EP2586925A1 - Noeud structurel pour treillis en acier et béton - Google Patents
Noeud structurel pour treillis en acier et béton Download PDFInfo
- Publication number
- EP2586925A1 EP2586925A1 EP11425262.0A EP11425262A EP2586925A1 EP 2586925 A1 EP2586925 A1 EP 2586925A1 EP 11425262 A EP11425262 A EP 11425262A EP 2586925 A1 EP2586925 A1 EP 2586925A1
- Authority
- EP
- European Patent Office
- Prior art keywords
- metal
- beams
- threaded
- constrained
- positioning
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Withdrawn
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/43—Floor structures of extraordinary design; Features relating to the elastic stability; Floor structures specially designed for resting on columns only, e.g. mushroom floors
Definitions
- the present patent application relates to a new kind of structural panel point for mixed steel-concrete reticular trusses.
- panel points for mixed steel-concrete reticular structures commonly used in the building field for realizing structures in reinforced concrete.
- phase 1 and phase 2 are generally structures constituted by one or more prefabricated metal reticular trusses, which are assembled in a concrete casting realized in the building yard.
- the placement of such structures is provided firstly by the positioning of the prefabricated reticular truss and in the following by the realization of the concrete casting. Therefore, two phases of the useful life of such structures, commonly called phase 1 and phase 2, can be distinguished.
- the phase 1 is the phase in which the resistance is provided totally by the steel lattice, which being self-supporting, has to resist to the floor and completing fluid concrete weight, to the weight of the additional reinforcement prearranged before the casting at the points stressed by negative moments and to accidental loads possible during the phase 1.
- the steel lattice being subjected to each above described action, has to remain in an acceptable deformation field, which is expected and calculated in the project phase.
- the resistance is provided by the structure formed by the steel lattice and by the concrete of the additional casting, which at the end of the curing, has developed the mechanical properties expected in the project phase. Since the additional casting of concrete is made on the entire deck, it is able to make the entire structure integral, thus providing a continuous beam assembly.
- phase 1 During phase 1, according to constructive systems known at the state of the art and commonly used in the building field, the prefabricated steel lattices coming from the workshops are rested, by means of suitable cranes, on the heads of pillars, thus realizing structures, statically schematizable as beams simply rested on the ends.
- a schematization of the static model of phase 1 applied to the embodiment of the mixed reticular trusses is shown in figure 1 .
- the kind of constrain considered at the intersection between beam and pillar is a support (1).
- a distributed vertical load (3) acts, which generates a not negligible maximum moment (4) in the middle of the beam between two adjacent supports (1).
- the reference static model for calculating stresses and deformations becomes that of a beam fixed to the ends, one schematization of which applied to the embodiment of the mixed reticular trusses known at the state of the art is shown in figure 2 , where it can be noted how a support at the intersection between beam and pillar is no more provided, but it is provided a fixed end (2). Obviously, it is needed to provide structural continuity at the constraints, yet in during phase 1. Generally, in fact, in fact, on one pillar (21) more beams (11, 12, 13, 14) are rest, which can be arranged according to various directions as it is shown in figure 3 .
- the structural continuity at the constraints is made possible by using bars (31, 31) with better bond coefficient, simply rested on the longitudinal reinforcements (111, 121, 131, 141) of the prefabricated beams (11, 12, 13, 14), resting on the same pillar.
- Such bars said also additional bars, are positioned before the casting, and are normally bonded with binding wire to the beams to be bonded.
- the reinforcements guarantee a continuity between the adjacent beams by means of known resistant mechanisms due to the adherence between steel and concrete.
- anchorage length a certain length percentage of reinforcement
- anchorage length a certain length percentage of reinforcement
- the calculating modes of the anchorage lengths of the bars with better coefficient bond are defined by the regulations on the basis of a series of project parameters. In the most recently regulations, such for example the New technical regulations on construction (NTC 2008) and the Eurocode 2, the trend is a substantial increase in the anchorage length. From figure 3 it is clear that the additional reinforcements (31, 32) are provided with a non negligible length.
- the upper longitudinal reinforcements (111, 121) of the lattice (11, 12), which have to resist to compression during the phase 1, are practically inactive during phase 2 at the critical area of the beam.
