This report provides a comparison between the products cellular concrete, foam concrete and LECA concrete. The questions to be answered during the work is how the cellular concrete stands up in cost terms to the existing competitors on the market, how the concrete products differ in design work, and in which situations the concrete varieties are preferred to use. Cellular concrete is a variant of ordinary concrete, with the difference that the ballast is exchanged from stone materials to expanded polystyrene beads (EPS). This substitution gives a product with higher insulation values but lower weight than ordinary concrete. The work was carried out by designing a survey which was sent to two hundred randomly chosen companies across Sweden, to see the building industry’s opinion of the product cellular concrete. The survey showed that cellular concrete was equals its competitors in terms of price, while the product was said to be more flexible, quicker and easier to cast. Then some of the companies, who participated in the survey, were interviewed to see more carefully, how the price, the workmanship and the time for casting and dehydration differed between the products. Meanwhile, technical data were presented for the products which formed the basis for the U-value calculation and the weight analysis. The result of this work was that LECA concrete is the cheapest option, when the Uvalue is 0,40 W/(mK) and when the total thickness, including the following works, is 200 mm. Cellular concrete was found to be cheaper than foam concrete in small quantities, in the both cases, since the foam concrete must be cast in multiple layers. In addition, foam concrete requires more equipment, which results in a higher fixed cost. Foam concrete becomes, however, more profitable the larger volumes that are cast, because the fixed charges of the product are earned by the low volume cost. Cellular concrete is suitable for smaller works, especially in tight spaces where some insulation is required. Larger volumes are not beneficial because of the high volume cost. Often, the weight may be decisive in the method and material selection. On these occasions, the cellular concrete advantages through both low weight per unit volume and good thermal insulation. To screed the cellular concrete has been shown to cause large additional costs. At times, when no need to screed the concrete surface has occurred, the total cost of the product almost halved. Cellular concrete should not be cast in layers thinner than 50 mm. LECA concrete must be cast in a layer of at least 100 – 120 mm that sufficient adhesion can be obtained. This makes the product unsuitable for small castings, including castings of the existing joists below 100 mm, but works well as foundations. Of those described options, foam concrete is most suitable in larger castings. However, it appears that the main use of foam concrete has been shown to be as a filling material in road embankments.

<p>This report provides a comparison between the products cellular concrete, foam</p><p>concrete and LECA concrete. The questions to be answered during the work is how</p><p>the cellular concrete stands up in cost terms to the existing competitors on the market,</p><p>how the concrete products differ in design work, and in which situations the concrete</p><p>varieties are preferred to use.</p><p>Cellular concrete is a variant of ordinary concrete, with the difference that the ballast</p><p>is exchanged from stone materials to expanded polystyrene beads (EPS). This</p><p>substitution gives a product with higher insulation values but lower weight than</p><p>ordinary concrete.</p><p>The work was carried out by designing a survey which was sent to two hundred</p><p>randomly chosen companies across Sweden, to see the building industry’s opinion of</p><p>the product cellular concrete. The survey showed that cellular concrete was equals its</p><p>competitors in terms of price, while the product was said to be more flexible, quicker</p><p>and easier to cast.</p><p>Then some of the companies, who participated in the survey, were interviewed to see</p><p>more carefully, how the price, the workmanship and the time for casting and</p><p>dehydration differed between the products. Meanwhile, technical data were presented</p><p>for the products which formed the basis for the U-value calculation and the weight</p><p>analysis.