DK152552B - Floor or floor element for building constructions - Google Patents
Floor or floor element for building constructions Download PDFInfo
- Publication number
- DK152552B DK152552B DK501481A DK501481A DK152552B DK 152552 B DK152552 B DK 152552B DK 501481 A DK501481 A DK 501481A DK 501481 A DK501481 A DK 501481A DK 152552 B DK152552 B DK 152552B
- Authority
- DK
- Denmark
- Prior art keywords
- beams
- concrete
- tire
- floor
- thin
- Prior art date
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C2/00—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels
- E04C2/44—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels characterised by the purpose
- E04C2/50—Self-supporting slabs specially adapted for making floors ceilings, or roofs, e.g. able to be loaded
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- On-Site Construction Work That Accompanies The Preparation And Application Of Concrete (AREA)
- Building Environments (AREA)
- Rod-Shaped Construction Members (AREA)
- Panels For Use In Building Construction (AREA)
- Transition And Organic Metals Composition Catalysts For Addition Polymerization (AREA)
Description
Den foreliggende opfindelse angår et dask eller dæk-element til· bygningskonstruktioner og opbygget af parallelle, lette bjælker placeret i afstand fra hinanden, hvilke bjælker er fremstillet af metalplade, hvis godstykkelse ikke overstiger 4 mm og hvor bjælkerne er indstøbt i et overflade- og volumendannende middel.BACKGROUND OF THE INVENTION The present invention relates to a slab or deck element for building structures and constructed of parallel, lightweight beams spaced apart, which beams are made of sheet metal, the thickness of which does not exceed 4 mm and the beams are embedded in a surface and volume forming agent.
At bukke bjælker til brug som bjælkelag i dæk af tynd plade har vundet mere og mere terræn, navnlig inden for de områder, hvor belastningerne er begrænsede. Ifølge den svenske stats stålbygningskomités "Normer for tunnplåtkon-struktioner 79", StBK-5, menes der med tynde plade stålog aluminiumsplade med en tykkelse på mindre end 4 mm.Bending beams for use as thin-layered decking has gained more and more terrain, especially in areas where loads are limited. According to the Swedish State Steel Building Committee's "Standards for Thin Plate Structures 79", StBK-5, is meant by thin sheet steel alloy plate with a thickness of less than 4 mm.
Tyndpladekonstruktionernes belastningsoptagende evne begrænses ofte i mindre grad af materialets styrkeegenskaber, men i højere grad af tendensen til buling af deloverflader.The load-absorbing ability of thin plate structures is often limited to a lesser extent by the strength properties of the material, but to a greater extent by the tendency to bulge sub-surfaces.
En konventionel Z- eller U-formet tyndpladebjælke løber eksempelvis en stor risiko for buledannelse både i krop og trykflange længe inden materialets strækgrænse overskrides. Også vridning af bjælkerne forekommer.For example, a conventional Z- or U-shaped thin-plate beam carries a high risk of bulging both in the body and the pressure flange long before the tensile limit of the material is exceeded. Also twisting of the beams occurs.
Også andre såkaldte lette bjælker kan komme til anvendelse i dæk, hvor bjælkematerialet ikke fuldstændigt udgøres af stålplade. Som eksempel på materialer, der kan supplere stålplade, kan nævnes træfiberplade. Også disse bjælker er udsat for foldedannelse i både træfiberpladen og stålpladen.Other so-called light beams can also be used in decks where the beam material is not completely made of steel plate. Examples of materials that can supplement steel sheet are wood fiber board. Also these beams are subject to folding in both the wood fiber board and the steel sheet.