- the upper stringers of the lattice which have to resist to compression in phase 1 and to remain almost inactive to traction in the area interested in phase 2 are not optimally exploited.
- the current constructive modes force to over-dimensioning the metal reinforcements with respect to the loads to be effectively resisted in working phase.
- Aim of the present invention is therefore to provide a structural steel panel point to be used in realizing mixed steel-concrete reticular structures, which while improving the constrain conditions of the structures in phase 1 allows not to over-dimension the metal reinforcements with respect to the loads to be supported in the working phase. Consequently, there results an important economical advantage, linked to cost reduction for purchasing, working and transporting the metal reinforcements.
- the steel lattice (11, 12, 13, 14) arrive in the building yard according to the current constructive modes. After their positioning on the heads of the pillars (21), first the additional reinforcement (31, 32) are arranged and next the concrete casting is carried out.
- sections (40, 41) constrained to the metal lattices (11, 14) at the constraint of the same pillar (21).
- the sections (40, 41) are preferably in steel, and the constraint of these lattices (11, 14) occurs preferably by welding. In this way, the constraint of the section (40, 41) to the lattice (11, 14) can be carried out in the workshop and not in the building yard.
- the sections (401, 402, 411, 412) are arranged so that, once the two beams (11, 14) are arranged in their assembly position, through the sections (401, 402, 411, 412) of the two adjacent beams one or more threaded bars (50) can be introduced, which function as additional reinforcements.
- the threaded bars (50) can be arranged in parallel to the main axis of the lattice (11, 14), as shown in figures 4 and 5 .
- the constraint of the beams (11, 14) by using the structural panel point according to the present invention occurs, after the positioning of the same, by introducing the threaded bars (50) inside the sections (401, 402, 411, 412) constrained to the two beams (11, 14) and which are aligned when the same are in assembly position.
- a couple of nuts (51) are screwed for each section crossed by the bar (50).
- the dimensions of the sections (401, 402, 411, 412), the nuts (51) and the threaded bars (50) have to be chosen so that the nuts (51) thread on the threaded bars (50) and the free space of the sections (401, 402, 411, 412) is such that the passage of the threaded bar (50) is possible, but not the one of the nut (51) screwed on the same.
- the nuts (51) constrain the respective position of the threaded bars (50) with respect to the beams (11, 14) and, so, of the same beams the one to the other.
- a feature of the sections (401, 402, 411, 412) is therefore to be hollow metal sections, preferably obtained by extrusion.
- their length can be strongly variable, and it can be convenient chosen by the engineer according to the load features of the projected work.
- the shape of the sections can be preferably rectangular or square, as it is shown in figure 4 , but other shapes are not excluded from the objects of the present invention, as for example the cylindrical one.
- the unique obligation is that the arrangement of the sections (401, 402, 411, 412) with respect to the beams (11, 14) and their dimension are such that the assembly of the structural panel point is possible according to what above described.
- the use of the threaded bars (50) allows to respect scrupulously the distances between the beams (11, 14) defined in the project phase, in addition to control the stress imposed to the reinforcement and to the structural elements by the constraint.
- a plurality of sections (40, 41) can be constrained to the metal lattices (11, 14) to realize the structural panel point without departing from the scope of the present invention.
- some sections are provided at the upper (111, 141) and lower reinforcements (112, 142) of the metal lattices (11, 14), but this aspect does not limit the possibility to arrange a different number of sections in positions different from what is shown.
- the kind of lattice shown is to be intended only as a way of example and non limiting the aims of the present invention, which can be usefully applied on metal reinforcements of different shape or structure.
- the sections (411, 412) arranged at the lower reinforcements (112, 142) of the lattices (11, 14) can be positioned so that they project axially with respect to the same lattices, and they are usefully used as supports for a suitable positioning of the lattices (11, 14) on the heads of the pillar (21).
- the use of the structural panel point according to the present invention allows to solve the limits of the structural panel points known at the state of the art, linked as said to the uncertainties during the phases of placement of the additional reinforcements.
- the upper (111, 121, 131, 141) and lower reinforcements (112, 122, 132, 142) of the beams (11, 12, 13, 14) realized to be constrained to the structural panel point according to the present invention are provided with well defined housings, constituted by the sections (401, 402, 411, 412), inside which the additional reinforcements (50), in this case by the threaded bars, are to be introduced and bolted.