</p><p>The result of this work was that LECA concrete is the cheapest option, when the Uvalue</p><p>is 0,40 W/(mK) and when the total thickness, including the following works, is</p><p>200 mm. Cellular concrete was found to be cheaper than foam concrete in small</p><p>quantities, in the both cases, since the foam concrete must be cast in multiple layers.</p><p>In addition, foam concrete requires more equipment, which results in a higher fixed</p><p>cost. Foam concrete becomes, however, more profitable the larger volumes that are</p><p>cast, because the fixed charges of the product are earned by the low volume cost.</p><p>Cellular concrete is suitable for smaller works, especially in tight spaces where some</p><p>insulation is required. Larger volumes are not beneficial because of the high volume</p><p>cost. Often, the weight may be decisive in the method and material selection. On these</p><p>occasions, the cellular concrete advantages through both low weight per unit volume</p><p>and good thermal insulation. To screed the cellular concrete has been shown to cause</p><p>large additional costs. At times, when no need to screed the concrete surface has</p><p>occurred, the total cost of the product almost halved. Cellular concrete should not be</p><p>cast in layers thinner than 50 mm.</p><p>LECA concrete must be cast in a layer of at least 100 – 120 mm that sufficient</p><p>adhesion can be obtained. This makes the product unsuitable for small castings,</p><p>including castings of the existing joists below 100 mm, but works well as foundations.</p><p>Of those described options, foam concrete is most suitable in larger castings.</p><p>However, it appears that the main use of foam concrete has been shown to be as a</p><p>filling material in road embankments.</p>

Byggandet av dagens sjukhus har blivit allt mer komplext. När det kommer till uppbyggnaden av stomkonstruktionen har kraven för vibrationer ökat. För att säkerställa kraven för stomvibrationer måste pågjutningens tjocklek öka med ca 90 mm från standarden som är ca 40 mm. Att utföra denna extra pågjutning är inte ett problem i sig, utan den extra torktiden som tillkommer. Den extra torktiden är inte det enda problemet. De beräkningsprogram som finns ute på marknaden idag kan inte behandla alla typer av konstruktioner och simuleringar, dock skulle det kunna gå att dela upp simuleringsprocessen för uttorkningen emellan beräkningsprogrammen. I denna studie så kommer två olika simulering/beräknings program att tillämpas. Beräkningsprogrammen som kommer att användas är TORKA S och WUFI. Torktiderna kommer att räknas fram genom att kombinera dessa program samt titta på tidigare studier gällande detta projekt. I denna studie har vi valt att ta en närmare titt på hur foggjutningen mellan håldäcken påverkar torktiden för hela delområdet, dvs. foggjutningen och pågjutningen. Resultaten visar att vct för foggjutningen måste vara betydligt lägre än vct för pågjutningen och att torktiderna varierar beroende på vct. Torktiderna för pågjutningen varierar om mätningar görs över fog eller mitt på håldäcken. / Constructions of hospitals today have become more complex than before. As for the construction of the frame structure, the requirements for vibration in the body have increased. To fulfill the requirements for frame vibrations the top coating thickness must be increased with 90 mm ​​from the standard thickness, which is around 40 mm. To perform this extra topping is not the biggest issue. The major problem is the extra drying time that is added in the process. Another large problem is the calculation programs that are available on the market today cannot deal with all types of designs and simulations; however it would be possible to divide the simulation process for the dehydration between different calculation programs. In this study, two different simulation/calculation programs will be used. The programs that will be applied are TorkaS 3.2 and WUFI Pro. Drying times will be generated by combining these programs and look at previous studies similar to this project. In this study we have chosen to take a closer look at how joint cast between the slabs affects the drying time for the entire sub-area, which is the joint cast and topping cast. The results of the w/c-ratio for joint cast must be significantly lower than w/c-ratio for topping and that drying times will vary depending on the w/c-ratio. Drying times for topping will also vary if measurements are made over the joint or middle of the slab.