Fra beskrivelsen til dansk patent nr. 111.462 kendes en etageadskillelse, hvor der som overflade- og volumendannende middel anvendes skumplast. Dette materiale har ikke vist sig at have tilstrækkelig styrke og stivhed til at forhindre den ovenfor omtalte foldning af tyndpladeprofilerne, af hvilken grund man forbandt pladeprofilerne med tværgående tråde. Sådanne tråde kan imidlertid forhindre en foldning af profilernes kroppe og plastmaterialet har heller ikke tilstrækkelig stivhed til at stabilisere tyndpladen. Man har derfor også med den kendte konstruktion måttet kalkulere med en lav belastning af tyndpladematerialet.From the specification of Danish Patent No. 111,462, a floor separation is known in which foam plastic is used as surface and volume forming agent. This material has not been found to have sufficient strength and rigidity to prevent the above-mentioned folding of the thin-plate profiles, for which reason the plate profiles were connected with transverse threads. However, such threads can prevent folding of the bodies of the profiles and the plastic material also does not have sufficient stiffness to stabilize the thin plate. Therefore, with the known construction, it was also necessary to calculate with a low load of the thin sheet material.
Opfindelsens formål er at tilvejebringe et dæk eller dækelement af den indledningsvis nævnte art, ved hvilket risikoen for foldning af tyndpladeprofilerne er væsentligt reduceret, således at tyndpladeprofilernes styrkeegenskaber bedre kan udnyttes, samtidig med, at konstruktionen bibeholder sin lethed og isoleringsevne.The object of the invention is to provide a tire or cover element of the kind mentioned above, in which the risk of folding the thin-plate profiles is substantially reduced, so that the strength properties of the thin-plate profiles can be better utilized, while the construction retains its lightness and insulating ability.
Det har nu overraskende vist sig, at man praktisk taget kan eliminere risikoen for foldedannelse i dæk eller dækelement ved ifølge opfindelsen at dækket udformes som angivet i den kendetegnende del af krav 1. Gas- eller cellebetonen har ikke tilstrækkelig trækstyrke til direkte at deltage i kraftoptagelsen fra belastningen, men virker indirekte på grund af sin hårdhed til at stabilisere de lette bjælker mod foldning og vridning. De lette bjælker kan dermed fremstilles i det væsentlige uden den overdimensionering, som normalt bruges for at opnå den fornødne stabilitet mod foldning og vridning. Dermed kan belastningen på dækket forøges betydeligt, samtidig med, at man opnår bærende overflader og en vis varme- og lydisolering. Benytter man cellebeton, dvs. gasbeton med lukkede porer, opnås desuden en tilstrækkelig fugtspærre.It has now surprisingly been found that it is practically possible to eliminate the risk of folding in the tire or tire element by according to the invention the tire is designed as defined in the characterizing part of claim 1. The gas or cell concrete does not have sufficient tensile strength to directly participate in the absorption of power. from the load, but acts indirectly because of its hardness to stabilize the light beams against folding and twisting. The light beams can thus be made substantially without the over-dimensioning which is normally used to obtain the necessary stability against folding and twisting. Thus, the load on the tire can be significantly increased, while at the same time achieving load-bearing surfaces and some heat and sound insulation. If cell concrete is used, ie gas concrete with closed pores, a sufficient moisture barrier is also obtained.
Opfindelsen skal beskrives nærmere i den efterfølgende, mere udførlige beskrivelse, under henvisning til tegningen, på hvilken fig. 1 i gennemskæring viser et dæk ifølge opfindelsen bestående af overfladearmeret gasbeton og Z-bjælker af tynd plade, fig. 2 viser en gennemskæring af et dækelement ifølge en anden udførelsesform for opfindelsen, og fig. 3 og 4 viser henholdsvis uindstøbte tyndplade-bjælker og et dækelement ifølge opfindelsen opbygget af to tyndpladebjælker og gasbeton under prøvebelastning.The invention will be described in more detail in the following, more detailed description, with reference to the drawing, in which FIG. Figure 1 is a sectional view of a tire according to the invention consisting of surface reinforced gas concrete and thin-plate Z-beams; 2 is a sectional view of a cover element according to another embodiment of the invention; and FIG. Figures 3 and 4 show, respectively, un-embedded thin-plate beams and a cover element according to the invention constructed of two thin-plate beams and gas concrete under test load.
