EP1405961A1 - Stahl-Verbund-Konstruktion für Geschossdecken - Google Patents
Stahl-Verbund-Konstruktion für Geschossdecken Download PDFInfo
- Publication number
- EP1405961A1 EP1405961A1 EP03022044A EP03022044A EP1405961A1 EP 1405961 A1 EP1405961 A1 EP 1405961A1 EP 03022044 A EP03022044 A EP 03022044A EP 03022044 A EP03022044 A EP 03022044A EP 1405961 A1 EP1405961 A1 EP 1405961A1
- Authority
- EP
- European Patent Office
- Prior art keywords
- support
- ceiling
- girder
- box girder
- concrete
- 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.)
- Granted
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
- E04C3/06—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal with substantially solid, i.e. unapertured, web
- E04C3/065—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal with substantially solid, i.e. unapertured, web with special adaptations for the passage of cables or conduits through the web
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/21—Connections specially adapted therefor
- E04B1/215—Connections specially adapted therefor comprising metallic plates or parts
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- 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
- E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
- E04B5/17—Floor structures partly formed in situ
- E04B5/23—Floor structures partly formed in situ with stiffening ribs or other beam-like formations wholly or partly prefabricated
- E04B5/29—Floor structures partly formed in situ with stiffening ribs or other beam-like formations wholly or partly prefabricated the prefabricated parts of the beams consisting wholly of metal
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/29—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures
- E04C3/293—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures the materials being steel and concrete
Definitions
- the invention relates to a steel composite construction for floors according to the preamble of claim 1.
- a plate carrier system is known from EP 0 467 912 B1, the carrier of which consists of welded steel sheets, which form a trapezoidal cavity.
- the Prefabricated ceiling elements lie on the cantilevered horizontal Lower flange, which is formed on the webs.
- the bottom end of the box forms a welded-in sheet metal, which simulates the protruding belt plate is staggered inside / top.
- To The cavity of the box girder becomes the assembly of the prefabricated ceiling elements and the space between the steel girder and the prefabricated parts is filled with concrete.
- the disadvantage of this construction is that the low overall height of the beams whose rigidity is not sufficient for the assembly load case. Therefore, depending on the length the support can be installed only for the assembly of one or more supports To limit the deformation of the beams during the concreting process. Furthermore is disadvantage that the tension belt of the steel beam is not due to the construction itself in the Fire is protected, but also covered with a fire protection layer must become.
- EP 0 292 449 B1 describes a fire-resistant material that interacts with concrete Steel beam known, which consists of two mutually facing U-profiles on a support plate are attached.
- the carrier plate also serves as a support for the Precast concrete products.
- This carrier also has the cavity through the two U-profiles is formed, poured with concrete.
- the inside of the Carrier additionally extending straight in the longitudinal direction of the carrier Reinforcement elements are provided, which can also be prestressed.
- This support can also not be used without support in the event of an assembly load be, since its pressure range in the installed state only from the flanges of the there are two U-profiles and the connecting elements and therefore none has sufficient stability.
- a steel beam is known from EP 0 555 232 B1, which consists of a Rolled profile, in particular an I-profile, which on both sides via a Strut truss made of sheet metal with a trough-shaped lower flange plate is connected, which is arranged at such a distance from the rolled profile that a concrete layer between the lower edge of the rolled section and the lower chord plate can be introduced.
- the bottom flange plate which is folded upwards, serves again as a support for the precast concrete slabs when assembled.
- the steel girders lie fully on the lower supports.
- the reinforcement can be arranged continuously regardless of whether it is a Construction is concerned, in which the in-situ concrete slab on the top beam or on the Lower chord is provided as a slim floor construction.
- Connections must be provided in the carrier. Because foot anchorages of supports are very complex and the supports for each floor have to be realigned this is a very costly and time consuming solution.
- Steel-concrete composite props have better fire protection properties are covered with concrete.
- their production is very complex, since that Interaction of the materials through suitable composite materials such as welded Head bolts and additional stirrup and longitudinal reinforcement must be ensured
- the present invention is based on the object economical design for fire-resistant frame and To create floor slab constructions.
- the construction according to the invention initially comprises a welded one Box girder with cantilevered lower flange, which serves as a support for the prefabricated ceiling elements.
- the height of the box girder becomes fundamental chosen larger than the thickness of the required ceiling elements and they are so placed on the lower flange that the upper flange of the box girder and the Form surface of the ceiling elements at least approximately one level. Thereby remains between the lower edge of the ceiling elements and the lower flange of the Box girder a cavity that is filled with concrete.