Skador och slitage på brokonstruktioner av betong beror på tösalter, armeringskorrosion och frostcykler i kombination med ökande trafiklaster. Den i särklass vanligaste reparationsåtgärden för dessa typer av skador är att göra en pågjutning. Metoden går ut på att först avlägsna det skadade eller dåliga betongskiktet innan en ny betong pågjuts. För att bedöma hur bra ett pågjutningsarbete är behöver vidhäftningen mellan den nya pågjutningen och gamla betongen fastställas. Den mest använda metoden för detta syfte är s.k. dragprovning som bestämmer draghållfastheten i vidhäftningen. I praktiken är dock vidhäftningens skjuvhållfasthet av större intresse och approximeras därför utifrån draghållfastheten, men med en vridprovning kan fogens skjuvhållfasthet direkt bestämmas. Syftet med examensarbetet är att undersöka vridprovningens reliabilitet för att i framtiden eventuellt kunna bestämma skjuvhållfastheten på ett mer direkt och korrekt sätt. I examensarbetet undersöks vridprovningens reliabilitet för att bestämma skjuvhållfastheten i fogen mellan pågjutning och gammal betong med dragprovningen som referens. Studien omfattar åtta parallellprovningar av drag- och vridprovningar där den lägst uppmätta skjuvhållfastheten jämförs med fogens dimensioneringsvärde enligt EK2. Examensarbetet görs i samband med Spårväg city-projektet vid Sergels torg, Stockholm, i uppdrag från Trafikkontoret i Stockholm och CBI Betonginstitutet. Resultaten från provningarna visade att fogbrott, som är av intresse, var vanligare för dragprovning än vridprovning. Den stora spridningen av mätvärdena var en konsekvens av det låga antalet fogbrott för vridprovningen. Medelvärdet för fogens draghållfasthet på 1,43 MPa tyder på god vidhäftning, men fogens skjuvhållfasthet bestämd med vridprovning visar ett medelvärde på endast 1,61 MPa och understiger det förväntade värdet på ca dubbla draghållfastheten d.v.s. 2,9 MPa. Intressant är att det lägst uppmätta värdet på skjuvhållfastheten på 0,83 MPa var ovanligt lågt, men fortfarande större än dimensioneringsvärdet enligt EK2 på 0,59 MPa. Studien har visat att vridprovningen är en svårtydlig metod för att bestämma skjuvhållfastheten i fogen mellan pågjutning och gammal betong. Anledningen till detta beror främst av tre faktorer, för få antal provningar, den stora spridningen av mätvärden samt de svårtolkade brottmoderna från vridprovningen. Trots detta tros vridprovningen vara en framtida metod för konstruktörer och beställare eftersom metoden är ett bra mätverktyg för att bestämma skjuvhållfastheten för pågjutna betongkonstruktioner som helhet och inte bara i fogen mellan pågjutning och befintlig betong. / Damages and wear on concrete bridges are due to de-icing salt or salt water, reinforcement corrosion and repeated freeze-thaw cycles in combination with increasing traffic loads. The most common repair operation for these types of damages is to remove the deteriorated concrete and replace it with a new concrete overlay. To evaluate how well a bonded concrete overlay is, the bond strength between the new and old concrete has to be determined. The most widely used method for this purpose is the so-called pull off test to determine the tensile bond strength. In practice however the shear bond strength is of greater interest and is therefore approximated on the basis of tensile bond strength, but with a torsion test the shear bond strength can be directly determined. The purpose of this study is to investigate the reliability of the torsion test to determine the shear bond strength in a more direct and accurate manner. The thesis examines the reliability of the torsion test to determine the shear bond strength with the pull off test as a reference. The study includes eight parallel tests of pull off and torsion tests where the lowest measured shear bond strength is compared with the calculated design value of shear bond strength according to EC2. The work is done in connection with the Spårväg city project at Sergels torg, Stockholm, in collaboration with the Traffic Administration Office in Stockholm and CBI, the Swedish Cement and Concrete Research Institute. The results of the tests showed that the failures in the interface between new and old concrete, which are of interest, were more common for pull off tests than torsion tests where only two of the eight test samples showed failure in the interface. The wide scatter of the measured values is a consequence of the low number of failures in the interface. The mean value of the tensile bond strength was 1,43 MPa, which indicates good bond strength. The shear bond strength however made with torsion tests show a mean value of only 1,61 MPa. Lower than the expected value of about twice the tensile bond strength of 2,86 MPa. Interestingly, the lowest measured value of the shear bond strength of 0,83 MPa was unusually low, but still higher than the calculated design value of shear bond strength of 0.59 MPa according to EC2. The study has shown that torsion test is a difficult method for determining the shear strength of the bond between the new and old concrete. The reason for this is mainly due to three factors, the low number of tests, the large scatter of values, and the difficulty to interpret failures of the test samples. Despite this the torsion test seems to be a future method for structural engineers and contractors as a tool to determine shear strength for repaired concrete structures in general and not only the shear bond strength.