Det er et kendt faktum, at ved letbjælker 2, hvor kroppen 5 eller flangerne 6 udgøres af tynd metalplade, sker der en foldning af disse, inden man når op på den teoretiske ma-terialebrudspænding for det pågældende materiale. Det er også kendt, at der behøves forholdsvis små kræfter for at forhindre udbulingen. Udbulingen i kroppen og flangerne 6 forhindres ved, at man omkring bjælken 2 ifølge opfindelsen støber gasbeton 3. Gasbetonen 3 skal desuden helt udfylde områ det mellem bjælkerne 2 i dækket 1 eller dækelementet 16. Hvorvidt man skal konstruere bjælkelaget i form af præfabrikerede elementer eller støbe det på brugsstedet, beror på omstændighederne og den type gasbeton, som anvendes. Skal gasbetonen 3 fremstilles ved gæring, såsom højtryksdamphærdet gasbeton, er det givetvis den eneste mulighed at sammenføje bjælkelaget af dækelementer 16, som fremstilles på fabrik i passende længder og derefter monteres på plads.It is a known fact that at light beams 2, where the body 5 or the flanges 6 are made of thin metal sheet, a folding of these occurs before the theoretical material breaking stress of the material concerned is reached. It is also known that relatively small forces are needed to prevent the bulge. The bulge in the body and the flanges 6 is prevented by casting gas concrete 3. Around the beam 2 according to the invention, the gas concrete 3 must also completely fill the area between the beams 2 in the deck 1 or the cover element 16. Whether to construct the beam layer in the form of prefabricated elements or mold it at the point of use depends on the circumstances and the type of gas concrete used. Of course, if the gas concrete 3 is to be made by fermentation, such as high-pressure steam-cured gas concrete, the only option is to join the beam layer of cover elements 16, which are manufactured at the factory in suitable lengths and then mounted in place.
En anden måde at fremstille gasbeton 3 på er at anvende et luftindblandingsstof i cement-vand-blandingen og derefter indpiske luft i denne blanding til en passende mængde.Another way to make gas concrete 3 is to use an air admixture in the cement-water mixture and then whisk air in that mixture to an appropriate amount.
Hvis der ønskes en stærkere gasbeton 3 formindskes luftindblandingen og vice versa. Vægtfylden kan ved hensigtsmæssige til- 3 sætninger og med passende maskinel nedbringes til 200 kg/m , 3 men kan også fås til at stige til 900 kg/m . Det siger sig selv, at hvis man vil tilvejebringe et så lavt varmegennemgangstal som muligt, skal man holde vægtfylden nede, men da på bekostning af styrken. Gasbeton 3 fremstillet ved luftindblæsning i cement-vand-blandingen med et luftdannende tilsætningsmiddel, betegnes normalt skumbeton. Skumbetonen har i modsætning, til den varmeekspanderede gasbeton helt lukkede porer. Dette kan være en fordel, da denne ikke slipper fugtighed igennem, og en eventuel behandling af bjælkelaget for at tilvejebringe en fugtspærre bliver derfor unødvendig. Et dæk 1 af skumbeton kan sammensættes af dækelementer 16 eller støbes helt på plads. Formanbringelsen bliver på grund af dækkets 1 lethed enkel og fremstillingen af skumbeton er let o g kræver ingen særlig komplicerede håndteringsindretninger. For at modvirke overfladesprækker plejer.man at overfladearmere 4 gasbetonen 3.If a stronger gas concrete 3 is desired, the air entrainment is reduced and vice versa. The weight can be reduced to 200 kg / m 3 by appropriate additions and with suitable machinery, 3 but can also be increased to 900 kg / m. It goes without saying that if you want to provide as low a heat transfer rate as possible, you must keep the weight down, but at the expense of the strength. Gas concrete 3 produced by air injection into the cement-water mixture with an air-forming additive is usually referred to as foam concrete. The foam concrete, in contrast to the heat-expanded gas concrete, has completely closed pores. This can be an advantage as it does not let moisture through, and any treatment of the joist layer to provide a moisture barrier becomes unnecessary. A foam concrete deck 1 can be composed of cover elements 16 or molded completely in place. Due to the lightness of the tire, the molding is simple and the manufacture of foam concrete is easy and requires no very complicated handling devices. To counteract surface cracks, the surface reinforcer 4 usually uses the gas concrete 3.