- For the assembly of the Ceiling elements are between the lower flange and the lower edge of the Ceiling elements spacers provided.
- tension cords tension wires or other tendons that are inside the Box girder are guided, a preload moment can be impressed on it, that counteracts the bending moment from external loads, and also one Cant according to the deformation arising from the weight of the Construction can cause.
- the steel composite construction creates a fire-resistant construction. in the In the event of a fire, a stable one remains after the lower flange has failed Concrete section. If the cavity of the box girder and the joints between Beams and ceiling elements are grouted with concrete, too Ceiling elements wrapped in concrete at the ends all around. This means that the ceiling elements are also better protected in the event of a fire, since they are not directly on rest on a steel flange that immediately loses its rigidity under the influence of heat. Furthermore, the thrust resistance of the ceiling elements is particularly that Hollow hole plates strongly depend on the rigidity of the support. By potting of the support area with concrete after installing the ceiling elements and through the Filling the voids in the elements in this area is a risk Shear fracture in the support area is significantly reduced.
- Another stiffening option for the supporting structure is one Frame or floor slab construction in steel-concrete composite construction Establish a moment-bearing connection using reinforcement elements. By at least partially clamping the ceiling beams in the supports or the The deflection can produce a continuous effect over a support the carrier for the suitability for use can be influenced so that a more economical design becomes possible.
- connection proposed according to the invention corresponds at the same time to the Fire protection requirements that also apply to the ceiling beams, supports or ceilings be provided so that additional measures such as fire protection cladding, Paintings or something similar to the classic steel construction connections used in composite steel construction are common, are unnecessary.
- FIG. 1 to 4 is a support situation of a floor 1 of each Steel composite construction according to the invention from prefabricated ceiling elements 2 made of reinforced concrete and an associated box girder 3 made of steel in the state of Assembly shown.
- the lower flange 6 protrudes on both sides beyond the trapezoidal cross section from (6a).
- the length of the projecting parts 6 a of the lower flange 6 each depends on the span of the ceiling elements 2.
- Tendons 7 are guided inside the box girder 3. As shown in Fig. 5 shown, from steel wire strands, but also from tension rods or wires consist. To guide the tendons 7 are sheets 8 with supports on the Deflection points 8a welded into the box girder 3. Also for support and Anchoring of the tendons 7 at the ends of the box girder 3 are sheets 9 provided against which the anchoring elements 7a are supported.
- Openings 10 and 11 are provided in the webs 5 and in the upper flange 4. These openings 10, 11 are required on the one hand, after the assembly of the Insert ceiling elements 2 additional reinforcement elements 15 (Fig. 1), as well on the other hand, to the concrete for the final state of the steel composite construction to bring in and condense. This creates a frictional connection of Box girder and concrete.
- the ceiling elements 2 have recesses 14 at their ends on the upper side, to insert the reinforcement elements 15 and further brackets 16 and simultaneously to enable the later placement of in-situ concrete.
- the cavities of the Ceiling elements 2, especially in hollow perforated panels, are formed by specially shaped Seals 13 sealed against ingress of the in-situ concrete.
- the projecting parts 6a of the lower flanges 6 of the box girder 3 spacers 12 hung up which can consist of wood, concrete, plastic or the like.
- the gap between the ceiling elements 2 and the lower flanges 6 each laterally switched on (Fig. 1).
- the projecting parts 6b of the lower flange 6 of the box girder 3 are angled upwards and are thus trough-shaped.
- the ceiling elements 2 can also be placed here on the angled parts 6b of the lower flange 6 in the assembled state.
- the form of the trough means that additional formwork can be dispensed with during the concreting process.
- FIG. 3 and 4 show further forms of training of the lower flange 6.
- the Embodiment according to Fig. 3 are in the flat design of the lower flange 6 cantilevered parts 6c bent upwards under a radius; in the 4 is the entire lower flange 6 including the cantilevered parts 6d curved in an arc. If on the usual in the storey building suspended ceilings can be dispensed with due to the geometric shapes of the lower flanges 6 architectural aesthetic effects can be achieved.
- box girder 3 of the steel composite construction according to the invention in Fig. 5 is shown as a single span, of course, other static Box girder systems with continuous action possible.
- the tendons 7 are then according to the course of the bending moments from constant load and Traffic load inside the carrier 3 guided and fixed.
