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Programe software pentru arhitectura, instalatii, structuri beton, metal CYPE

Studiu comparativ Cypecad vs. Etabs - Analiza seismica si design-ul unei cladiri cu 10 etaje CYPE

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Pagina 1 - Studiu comparativ Cypecad vs. Etabs - Analiza seismica si design-ul unei cladiri cu 10...

Estudio comparativo entre CYPECAD Y ETABS software Pórtico Simple EXAMPLE SEISMIC ANALYSIS & DESIGN OF 10 STOREY RC BUILDING MKS system of units Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building 1. Introduction The following report is based on a comparison between the software program of CYPE Ingenieros S.A. and ETABS CSI, using ETABS’ example: ‘Seismic Analysis & Design of 10 storey RC building (equivalent lateral force)’, which can easily be accessed on Internet. 2. Dimensions Figure 1. Floor plan Dimensions [metres] (Source: CYPECAD) Figure 2. Floor height dimensions [metres] (Source: CYPECAD) Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building 3. Materials The MKS system of units is used (metres, kilograms and seconds). Regarding the design codes to be applied, ACI 318-08 of the American Concrete Institute has been selected for CYPECAD and ACI 318-02 for ETABS soft

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ware. Concrete: 280 kg/cm2 4200 [kg/cm2]  grade 60 (60000 psi) Reinforcement steel: Modulus of Elasticity: 250998 kg/cm2 Density:2.5 t/m3 Poisson’s ratio: 0.2 Fixity at the supports: CYPECAD, by default, considers nodes fixed at the foundations as having external fixity. ETABS does not take into account this fixity and must be defined by users. In this case, rigid soil is assumed to be present and so, all the elements are restrained. Stiffness of the elements The stiffness of the elements has been adjusted in both programs so they are the same, even though, by default, the values provided in each program are different. Beams: Moment of Inertia y = 0.0054 m4 Moment of Inertia z = 0.00135 m4 Torsion constant = 0.003708 Cover = 4 cm Section property modifiers: To be able to work with fissured sections, following that suggested by ACI, the properties of the sections can be affected by applying coefficients which multiply the values of the gross section. In this example, only the t

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orsional stiffness of the beam is to be cancelled by reducing it to 1%: Bending = 1 Torsion = 0.01 Axial = 1 Columns: Moment of Inertia x = 0.002133 m4 Moment of Inertia y = 0.002133 m4 Torsion constant = 0.003708 Cover = 4 cm Section property modifiers: Bending = 1 Torsion =0.16 Axial = 2 Panels: 15 cm thick concrete slab Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building Stiffness = 1 Walls: 20 cm thick concrete walls Nodes: The beam-column and column-beam connection is defined as rigid for both software programs by applying a coefficient of 1. The size of the node is considered in both CYPECAD and ETABS. A stiffness factor equal to 1 is provided in both software programs. CYPECAD, having defined the floor slabs, automatically defines each linear element as a rigid diaphragm. In ETABS, a rigid diaphragm must be assigned at floor level to be able to consider the general behaviour to act as a rigid body in the plane. Furthermo

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re, in ETABS, users must bear in mind that some of the nodes on the floor may not coincide with the corners of the area elements of the level. Hence, it is recommended a point rigid diaphragm be assigned as well as an area diaphragm. Figure 3. Rigid diaphragm assignation (Source: ETABS) 4. Panels CYPECAD allows users to define joist floor slabs, waffle slabs and flat slabs. In the case of flat slabs, the panel is considered to be a rigid diaphragm with two-way spanning loads. The parameters that have to be specified to define the slab are the depth and reinforcement direction. Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building Figure 4. Panel manager (Source: CYPECAD) ETABS allows for users to define the slab sections and cover. The floor slab sections can consist of one-way spanning or two-way spanning reinforcement. Therefore, to define two-way spanning ribs, it must only be edited at the beginning of the job when the data of t

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he grid is defined. Figure 5. Building plan grid systems (Source: ETABS) For this example, a two-way spanning flat slab is selected. Users have to define the material, thickness and type of behaviour of the element (membrane, plate or shell). ETABS allows for an area with membrane behaviour be used as an instrument to distribute loads. This is useful when automatically distributing the loads of a floor slab in one or two directions to its beams using the tributary area criteria. Therefore, area-type elements are defined as membranes. The program carries out a triangular type distribution on each beam, bearing in mind the areas and loads. The differences in the force distribution ETABS carries out on floor slabs with and without a reinforcement mesh can be seen in section 4.1.2. Force diagrams of the frame with an adjacent slab. Another aspect to be mentioned, which also affects the design, is how the type of behaviour of the membrane causes ETABS to not take into account these elemen

