly.
Claims (5)
1. one kind prevents the slidably friction-type connection node of trussed construction generation Progressive Collapse, comprise chord member, chord member top connector, chord member bottom connector, web member and web member connector, it is characterized in that described chord member top connector and chord member bottom connector positioned opposite, composition sleeve pipe, chord member is through the casing space of chord member top connector and chord member bottom connector composition, and the external surface of described casing space and chord member coincide; Chord member top connector is connected by high-strength bolt with chord member bottom connector, makes chord member top connector, chord member and chord member bottom connector be tightened to one; Described web member connects web member connector, and web member connector connects chord member top connector and/or chord member bottom connector; According to the position of panel point and form, chord member top connector and chord member bottom connector adopt respectively in put more energy into half-covering tube or the gusset plate half-covering tube of putting more energy into any, the chord member top connector of the side that is connected with web member or chord member bottom connector adopt the gusset plate half-covering tube of putting more energy into, and the side chord member top connector not being connected with web member or chord member bottom connector adopt the half-covering tube of putting more energy into; When described joint structure is applied to truss and bears conventional load, the stiction that high-strength bolt pretightning force produces by stop node along chord member to any Slideslip may; And when initial destroy occurs for the part of trussed construction, if the great out-of-balance force of stiction has appearred exceeding in Nodes, node is by along chord member to a Slideslip that is conducive to out-of-balance force and heavily distributes.
2. the slidably friction-type connection node that prevents trussed construction generation Progressive Collapse according to claim 1, the half-covering tube of putting more energy into described in it is characterized in that comprises half-covering tube, high-strength bolt junction plate and stiffening rib; Described half-covering tube both sides are provided with high-strength bolt junction plate, which is provided with stiffening rib.
3. the slidably friction-type connection node that prevents trussed construction generation Progressive Collapse according to claim 1, the gusset plate half-covering tube of putting more energy into described in it is characterized in that comprises half-covering tube, high-strength bolt junction plate, gusset plate and stiffening rib; Described half-covering tube top is provided with gusset plate, and both sides are provided with high-strength bolt junction plate, which is provided with stiffening rib.
4. according to the slidably friction-type connection node that prevents trussed construction generation Progressive Collapse described in claim 2 or 3, it is characterized in that described half-covering tube selects semicircle or half square structure depending on the cross sectional shape of chord member.
5. the slidably friction-type connection node that prevents trussed construction generation Progressive Collapse according to claim 3, it is characterized in that described web member connector is comprised of end plate and otic placode, otic placode is two and is welded in side by side end plate one side, and opposite side is in order to weld web member; The gusset plate of gusset plate half-covering tube of putting more energy into inserts between web member connector otic placode, and makes web member connector and the gusset plate half-covering tube of putting more energy into realize hinged through bearing pin.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410003749.1A CN103758215B (en) | 2014-01-06 | 2014-01-06 | Prevent the slidably friction-type connection node of trussed construction generation Progressive Collapse |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410003749.1A CN103758215B (en) | 2014-01-06 | 2014-01-06 | Prevent the slidably friction-type connection node of trussed construction generation Progressive Collapse |
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|---|---|
| CN103758215A true CN103758215A (en) | 2014-04-30 |
| CN103758215B CN103758215B (en) | 2016-02-17 |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105756190A (en) * | 2016-04-22 | 2016-07-13 | 江苏建筑职业技术学院 | Fabricated circular steel tube truss tubular joint and machining and manufacturing method thereof |
| CN106088360A (en) * | 2016-07-08 | 2016-11-09 | 中国航空规划设计研究总院有限公司 | A kind of large span two-tube lower edge of list truss structure connects node and truss structure |
| CN108560712A (en) * | 2018-06-07 | 2018-09-21 | 包头恒久钢构有限公司 | A kind of assembled tubular truss connecting sleeve node structure and its installation method |
| CN108775111A (en) * | 2018-06-07 | 2018-11-09 | 山西联邦环境工程有限公司 | A kind of assembled large span triangular steel truss structure |
| CN110273475A (en) * | 2019-06-27 | 2019-09-24 | 华电重工股份有限公司 | A kind of plate connection structure of hub type joint net frame and tubular truss |
| CN112282080A (en) * | 2020-11-06 | 2021-01-29 | 广东电网有限责任公司广州供电局 | Novel tubular intersecting joint structure |
| CN113236005A (en) * | 2021-04-29 | 2021-08-10 | 北京建筑大学 | Assembly type outer sleeve staggered flange intersecting joint and construction method thereof |
| CN114000589A (en) * | 2021-09-29 | 2022-02-01 | 哈尔滨工业大学 | Nested formula bolted connection node suitable for large cross section member |
| CN114319599A (en) * | 2022-01-11 | 2022-04-12 | 科顿环境科学股份有限公司 | K-shaped web member structure for steel pipe truss |
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|---|---|---|---|---|
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| CN106088360A (en) * | 2016-07-08 | 2016-11-09 | 中国航空规划设计研究总院有限公司 | A kind of large span two-tube lower edge of list truss structure connects node and truss structure |
| CN106088360B (en) * | 2016-07-08 | 2018-09-18 | 中国航空规划设计研究总院有限公司 | A kind of two-tube lower edge connecting node of large span list truss structure and truss structure |
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| CN108775111A (en) * | 2018-06-07 | 2018-11-09 | 山西联邦环境工程有限公司 | A kind of assembled large span triangular steel truss structure |
| CN108560712B (en) * | 2018-06-07 | 2024-04-16 | 内蒙古恒久钢构(集团)有限公司 | Assembled pipe truss connecting sleeve node structure and mounting method thereof |
| CN110273475A (en) * | 2019-06-27 | 2019-09-24 | 华电重工股份有限公司 | A kind of plate connection structure of hub type joint net frame and tubular truss |
| CN112282080A (en) * | 2020-11-06 | 2021-01-29 | 广东电网有限责任公司广州供电局 | Novel tubular intersecting joint structure |
| CN113236005A (en) * | 2021-04-29 | 2021-08-10 | 北京建筑大学 | Assembly type outer sleeve staggered flange intersecting joint and construction method thereof |
| CN113236005B (en) * | 2021-04-29 | 2022-05-17 | 北京建筑大学 | Assembled outer sleeve staggered flange intersecting joint and construction method thereof |
| CN114000589A (en) * | 2021-09-29 | 2022-02-01 | 哈尔滨工业大学 | Nested formula bolted connection node suitable for large cross section member |
| CN114319599A (en) * | 2022-01-11 | 2022-04-12 | 科顿环境科学股份有限公司 | K-shaped web member structure for steel pipe truss |
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Application publication date: 20140430 Assignee: TONGJI ARCHITECTURAL DESIGN (Group) Co.,Ltd. Assignor: TONGJI University Contract record no.: X2021980004660 Denomination of invention: Sliding friction joints for preventing progressive collapse of truss structures Granted publication date: 20160217 License type: Exclusive License Record date: 20210611 |
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