Hos visse bjælkelag ønsker man at varmegennemtrængnings-evnen skal være så lav som muligt. Dette gælder fx ved kældereller vindbjælkelag i villaer. For at undgå kuldebroer anvender man tyndpladebjælker 2 med gennembrudte kroppe. Gasbetonens tykkelse må også afstemmes efter dens vægtfylde og lagets bæreevne og krav til varmeisolation. En anden konstruktion med lette bjælker med meget lille kuldebroseffekt er opbygget som et rektangulært rør 7 med de to kroppe 5 af træfi- berplade og flangerne 6 af tyndpladeprofiler. For at forøge denne bjælkes 2 bæreevne ved at eliminere risikoen for buledannelse, opfyldes her også hulheden i røret 7 med gasbeton.For some joists, the heat penetration ability is to be as low as possible. This applies, for example, to basements or windbreaks in villas. To avoid cold bridges, thin plate beams 2 with pierced bodies are used. The thickness of the gas concrete must also be adjusted according to its density and the bearing capacity and heat insulation requirements. Another construction with light beams with very little bridging effect is constructed as a rectangular tube 7 with the two bodies 5 of wood fibreboard and the flanges 6 of thin plate profiles. In order to increase the carrying capacity of this beam 2 by eliminating the risk of bulging, the cavity of the pipe 7 with gas concrete is also filled here.
EksempelExample
Til at sammenligne hvor meget et dækelement 16 med to i gasbeton 3 indstøbte bjælker 2 tåler i forhold til to bjælker 2, som ikke var indstøbte, gennemførtes følgende forsøg under henvisning til fig. 3 og 4.To compare how much a cover element 16 with two beams 2 embedded in gas concrete 3 withstands two beams 2 which were not embedded, the following experiments were carried out with reference to fig. 3 and 4.
Der fremstilledes fire stk. Z-formede letbjælker 2 af 2 mm stålplade. Bjælkernes højde var 200 mm og længden 5000 mm.Four pieces were prepared. Z-shaped light beams 2 of 2 mm steel plate. The height of the beams was 200 mm and the length 5000 mm.
I det første forsøg, som vises på fig. 3, blev der lagt to bjælker 2 symmetrisk og vandret på to støtter 8 af firkantede rør vinkelret på støtternes 8 parallelle længderetning. Afstanden mellem støtterne 8 var 4700 mm og mellem bj-ælkerne 600 mm. Midt på bjælkerne med en indbyrdes afstand af 2250 mm og parallelt med støtterne -8, blev der først lagt to belastnings- bomme 9 og ovenpå disse i bjælkernes 2 retning og midt mellem disse en I-bjælke 10. I-bjælken 10 belastedes midt mellem lastbommene successivt med belastninger 11, samtidigt med at den maksimale nedbøjning af bjælkerne 2 måltes. Nedbøjningen voksede stort set retliniet med belastningen 11 fra 0 til 40 mm ved 34,0 kN. Ved 38,0 kN brød bjælkerne 2 sammen ved udbuling.In the first experiment shown in FIG. 3, two beams 2 were laid symmetrically and horizontally on two supports 8 of square pipes perpendicular to the parallel longitudinal directions of the supports 8. The distance between the supports 8 was 4700 mm and between the bj-milks 600 mm. In the middle of the beams with a spacing of 2250 mm and parallel to the supports -8, two loading bars 9 and on top of these were first laid in the direction of the beams 2 and in the middle between them an I-beam 10. The beam 10 was loaded in the middle between the load booms successively with loads 11, while measuring the maximum deflection of the beams 2. The deflection grew substantially straight with the load 11 from 0 to 40 mm at 34.0 kN. At 38.0 kN, the beams 2 collapsed during bulging.