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ts as structural components. Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building Figure 6. Slab properties panel (Source: ETABS) 4.1. Load distribution comparison in the software programs The properties of the linear elements defined for the example have been maintained, but the number of frames has been reduced to analyse the influence of the load distribution on the slab. 4.1.1. Force diagrams of the frame without an adjacent floor slab Shown below are the bending moment and shear force diagrams for the self-weight loadcase of the frame without an adjacent floor. Figure 7. Simple Frame 3D Model (Source: CYPECAD and ETABS) Bending moment redistribution: The negative moments are not redistributed. Single-span frame structure without a floor slab Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building The bending moments and shear forces obtained in the frame are the same for both

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software programs, as can be seen in Table 11. Figure 8. Moment and shear forces in the frame without slab due to Self-Weight [metres and tons] Self-Weight Loadcase Units CYPECAD ETABS Average Variance Deviation Dev. % Middle span moment (+) Tn.m 0,92 0,925 0,92 0 0 0 Extreme face moment(-) Tn.m 0,85 0,839 0,84 0 0 0 Shear Tn 1,26 1,26 1,26 0 0 0 Table 1. Moment and shear values obtained in the frame without slab and their statistical comparison The axial forces in the columns are displayed in Figure 64. If we look at the top of the column, it can be seen that CYPECAD obtains a smaller axial force than ETABS for the same shear force diagram. Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building Figure 9. Axial forces in columns due to Self-Weight [tons] Self-Weight Loadcase Units CYPECAD ETAB Average Variance Deviation Dev. % Axial force (top extreme) tn 2,76 2,94 2,85 0,0081 0,09 6,32

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Axial force (bottom extreme) tn 3,72 3,90 3,81 0,0081 0,09 5,2 Table 2. Axial values in columns due to Self-Weight and their statistical comparison CYPECAD, as really occurs in a structure, calculates the axial force in the column due to the load reaching it from the node and from the corresponding parts of the beams bearing on the node. Figure 10. Linear elements considered when computing the load in the column [metres] (Source:Autocad) Weight of the node = base x depth x density = 0.40 m x 0.40 m x 0.60 m x 2.5 t/m3 = 0.24 tn. Weight of the adjacent beams = 2 beams x length x width x depth x density = 2 x 2.8 m x 0.30 m x 0.60 m x 2.5 tn/m3 = 2.52 tn. Total = weight of the node + weight of the beams = 0.24 tn. + 2.52 tn. = 2.76 tn. Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building In ETABS, the overlap of non-collinear bar-type elements are taken into account at rigid ends, as occurs for example, at the connection po

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int of the beam with the column. Therefore, ETABS provides an oversized axial force. Figure 11. Linear elements considered when computing the load in the column [metres] (ETABS) Weight of the node + weight of the beams = 2.76 tn. Weight of the beams inside the node = 2 beams x length x width x depth x density= 2 x 0.2 m x 0.3 m x 0.60 m x 2.5 tn/m3 = 0.18tn. Total = weight of the node + weight of the beams inside the node = 2.76 tn. + 0.18 tn. = 2.94tn Three-span frame structure without floor slabs From the figures and tables below, it can be seen that CYPECAD obtains slightly smaller moments and shear forces than ETABS for the longitudinal beam (beam 1), whilst the forces in the transverse beams (beams 2 and 3) are the same with both software programs. Figure 12. Moments and shear forces in three-span frame structure without slabs due to Self-Weight [metres and tons] (Source: CYPECAD) Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC bu

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ilding Figure 13. Moments in three-span frame structure without slabs due to Self-Weight [metres and tons] (Source: ETABS) Figure 14. Shear forces in three-span frame structure without slabs due to Self-Weight [metres and tons] (Source: ETABS) x=0,2 x=3 x=6 x=9 X=12 x=15 x=17,8 CYPECAD -0.68 0.75 -1.42 0.54 -1.42 0.75 -0.68 ETABS -0.702 0.794 -1.499 0.647 -1.378 0.794 -0.702 CYPECAD 1.14 -0.12 (-1.38) (1.26) 0.00 (-1.26)(1.38) 0.07 -1.14 ETABS 1.17 -0.09 (-1.35)(1.26) 0.00 (-1.26)(1.35) 0.09 -1.17 Beam 1 Flexion Shear Table 3. Moment and shear values in three-span frame structure without slabs due to Self-Weight. Beam 1. Beam 3 x=0,2 x=3 x=5,8 CYPECAD -0.85 0.92 -0.85 Beam 2 Flexion Shear ETABS -0.839 0.925 -0.839 CYPECAD 1.26 0.00 -1.26 ETABS 1.26 0.00 Beam2 -1.26 Beam 1 Table 4. Moment and shear values in three-span frame structure without slabs due to Self-Weight. Beam 2. x=0,2 x=3 x=5,8 CYPECAD ETABS -0.85 -0.839