- threaded reinforcements (50) are active along their whole net length, calculated from the first to the last threaded bolt (51) thereon. This aspect allows to adopt shorter reinforcements, which are simply transportable and controllable, in addition to be cheaper with respect to what is known at the state of the art. It is not needed in fact, as occurs according to embodiments known at the state of the art, to over-dimension the length of the additional reinforcements (31, 32) to guarantee the adherence with the concrete.
- Another advantage of the structural panel point according to the present invention is that it allows to use a continuous beam model in the calculating phase since the phase 1. Thanks to the threaded reinforcements (50) placed and bolted immediately after the positioning of the lattices (11, 12, 13, 14) on the pillars (21) and before the positioning of the floors and the concrete casting, it can be used in fact a calculating schematization with more rigid constraints then a simple support at the pillars. This allows to reduce the maximum moment (4) in the middle of the lattices (11, 12, 13, 14) and as a consequence to dimension in a more contained way the reinforcements of the same lattice. At the same time, on the pillar (21) a bending stress is generated which can be simply managed.
- phase 1 a continuous beam allows to carry out the calculation on a unique structural model with pre-stressed reinforcements, simplifying the calculations and diminishing the computational loads.
- the configuration of the panel point in its different elements allows to carry out easily the project following the local hierarchy principle of the resistances, allowing to carry out a correct dimensioning of the different elements according to the peculiarities of the structure used each time.
- the proposed solution solves the problem of the interaction between the upper (501, 502) and lower bars (503, 504) in case four beams coincide in the panel point.
- the use of the rectangular sections (401) allows to mount easily the bars of the primary beams (501, 503) and those of the secondary beams (502, 504) at different heights.
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Reinforcement Elements For Buildings (AREA)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| EP11425262.0A EP2586925A1 (fr) | 2011-10-28 | 2011-10-28 | Noeud structurel pour treillis en acier et béton |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| EP11425262.0A EP2586925A1 (fr) | 2011-10-28 | 2011-10-28 | Noeud structurel pour treillis en acier et béton |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| EP2586925A1 true EP2586925A1 (fr) | 2013-05-01 |
Family
ID=45218620
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| EP11425262.0A Withdrawn EP2586925A1 (fr) | 2011-10-28 | 2011-10-28 | Noeud structurel pour treillis en acier et béton |
Country Status (1)
| Country | Link |
|---|---|
| EP (1) | EP2586925A1 (fr) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103498524A (zh) * | 2013-10-15 | 2014-01-08 | 南京工业大学 | 一种带增强型钢筋桁架的叠加板/梁及其支座连接方法 |
| ITUB20152905A1 (it) * | 2015-08-05 | 2017-02-05 | Tecnopan Eng S R L | Un nodo per struttura edile ed una struttura edile, del tipo misto acciao-calcestruzzo, comprendente detto nodo |
| CN116290347A (zh) * | 2023-05-24 | 2023-06-23 | 中建六局建设发展有限公司 | 一种钢结构网架及其安装施工方法 |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| BE413281A (fr) * | ||||
| US2816435A (en) * | 1954-09-20 | 1957-12-17 | Lally Column Co | Head frame for structural column |
