Detta på grund av att dragspänningarna visade sig vara koncentrerade på toppen av pålarna snarare än på botten av slagdynan. Resultaten visade att placering av armeringen ovanpå pålarna i fall a) ökade modellens kapacitet med 23,5% och i fall (b) ökade kapaciteten med 18,5%. Modellerna analyseras sedan med hjälp av programvaran ATENA Studio. Syftet bakom två armeringsförhållanden var att observera beteendet hos slagdynan i två fall: a) när brott inträffar innan armering plasticeras b) när brott inträffar medan armeringen plasticeras. Skillnaden mellan modellerna är positionen och förhållandet mellan längsgående armering. Den numeriska analysen började med att skapa fyra pålfundament i ATENA 3D. Beräkningen av skjuvmotståndet baserad på Eurocode2 med hjälp av Srut and tie-metod och sektionsmetod. Detta för att förbättra kunskapen om skjuvspänningar, skjuvöverföringsmekanism, faktorer som påverkar skjuvkapacitet, skjuvbrott och relaterar dem till beteendet hos slagdynan. För att uppnå ovanstående mål utförs en kort genomgång av teoretisk bakgrund rörande skjuvningsfenomen. Målet var att observera vilket armeringsläge som ger den högre bärkapaciteten och att identifiera brottmekanismen i modellerna. För detta ändamål skapas icke-linjära finita elementmodeller av en slagdyna med mjukvaran ATENA 3D. Positionerna inkluderar toppen av pålarna och botten av slagdynan. Abstract ĭet huvudsakliga ämnet för den här avhandlingen handlar om beteendet hos pålfundament som stöds av fyra pålar med två olika positioner av längsgående armering. In particular, the equation for the strength of inclined compressive strut based on Eurocode 2 was very general. The comparison reveals that the design values obtained based on strut and tie method for the model were very conservative. Finally, a comparison between the results of numerical analysis and analytical design approaches based on strut and tie method and sectional approach was performed. It was found that fracture energy had the most significant effect on the results obtained. A parametric study was performed in the model as well to observe the effects of various parameters on the results obtained. #PILE CAP FOUNDATION SOFTWARE CRACK#The potential advantage of placing the reinforcement at the bottom were a better crack control in serviceability limit state and a slightly less fragile failure mode compared to the top position of reinforcement. The final failure mode in the model with top reinforcement position was crushing of the inclined compressive strut at the node beneath the column and in the model with bottom reinforcement position, the splitting of the compressive strut due to tensile stresses developed perpendicular to the inclined strut. This because the tensile stresses were found to be concentrated on top of piles rather than the bottom of the pile cap. The results revealed that placing the reinforcement on top of piles in case (a) increased the capacity of the model by 23.5 % and in case (b) increased the capacity by 18.5 %. #PILE CAP FOUNDATION SOFTWARE SOFTWARE#The models are then analyzed using software ATENA Studio. The purpose behind two reinforcement ratios were to observe the behavior of pile cap model in two cases: a) when failure occurs prior to yielding of reinforcement b) when failure occurs while reinforcement is yielding. The difference between the models being the position and ratio of longitudinal reinforcement. The numerical analysis started by creating four pile cap models in ATENA 3D. Furthermore, the calculation of shear resistance capacity based on Eurocode 2 using strut and tie method and sectional approach is presented. This, in order to enhance the knowledge regarding shear stresses, shear transfer mechanism, factors affecting shear capacity, modes of shear failure and relate them to the behavior of pile cap. To achieve the above goals, a short review of theoretical background concerning shear phenomena is performed. The goal was to observe which position of reinforcement yields the higher bearing capacity and to observe the failure modes in the models. For this purpose, non-linear finite element models of a pile cap are created using software ATENA 3D. The positions include top of piles and bottom of the pile cap. The main topic of this thesis concerns the behavior of concrete pile cap supported by four piles with two varying positions of longitudinal reinforcements. Armering Layout i Betong Pålfundament : En studie baserad på icke-linjär finit elementanalys (Swedish)
0 Comments
Leave a Reply. |
AuthorWrite something about yourself. No need to be fancy, just an overview. ArchivesCategories |