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0.92 0.925 -0.85 -0.839 CYPECAD 1.26 0.00 -1.26 ETABS 1.26 0.00 -1.26 Beam 3 Flexion Shear Table 5. Moment and shear values in three-span frame structure without slabs due to Self-Weight. Beam 3. Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building 4.1.2. Force diagrams of the frame with an adjacent floor slab Below are the force diagrams obtained when a 15 cm thick concrete slab is introduced. Figure 15. Slab properties (Source: CYPECAD) Figure 16. Slab properties (Source : ETABS) CYPECAD automatically discretises the float slab into a bar-type element mesh with a maximum bar size of 25 cm. Hence, for a length of 600cm, it divides the slab into a 24 x 24 grid. In ETABS the discretisation is carried out using the mesh areas command.For this example, even though ETABS has a very similar mesh to CYPECAD, ETABS requires a longer period of time to process it than CYPECAD. Figure 17. Slab discretisation (Source: ETABS) Sin

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gle-span frame structure with a floor slab The distribution sensitivity of the slab loads on the beams and columns is very high especially at corners where the shear forces are large. For this reason, it is important to take into account the position of the meshing distribution to ensure a fair comparison between the two software programs. Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building Figure 18. Slab meshing distribution (Source: CYPECAD and ETABS) Figure 74 shows that CYPECAD obtains greater negative moments at the supports than ETABS, whilst ETABS has greater positive moments and shear forces. Figure 19. Moment and shear forces in the frame with slab due to Self-Weight [metres and tons] Self-Weight Units CYPECAD ETABS Average Variance Deviation Dev. % Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building Middle span moment (+) Tn.m 2,54 2,88 2,71 0,0289 0,17 6

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,27 Extreme face moment (-) Tn.m 2,40 2,03 2,215 0,034225 0,185 8,35 Shear Tn. 2,78 2,95 2,865 0,007225 0,085 2,97 Table 6. Moment and shear values obtained in the frame with slab and their statistical comparison The axial forces in the columns are displayed in Figure 75. Figure 20. Axial forces in columns due to Self-Weight [tons] Self-Weight Loadcase Units CYPECAD ETAB Average Variance Deviation Dev. % Axial force (top extreme) tn 5,81 6,32 6,065 0,130 0,360 5,946 Table 7. Axial values in columns due to Self-Weight and their statistical comparison As explained using Figures 65 and 66, the difference in the axial load due to the selfweight is because ETABS considers the linear elements inside the nodes. Weight of the beams inside the node = 2beams x length x width x depth x density = 2 x 0.2 m x 0.3 m x 0.60 m x 2.5 tn/m3 = 0.18 tn. Difference in axial force between the software programs = 6.32 – 5.81 =0.51 tn. There is still, however, a differenc

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e in weight: 0.51 tn – 0.18tn = 0.33 tn. This is due to how each program considers the weight of the floor slab.CYPECAD carries out the analysis by taking into account the slab within the edges of the beams and columns, as can be observed in Figure 76. Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building Figure 21. Area considered within the perimeter (Source: CYPECAD) ETABS partly lays the floor slab over the beams and columns, depending on how users draw the floor slab in the software program. Figure 22. Area considered area around the perimeter (Source: Autocad) The weight due to the overlap of the slab that acts on a column is: [1 beam (5.6 m long x 0.15 m wide x 0.15 m deep) + 1 node (0.2 m wide x 0.2 m long x 0.15mdeep)] x 2.5 tn/m3 = 0.33 tn. This explains the difference in weight of the floor slab. The total weight of the floor slab overlap along its four sides is: [4 beams (5.6 m long x 0.15 m wide x 0.15 m deep) + 4 nod