- FIGS. 6 and 7 there is a ceiling support 21 a floor ceiling 1 connected on one side to an edge support 22.
- the Edge support 22 is a reinforced concrete support in a precast plant prefabricated, transported to the construction site and assembled there.
- an installation part 24 in this form arranged on a steel plate.
- reinforcement elements 25 in particular for absorbing bending moments, in In the present case of a clamping torque, two steel rods are shown here run parallel to each other and to the top chord 4 of the box girder 3 and by means of a steel plate 26 are anchored in the support 22.
- the Reinforcement elements 25 are also executed in an angular form and the occurring Forces are introduced into the support 22 via a composite action. This solution is however not shown.
- the reinforcement elements 25, which are already in the manufacture of the support 22 must be concreted in and therefore protrude beyond the outer surface of the Manufacturing and during transport of the support 22 do not hinder them in the area of the mounting part 24 also be provided with a thread and by a Be joint connection.
- a support bracket 27 is attached to the mounting part 24, for example welded, screwed or inserted.
- the cavity of the Box girder 3 and the space 28 between it and the support 22 with In-situ concrete 23 backfilled.
- recesses 29 are in the installation part 24 provided, in which the in-situ concrete 23 penetrates.
- the transmission can thus the lateral forces take place in the concrete cross-section after the support bracket 27 has been omitted.
- a corresponding effect can also be achieved by profiling the built-in part 24
- Example can be achieved in the form of teeth.
- FIGS. 8 and 9 show an inner support 30 with two opposing ceiling beams 21. Zur Reinforcement elements 25 are shown here in FIG Carriers provided that pass through the support 30. To make this possible Cavities, for example, by inserting cladding tubes 31 during the concreting process provided by which the reinforcement elements 25 after assembly of the Ceiling beams 21 are passed.
- Installation parts 24 with recesses 29 are provided.
- FIG. 8 To carry out welding work on the construction site and the associated costs and Avoiding inaccuracies is shown in FIG. 8 for supporting the ceiling girder 21 a cranked bracket 32 is shown, which is provided in a recess 33 is hooked into the mounting part 24. For transferring the lateral forces in the connection joint are protruding lugs 34 instead of the cutouts 29 on the mounting part 24 intended.
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Chemical & Material Sciences (AREA)
- Composite Materials (AREA)
- Rod-Shaped Construction Members (AREA)
- Joining Of Building Structures In Genera (AREA)
- Building Environments (AREA)
Abstract
Description
- Fig. 1 bis 4
- jeweils Querschnitte durch verschiedene Ausführungsformen einer erfindungsgemäßen Stahl-Verbund-Konstruktion im Bereich des Auflagers,
- Fig. 5
- einen Längsschnitt durch einen Kastenträger als Einfeldträger mit zugehöriger Spanngliedführung, die
- Fig. 6
- einen Vertikalschnitt durch eine erfindungsgemäße Knotenausbildung bei einem Rahmenriegel und einer durchlaufenden Randstütze aus Stahlbeton,
- Fig. 7
- einen gegenüber Fig. 6 um 90 Grad verschwenkten Schnitt mit Querschnitt durch den Rahmenriegel,
- Fig. 8
- einen Vertikalschnitt durch eine erfindungsgemäße Knotenausbildung bei einem Rahmenriegel und einer durchlaufenden Innenstütze aus Stahlbeton und
- Fig. 9
- einen gegenüber Fig. 8 um 90 Grad verschwenkten Schnitt mit Querschnitt durch den Rahmenriegel.
Bei dieser Ausführungsform ist es zudem möglich, auf dem unteren Flansch 6 eine durchgehende Längsbewehrung 17 anzuordnen, die gemäß den bauaufsichtlichen Anforderungen auch als Ringankerbewehrung ausgeführt sein kann.
