![]() ![]() ![]() Minimum shear stress at 2d from face of load v Rd,c,min = 0.035k s 3/2 × (f ck) 0.5 = 0.495 N/mm 2 ![]() PASS – Total slab capacity in punching at face of loaded area exceeds applied load Maximum load capacity in punching P p,max = v max × u 0 × d = 3240.0 kN Shear stress at face of contact area v max = 0.5k 2f cd = 4.500 N/mm 2 Length of perimeter at face of loaded area u 0 = 8 (l l + l w) = 4800 mm Punching shear at the face of the loaded area PASS – Total slab capacity exceeds applied load Loading applied to slab F uls = N × = 528.0 kN Ultimate capacity under quadruple internal concentrated loadsįor a/l equal to 0 (Eqn. Ultimate capacity under dual internal concentrated loadsįor a/l equal to 0 (Eqn. Ultimate capacity under single internal concentrated loadsįor a/l equal to 0 (Eqn. Loading – Quadruple internal 300 x 300 point loadĮquivalent contact radius ratio a = 0.5 = 169.3 mm 20) l = 0.25 = 924 mmĬharacteristic of system (Eqn. Secant modulus of elasticity of concrete E cm = 22 kN/mm 2 × 0.3 = 31 kN/mm 2 Mean value of axial tensile strength f ctm = 0.3 N/mm 2 × (f ck) 2/3 = 2.6 N/mm 2įlexural tensile strength f ctd,fl = f ctm × (1.6 – h /1000) / γ c = 2.4 N/mm 2ĭesign concrete compressive strength (cylinder) f cd = f ck / γ c = 16.7 N/mm 2 Mean value of compressive cylinder strength f cm = f ck + 8 N/mm 2 = 33 N/mm 2 Modulus of subgrade reaction k = 0.030 N/mm 3Ĭharacteristic compressive cylinder strength f ck = 25 N/mm 2Ĭharacteristic compressive cube strength f cu = 30 N/mm 2 The minimum recommended slab thickness for a ground-supported slab is 150 millimetres.Ĭoncrete (with or without fibre) γ c = 1.50 Line loads and uniformly distributed loads are evaluated using an elastic analysis based on Hetenyi’s Beams on Elastic Foundation. It is taken into account that a portion of the load will be transferred through the slab to the ground. ![]() The design of the slab against punching shear around concentrated loads is based on Eurocode 2 for suspended slabs. Therefore, there are no separate checks for design serviceability. As the avoidance of cracks on the upper surface is a primary requirement for serviceability, the bending moment of the slab along the hogging yield lines is limited to the design cracking moment of the concrete, albeit with the partial safety factor appropriate to the ULS.Īccording to TR34, this is not a true ULS because the floor will not have collapsed, and the design process is meeting a serviceability requirement instead. Clearly, sufficient rotation capacity of the sagging yield lines is required in order to mobilise the hogging moment capacity.Īt the ULS, it is assumed that the bending moment along the sagging (positive moment) yield lines is the full plastic (or residual post-cracking) value. The innovative 120 x 300 size allows spaces to be conceived with a brand new vision that clearly displays its matrix of inspiration.The design of slabs for flexure under point loads at the ultimate limit state (ULS) is based on yield line theory, which necessitates sufficient plasticity to assume plastic behaviour. Industrial presents itself in its purest form, to be used across the board, efficiently and captivatingly, i This neutral and linear surface is distinguished for being modern and simple, expressing itself through a mix of colours, sizes and decorations. S become modern metropolitan lofts, perfectly integrated in the surrounding area and given a warm touch by the presence of elements in wood and metal to offer new design inspirations and broaden the decorative possibilities of this Floor Gres range. The materials research carried out by Floor Gres is enriched by a new interpretation of cement with “Industrial”, offering a new style with an industrial accent, inspired by the world of machines filtered through an aesthetic vision. ![]()
0 Comments
Leave a Reply. |
AuthorWrite something about yourself. No need to be fancy, just an overview. ArchivesCategories |