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es (0.2 m wide x 0.2 m long x 0.15mdeep)] x 2.5 tn/m3 = 1.32 tn. Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building Three-span frame structure with floor slabs Two more frames are added to the previous structure so the load distribution and force diagrams along several spans can be observed. In this case, there is agreat difference in the bending moment and shear force diagrams in ETABS depending on whether the floor slab is meshed or not. The values for beam 1 for CYPECAD are a bit smaller than those obtained for ETABS, whilst the moment and shear distribution in beams 2 and 3 are similar. This might be caused by the difference in how these two softwares construct their model. Etabs is overlapping the beams inside the node and the slab inside beams untill axis. This results in a higher mass and a slightly different stress distribution. Cype considers the slab inide the faces of the perimetral beams. Beams are not considered inside

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the node. This result in a better approximation of the real structure and the mass is closer to the real mass. Figure 23. Moments and shear forces in three-span frame structure with slabs due to Self-Weight [metres and tons] (Source: CYPECAD) Figure 24. Moments in three-span frame structure, with slabs, not meshed, due to Self-Weight [metres and tons] (Source: ETABS) Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building Figure 25. Shear forces in three-span frame structure, with slabs, not meshed, due to Self-Weight [metres and tons] (Source: ETABS) Figure 26. Moments in three-span frame structure, with slabs, meshed, due to Self-Weight [metres and tons] (Source: ETABS) Figure 27. Shear forces in three-span frame structure, with slabs, meshed, due to Self-Weight [metres and tons] (Source: ETABS) Beam 1 x=0,2 x=3 x=6 x=9 x=12 x=15 x=17,8 -2.85 1.87 -1.78 -1,78 1,87 -2.85 1.08 Moments ETABS (not meshed) -1,638 2,035

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-3,202 1,287 -3,02 2,22 -1,638 ETABS (meshed) CYPECAD Shear ETABS (not meshed) ETABS (meshed) -1,646 2,31 -2,62 -2,80 1,989 0,29 -0,02 0,26 -3,118 (-2.22) (1.77) (2,95)(-2,50) (2,60)(-2,10) 1,236 0.00 0.00 0.00 -3,118 (-1.77)(2.22) (2,50)(-2,95) (2,10)(-2,60) 1,983 0.15 -0,73 -0,43 -1,646 -2.31 2.62 2,80 CYPECAD Table 8. Moment and shear values in three-span frame structure with slabs due to Self-Weight. Beam 1. x=0,2 x=3 x=5,8 -2.26 2.40 -2.26 Moments ETABS (not meshed) -2,14 2,57 -2,14 ETABS (meshed) CYPECAD ETABS (not meshed) -2,148 2.71 3,01 2,524 0.00 0.00 -2,148 -2.71 -3,01 Beam 2 CYPECAD Shear Beam 2 Beam 3 Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building ETABS (meshed) 3,23 0,00 -3,23 Beam 1 Table 9. Moment and shear values in three-span frame structure with slabs due to Self-Weight. Beam 2. Beam 3 X=0,2 x=3 x=5,8 CYPECAD Moments ETABS (not meshed) ETABS (meshed) -4.28 -4,02 -4,105

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4.61 4,72 4,64 -4.28 -4,02 -4,105 CYPECAD ETABS (not meshed) 6.50 5,60 0.00 0.00 -6.50 -5.60 ETABS (meshed) 7,05 0.00 -7,05 Shear Table 10. Moment and shear values in three-span frame structure with slabs due to Self-Weight. Beam 3. 5. Forces in the 10 storey building 5.1. Basic loadcase: Self-weight, without floor slabs 10thfloor 1stfloor The values obtained for the bending moments and shear forces in the first floor and last floor in CYPECAD are slightly less than those obtained in ETABS. x=0,2 x=3 x=6 x=9 X=12 x=15 x=17,8 CYPECAD -1.03 0.73 -1.22 0.61 -1.21 0.73 -1.04 ETABS -1.14 0.76 -1.09 0.71 -1.30 0.76 -1.14 CYPECAD 1.26 0.02 (-1.26) (1.26) 0.00 (-1.26)(1.26) -0.03 -1.26 ETABS 1.31 0.09 (-1.21)(1.26) 0.00 (-1.26)(1.21) -0.08 -1.31 10th floor beam Moments Shear Table 11. Moment and shear values in the 10storey building without slabs due to Self-Weight.10th floor. x=0,25 x=3 x=6 x=9 X=12 x=15 x=17,750 CYPECAD -0.86