Claims (16)
- Stahl-Verbund-Konstruktion für Geschossdecken (1), gekennzeichnet durch die Kombination folgender Merkmale:als Auflager zur Montage von vorgefertigten Deckenelementen (2) aus Stahloder Spannbeton, insbesondere Hohlplatten, ist ein Kastenträger (3) aus Stahl vorgesehen;der Kastenträger (3) besteht aus einem oberen Flansch (4), zwei seitlichen Stegen (5) und einem unteren Flansch (6) mit über den geschlossenen Querschnitt auskragenden Teilen (6a, b, c, d);der obere Flansch (4) und die Stege (5) weisen Öffnungen (10, 11) zum Einlegen von Bewehrungselementen (15), und/oder zum Einbringen und Verdichten von Beton auf;die Höhe des Kastenträgers (3) ist größer als die Dicke der Geschossdecke (1), wobei die Oberseite des oberen Flansches (4) des Kastenträgers (3) und die Oberfläche der Deckenelemente (2) zumindest annähernd in einer Ebene liegen;die Deckenelemente (2) liegen auf den auskragenden Teilen (6a, b, c, d) des unteren Flansches (6) des Kastenträgers (3) auf;zwischen dem unteren Flansch (6) des Kastenträgers (3) und der Unterkante der Deckenelemente (2) sind im Montagezustand Abstandhalter (12) vorgesehen;der Kastenträger (3) ist mittels in seinem Innenraum angeordneter Spannglieder (7) vorgespannt;die Spannglieder (7) sind so geführt, dass infolge der Vorspannung ein dem Verlauf der Biegemomente aus den äußeren Lasten entgegengesetzt gerichtetes Biegemoment entsteht.
- Stahl-Verbund-Konstruktion nach Anspruch 1, dadurch gekennzeichnet, dass zur Führung und Abstützung der Spannglieder (7) innerhalb des Kastenträgers (3) vorzugsweise eingeschweißte Bleche (8, 9) vorgesehen sind.
- Stahl-Verbund-Konstruktion nach Anspruch 1 oder 2, dadurch gekennzeichnet, dass die Abstandhalter (12) zwischen dem unteren Flansch (6) des Kastenträgers (3) und der Unterkante der Deckenelemente (2) aus Beton bestehen.
- Stahl-Verbund-Konstruktion nach einem der Ansprüche 1 bis 3, dadurch gekennzeichnet, dass zwischen der Unterkante der Deckenelemente (2) und dem unteren Flansch (6) des Kastenträgers (3) Bewehrungselemente (17) in Längsrichtung vorgesehen ist.
- Stahl-Verbund-Konstruktion nach Anspruch 4, dadurch gekennzeichnet, dass die Bewehrungselemente (17) als Ringanker ausgebildet sind.
- Stahl-Verbund-Konstruktion nach einem der Ansprüche 1 bis 3, dadurch gekennzeichnet, dass der untere Flansch (6) des Kastenträgers (3) mit den auskragenden Teilen (6b, 6c, 6d) wannenförmig ausgebildet ist.
- Stahl-Verbund-Konstruktion nach einem der Ansprüche 1 bis 6, dadurch gekennzeichnet, dass der Kastenträger (3) als Einfeldträger ausgebildet ist.
- Stahl-Verbund-Konstruktion nach einem der Ansprüche 1 bis 6, dadurch gekennzeichnet, dass der Kastenträger (3) als Durchlaufträger vorgesehen ist.
- Verbindung zwischen mindestens einem Deckenträger (21) und einer Stütze (22, 30) in einer Stahl-Verbund-Konstruktion insbesondere nach Anspruch 1, gekennzeichnet durch die folgenden Merkmale:der Deckenträger (21) ist als Stahlträger (3) mit einem Ortbetonanteil ausgebildet, der in Verbindung mit der Geschossdecke (1) betoniert wird,zur Übertragung von Biegemomenten zwischen dem Deckenträger (21) und der Stütze (22, 30) bzw. über diese hinweg in einen anschließenden Deckenträger (21) ist mindestes ein auf Zug beanspruchbares Bewehrungselement (25) vorgesehen, das einerseits in der Stütze verankert bzw. durch diese in den anschließenden Deckenträger (21) geführt und andererseits im Ortbetonanteil des Deckenträgers (21) mit Verbund eingebettet ist,zur Übertragung der Querkräfte zumindest im Brandfall ist in der Anschlussfuge zwischen Stütze (22, 30) und Ortbetonanteil des Deckenträgers (21) eine Schubverzahnung vorgesehen.
- Verbindung zwischen mindestens einem Deckenträger (21) und einer Stahlbetonstütze (22, 30) nach Anspruch 9, dadurch gekennzeichnet, dass zum Hindurchführen der Bewehrungselemente (25) durch die Stütze (22, 30) in dieser Hohlräume zum Beispiel durch Einlegen von Hüllrohren (31) gebildet sind.
- Verbindung nach Anspruch 10, dadurch gekennzeichnet, dass die Bewehrungselemente (25) innerhalb der Hüllrohre (31) mit einem erhärtenden Material, zum Beispiel Beton, verpresst sind.