| US3676968A (en) * | 1970-06-01 | 1972-07-18 | Campbell Res Corp | Stressed concrete structures and method of making |
| JPH05280101A (ja) * | 1992-04-02 | 1993-10-26 | Taisei Corp | 鉄骨部材の接合構造 |
| WO1993022521A1 (fr) * | 1992-04-28 | 1993-11-11 | Conner Mitchel A | Poutre renforcee en acier |
-
2011
- 2011-10-28 EP EP11425262.0A patent/EP2586925A1/fr not_active Withdrawn
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| BE413281A (fr) * | ||||
| US2816435A (en) * | 1954-09-20 | 1957-12-17 | Lally Column Co | Head frame for structural column |
| US3676968A (en) * | 1970-06-01 | 1972-07-18 | Campbell Res Corp | Stressed concrete structures and method of making |
| JPH05280101A (ja) * | 1992-04-02 | 1993-10-26 | Taisei Corp | 鉄骨部材の接合構造 |
| WO1993022521A1 (fr) * | 1992-04-28 | 1993-11-11 | Conner Mitchel A | Poutre renforcee en acier |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103498524A (zh) * | 2013-10-15 | 2014-01-08 | 南京工业大学 | 一种带增强型钢筋桁架的叠加板/梁及其支座连接方法 |
| ITUB20152905A1 (it) * | 2015-08-05 | 2017-02-05 | Tecnopan Eng S R L | Un nodo per struttura edile ed una struttura edile, del tipo misto acciao-calcestruzzo, comprendente detto nodo |
| CN116290347A (zh) * | 2023-05-24 | 2023-06-23 | 中建六局建设发展有限公司 | 一种钢结构网架及其安装施工方法 |
| CN116290347B (zh) * | 2023-05-24 | 2023-07-25 | 中建六局建设发展有限公司 | 一种钢结构网架及其安装施工方法 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CA2271403A1 (fr) | Solives boulonnees en metal | |
| KR20010078870A (ko) | 프리스트레스트 복합 트러스 보의 개발 및 제작공법 | |
| JP2016525489A (ja) | ケーブル固定パイプラック | |
| JP2008063803A (ja) | 内リブ付形鋼を用いた合成床版、合成床版橋又は合成桁橋 | |
| KR101335382B1 (ko) | 내부힌지를 활용한 복합트러스 거더교의 시공법 | |
| Gasii | Comparative characteristics of the spatial grid-cable steel-concrete composite slab | |
| EP2586925A1 (fr) | Noeud structurel pour treillis en acier et béton | |
| JP2010007235A (ja) | 波形鋼板取付構造、及び波形鋼板取付構造を有する建物 | |
| JP2006009449A (ja) | トラスパネル桁およびプレキャストトラスパネル | |
| KR101770988B1 (ko) | 구조물 내진 보강패널 및 이를 이용한 구조물 보수보강공법 | |
| JP4819605B2 (ja) | 端部と中央部とで強度の異なる緊張材を用いたプレキャストプレストレストコンクリート梁 | |
| KR20080017830A (ko) | 삼각형 트러스 거더를 이용한 거푸집 일체형 데크 | |
| JP6432786B2 (ja) | 梁材荷重負担構造および梁材修復方法 | |
| CN108517759B (zh) | 波形钢腹板组合梁形式的索塔横梁连接***及施工方法 | |
| JP6238632B2 (ja) | 検査路 | |
| EP2586924B1 (fr) | Treillis en acier autoportant pour systèmes de treillis mixtes en béton et acier | |
| WO2009157601A1 (fr) | Râtelier à conduites construit à l’aide d’éléments pré-moulés en béton | |
| JP4437064B2 (ja) | 合成床版橋のコンクリート床版の構築方法および型枠構造 | |
| KR101413974B1 (ko) | 피에스씨 빔 시공방법 | |
| JP3726153B2 (ja) | 角形鋼管を主桁に用いた橋梁構造 | |
| JP2002266319A (ja) | 既設鋼桁の補修・補強構造および方法 | |
| JP3480915B2 (ja) | タンク | |
| KR20200137334A (ko) | 한계상태설계법에 적합한 구조성능을 갖는 체결형 거더 | |
| RU2359094C1 (ru) | Устройство для усиления железобетонных балок | |
| KR100691847B1 (ko) | 연결 강상자로 보강된 조립식 가로보 |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PUAI | Public reference made under article 153(3) epc to a published international application that has entered the european phase |
Free format text: ORIGINAL CODE: 0009012 |
|
| AK | Designated contracting states |
Kind code of ref document: A1 Designated state(s): AL AT BE BG CH CY CZ DE DK EE ES FI FR GB GR HR HU IE IS IT LI LT LU LV MC MK MT NL NO PL PT RO RS SE SI SK SM TR |
|
| AX | Request for extension of the european patent |
Extension state: BA ME |
|
| STAA | Information on the status of an ep patent application or granted ep patent |
Free format text: STATUS: THE APPLICATION IS DEEMED TO BE WITHDRAWN |
|
| 18D | Application deemed to be withdrawn |
Effective date: 20131105 |