I det andet forsøg, som vises på fig. 4, indstøbtes bjælkerne symmetrisk i gasbeton 3 til et element 12 med bredden 1200 mm og højden 250 mm. Porebetonen 3 havde en rumfangs- 3 vægt på 516 kg/m og var fremstillet ved i en blanding af vand, cement og skumdanner at indblæse luftbobler ved hjælp af en til formålet specielt udformet maskine. Både ved oversiden 13 og ved undersiden 14 af elementet 16 blev der indstøbt armeringsnet 15, ca. 5 mm under overfladen 13,14. Prøvebelastningen udførtes på samme måde som ved de nøgne bjælker 2 som beskrevet ovenfor. Det bør påpeges, at såvel støtten 8 som lastbommene 9 var 1200 mm lange og således strakte sig over hele elementets 16 bredde. Også her voksede nedbøjningen stort set retliniet med belastningen fra 0 til 17 mm ved 34,0 kN og 27 mm ved en belastning på 49 kN. Der opstod forskydningsbrud ved støtterne 8 ved 64,0 kN.In the second experiment shown in FIG. 4, the beams were symmetrically embedded in gas concrete 3 to an element 12 having a width of 1200 mm and a height of 250 mm. The pore concrete 3 had a volume 3 weight of 516 kg / m and was made by blowing air bubbles in a mixture of water, cement and foam with the aid of a specially designed machine. Both at the upper side 13 and at the lower side 14 of the element 16, reinforcement mesh 15, approx. 5 mm below the surface 13.14. The test load was carried out in the same way as for the bare beams 2 as described above. It should be noted that both the support 8 and the cargo bars 9 were 1200 mm long and thus extended over the entire width of the element 16. Here, too, the deflection grew substantially straight with the load from 0 to 17 mm at 34.0 kN and 27 mm at a load of 49 kN. Shear fractures occurred at supports 8 at 64.0 kN.
Eksemplet viser, at bjælker 2 indstøbt i gasbeton 3 tåler en belastning, som er næsten dobbelt så stor som nøgne bjælker 2 ved en nedbøjning, som er ca. halvt så stor. Letbjælkernes 2 teoretiske strækgrænsebelastning ved ureduceret tværsnit er beregnet til 72,6 kN. Gasbetonen 3 afstiver således den lette bjælke 2, således at stålets strækgrænseområde i dette tilfælde udnyttes: med 88% mod 52% ved uindstøbte bjælker 2, hvor udbulingen ikke forhindres på nogen måde.The example shows that beams 2 embedded in gas concrete 3 can withstand a load that is almost twice that of bare beams 2 at a deflection which is approx. half the size. The theoretical stretching limit load of the light beams 2 for unreduced cross section is calculated to 72.6 kN. The gas concrete 3 thus strengthens the light beam 2, so that in this case the tensile area of the steel is utilized: with 88% versus 52% for un-embedded beams 2, where the bulging is not prevented in any way.
Claims (3)
Applications Claiming Priority (2)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
SE8008275A SE442756B (en) | 1980-11-26 | 1980-11-26 | BERLAG |
SE8008275 | 1980-11-26 |
Publications (3)
Publication Number | Publication Date |
---|---|
DK501481A DK501481A (en) | 1982-05-27 |
DK152552B true DK152552B (en) | 1988-03-14 |
DK152552C DK152552C (en) | 1988-08-01 |
Family
ID=20342322
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
DK501481A DK152552C (en) | 1980-11-26 | 1981-11-12 | ROOF OR ROOF ELEMENT_ FOR BUILDING CONSTRUCTIONS. |
Country Status (4)
Country | Link |
---|---|
DK (1) | DK152552C (en) |
FI (1) | FI70445C (en) |
NO (1) | NO813935L (en) |
SE (1) | SE442756B (en) |
Families Citing this family (1)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN105442746B (en) * | 2014-09-17 | 2018-04-17 | 北新集团建材股份有限公司 | A kind of composite plate |
-
1980
- 1980-11-26 SE SE8008275A patent/SE442756B/en not_active IP Right Cessation
-
1981
- 1981-11-12 FI FI813593A patent/FI70445C/en not_active IP Right Cessation
- 1981-11-12 DK DK501481A patent/DK152552C/en not_active IP Right Cessation
- 1981-11-19 NO NO813935A patent/NO813935L/en unknown
Also Published As
Publication number | Publication date |
---|---|
SE442756B (en) | 1986-01-27 |
FI70445C (en) | 1986-09-19 |
NO813935L (en) | 1982-05-27 |
DK501481A (en) | 1982-05-27 |
FI813593L (en) | 1982-05-27 |
DK152552C (en) | 1988-08-01 |
SE8008275L (en) | 1982-05-27 |
FI70445B (en) | 1986-03-27 |
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