- Verbindung nach einem der Ansprüche 9 bis 11, dadurch gekennzeichnet, dass in der Stütze (22, 30) ein Einbauteil (24) zur Auflagerung des Deckenträgers (21) während der Montage vorgesehen ist.
- Verbindung nach Anspruch 12, dadurch gekennzeichnet, dass an dem Einbauteil (24) eine Auflagerkonsole (27) vorgesehen ist.
- Verbindung nach Anspruch 13, dadurch gekennzeichnet, dass die Auflagerkonsole (27) mittels eines abgewinkelten Tragschenkels in dafür vorgesehene Ausnehmungen (33) des Einbauteils (24) an der Stütze (22, 30) eingehängt ist.
- Verbindung nach einem der Ansprüche 9 bis 14, dadurch gekennzeichnet, dass für die Schubverzahnung zwischen Stütze (22, 30) und Ortbetonanteil Aussparungen (29) im Einbauteil (24) vorgesehen sind.
- Verbindung nach einem der Ansprüche 9 bis 15, dadurch gekennzeichnet, dass für die Schubverzahnung zwischen Stütze (22, 30) und Ortbetonanteil eine Profilierung im Einbauteil (24) vorgesehen ist.
Applications Claiming Priority (4)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
DE10246525 | 2002-10-05 | ||
DE10246525 | 2002-10-05 | ||
DE20308367U | 2003-05-28 | ||
DE20308367U DE20308367U1 (de) | 2003-05-28 | 2003-05-28 | Verbindung zwischen Deckenträgern und Stützen in einem Stahl-Beton-Verbundbauwerk |
Publications (2)
Publication Number | Publication Date |
---|---|
EP1405961A1 true EP1405961A1 (de) | 2004-04-07 |
EP1405961B1 EP1405961B1 (de) | 2006-01-04 |
Family
ID=31995075
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
EP03022044A Expired - Lifetime EP1405961B1 (de) | 2002-10-05 | 2003-10-01 | Stahl-Verbund-Konstruktion für Geschossdecken |
Country Status (4)
Country | Link |
---|---|
EP (1) | EP1405961B1 (de) |
AT (1) | ATE315143T1 (de) |
DE (1) | DE50302102D1 (de) |
ES (1) | ES2256637T3 (de) |
Cited By (16)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
EP1669505A1 (de) | 2004-12-02 | 2006-06-14 | Velthorst Beheer B.V. | Stahlverbundträger mit brandgeschütztem Auflager für Deckenelemente |
EP1801302A2 (de) * | 2005-12-20 | 2007-06-27 | Ennio Plateroti | Bodenplatte |
ES2311309A1 (es) * | 2005-01-12 | 2009-02-01 | Juan Gregorio Lombardo Maldonado | Semi-viga jacena de hormigon para apoyo de forjados mixtos. |
EP2096220A1 (de) * | 2008-02-28 | 2009-09-02 | Thomas Friedrich | Vorgespanntes Hohlplattenelement |
WO2010128046A1 (en) * | 2009-05-04 | 2010-11-11 | Arcelormittal Investigación Y Desarrollo S.L. | Fire resistant steel structure |
RU2453662C1 (ru) * | 2011-07-12 | 2012-06-20 | Евгений Петрович Гуров | Сборно-монолитный каркас здания |
RU2459049C1 (ru) * | 2011-02-10 | 2012-08-20 | Общество с ограниченной ответственностью "Завод ЖБИ" | Опорный узел сборно-монолитного перекрытия каркасного здания и способ его выполнения |
CN102912862A (zh) * | 2012-11-08 | 2013-02-06 | 沈阳建筑大学 | 一种预制装配式框架-剪力墙墙-梁平面外连接结构 |
CN103556752A (zh) * | 2013-10-08 | 2014-02-05 | 沈阳建筑大学 | 预制整片剪力墙与梁露骨料连接方法 |
CN104452978A (zh) * | 2014-12-02 | 2015-03-25 | 中建三局集团有限公司 | 一种提前预留于薄墙内的梁筋锚固套筒及其施工方法 |
RU2589779C1 (ru) * | 2015-04-13 | 2016-07-10 | Федеральное государственное бюджетное образовательное учреждение высшего образования "Юго-Западный государственный университет" (ЮЗГУ) | Платформенный сборно-монолитный стык |
CN110565797A (zh) * | 2019-08-30 | 2019-12-13 | 浙江中清大建筑产业化有限公司 | 一种用于减震的暗牛腿型梁柱节点连接方法 |
CN113802744A (zh) * | 2021-10-21 | 2021-12-17 | 福建屹鑫钢业有限公司 | 一种h型钢结构空心叠合楼板及制作方法 |
US20220049495A1 (en) * | 2018-09-10 | 2022-02-17 | Hcsl Pty Ltd | Building panel |
CN114737678A (zh) * | 2022-05-10 | 2022-07-12 | 上海市机械施工集团有限公司 | 一种大跨预制装配式框架结构免支撑结构及施工方法 |
CN114876059A (zh) * | 2022-05-19 | 2022-08-09 | 上海师范大学 | 一种纤维增强混凝土梁柱节点多层式锚固连接结构 |
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-
2003
- 2003-10-01 DE DE50302102T patent/DE50302102D1/de not_active Expired - Lifetime
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- 2003-10-01 EP EP03022044A patent/EP1405961B1/de not_active Expired - Lifetime
- 2003-10-01 AT AT03022044T patent/ATE315143T1/de not_active IP Right Cessation
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Cited By (20)
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EP1669505A1 (de) | 2004-12-02 | 2006-06-14 | Velthorst Beheer B.V. | Stahlverbundträger mit brandgeschütztem Auflager für Deckenelemente |
ES2311309A1 (es) * | 2005-01-12 | 2009-02-01 | Juan Gregorio Lombardo Maldonado | Semi-viga jacena de hormigon para apoyo de forjados mixtos. |
EP1801302A2 (de) * | 2005-12-20 | 2007-06-27 | Ennio Plateroti | Bodenplatte |
EP1801302A3 (de) * | 2005-12-20 | 2010-07-28 | Ennio Plateroti | Bodenplatte |
EP2096220A1 (de) * | 2008-02-28 | 2009-09-02 | Thomas Friedrich | Vorgespanntes Hohlplattenelement |
WO2010128046A1 (en) * | 2009-05-04 | 2010-11-11 | Arcelormittal Investigación Y Desarrollo S.L. | Fire resistant steel structure |
RU2459049C1 (ru) * | 2011-02-10 | 2012-08-20 | Общество с ограниченной ответственностью "Завод ЖБИ" | Опорный узел сборно-монолитного перекрытия каркасного здания и способ его выполнения |
RU2453662C1 (ru) * | 2011-07-12 | 2012-06-20 | Евгений Петрович Гуров | Сборно-монолитный каркас здания |
CN102912862A (zh) * | 2012-11-08 | 2013-02-06 | 沈阳建筑大学 | 一种预制装配式框架-剪力墙墙-梁平面外连接结构 |
CN103556752A (zh) * | 2013-10-08 | 2014-02-05 | 沈阳建筑大学 | 预制整片剪力墙与梁露骨料连接方法 |
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RU2589779C1 (ru) * | 2015-04-13 | 2016-07-10 | Федеральное государственное бюджетное образовательное учреждение высшего образования "Юго-Западный государственный университет" (ЮЗГУ) | Платформенный сборно-монолитный стык |
US20220049495A1 (en) * | 2018-09-10 | 2022-02-17 | Hcsl Pty Ltd | Building panel |
CN110565797A (zh) * | 2019-08-30 | 2019-12-13 | 浙江中清大建筑产业化有限公司 | 一种用于减震的暗牛腿型梁柱节点连接方法 |
CN110565797B (zh) * | 2019-08-30 | 2021-05-21 | 浙江中清大建筑产业化有限公司 | 一种用于减震的暗牛腿型梁柱节点连接方法 |
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CN113802744B (zh) * | 2021-10-21 | 2022-12-20 | 福建屹鑫钢业有限公司 | 一种h型钢结构空心叠合楼板及制作方法 |
CN114737678A (zh) * | 2022-05-10 | 2022-07-12 | 上海市机械施工集团有限公司 | 一种大跨预制装配式框架结构免支撑结构及施工方法 |
CN114876059A (zh) * | 2022-05-19 | 2022-08-09 | 上海师范大学 | 一种纤维增强混凝土梁柱节点多层式锚固连接结构 |
Also Published As
Publication number | Publication date |
---|---|
DE50302102D1 (de) | 2006-03-30 |
EP1405961B1 (de) | 2006-01-04 |
ATE315143T1 (de) | 2006-02-15 |
ES2256637T3 (es) | 2006-07-16 |
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