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0.71 -1. 35 0.57 -1.35 0.71 -0.86 ETABS -0.92 0.75 -1.35 0.67 -1.35 0.75 -0.908 CYPECAD 1.19 -0.03 (-1.33) (1.26) 0.00 (-1.26)(1.33) 0.04 -1.19 ETABS 1.23 -0.02 (-1.29)(1.26) 0.00 (-1.26)(1.29) -0.01 -1.23 1st floor beam Moments Shear Table 12. Moment and shear values in the 10 storey building without slabs due to Self-Weight.1st floor. Given the hyperstaticity of the structure and that the shear forces differ slightly in each software program for the same structure, the way in which the loads are distributed to the columns Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building is not the same in CYPECAD and ETABS. This can be seen in Figure 83, where the axial force at the top of the selected column is greater than the value that should be obtained in accordance with what has been discussed and displayed in Table 12 of this report. Figure 28. Axial forces in columns due to Self-Weight [tons] Self-Weight

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Loadcase Axial force (top) Axial force (top) (From Table 2) Units tn CYPECAD 2,76 ETAB 3,05 Average Variance Deviation Dev. % tn 2,76 2,94 2,85 0,0081 0,09 6,32 Table 13. Axial values in columns due to Self-Weight and their statistical comparison Therefore the axial force due to the self-weight and the total sum of all the columns is analysed (the weight of the walls for the lift shaft is omitted and the weight of the floor slab is considered in this area) and the difference is found to be due to how ETABS considers the linear elements lying within the nodes. Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building . Figure 29. Column forces. Self-Weight loadcase. Building without slabs (Source: CYPECAD) Figure 30. Column forces.Self-Weight loadcase. Building without slabs(Source: ETABS) Self-Weight Loadcase Axial force (top extreme) Units tn CYPECAD 784,48 ETAB Difference 826,6 42,12 Table 14. Total axial force due

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to Self-Weight in columns and the difference observed between both software programs In this case, the weight increases considerably due to how ETABS considers the linear elements inside nodes and because of the numerous beam-column connections that are present. Type of beamcolumn connection Nº of beams per connection Number of connections 7 storeys x 4 connec. + 3 storeys x 5 43 connec 7 storeys x 8 connec. + 3 storeys x 6 3 beams-column 3 74 connec. 7 storeys x 4 connec. + 3 storeys x 4 4 beams-column 4 40 connec. Total of beams connected with columns in whole building Table 15. Procedure to work out the number of beams connected to columns 2 beams-column 2 Nº of beams per type of connection 86 222 160 468 Weight of 1 beam inside a node = 1 beam x length x width x depth x density = 1 x 0.2 m x 0.3 m x 0.60 m x 2.5 tn/m3 = 0.09 tn Therefore, 468 beams connected to nodes x 0.09 tn = 42.12 tn. Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10

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storey RC building 5.2. Basic loadcase: Self-weight, with floor slabs 10th floor beam 1st floor beam As occurs in the structure without floor slabs in section5.1. Basic loadcase: Self-weight, without floor slabs, the bending moment and shear force values in CYPECAD are slightly smaller than in ETABS. Figure 31. Moment and shear forces in the 10 storey building with meshed slabs due to Self-Weight. 1st floor. [metres and tons] (Source: CYPECAD) Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building Figure 32. Moments in the 10 storey building with meshed slabs due to Self-Weight. 1st floor. [metres and tons] (Source: ETABS) x=0,2 x=3 x=6 x=9 x=12 x=15 x=17,8 CYPECAD -3.03 1.73 -2.07 1.40 -2.07 1.76 -2.82 ETABS -3.04 2.33 -2.65 2.13 -3.42 2.32 -3.17 CYPECAD 2.74 0.12 (-1.66) (1.76) 0.00 (-1.77)(1.66) -0.13 -2.71 ETABS 3.14 0.4 (-2.79)(2.95) 0.00 (-2.98)(2.75) 0.01 -3.18 10th floor Beam Moments

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Shear Table 16. Moment and shear values in the 10 storey building with meshed slabs due to Self-Weight. 10th floor. 1st floor Beam Moments Shear x=0,2 x=3 x=6 x=9 x=12 x=15 x=17,8 CYPECAD -2.44 1.71 -2.58 1.19 -2.58 1.70 -2.20 ETABS -2.29 2.29 -3.55 1.95 -3.53 2.29 -2.26 CYPECAD 2.43 -0.13 (-2.00) (1.78) 0.00 (-1.77)(2.01) 0.14 -2.42 ETABS 2.86 -0.11 (-2.93)(2.96) 0.00 (-2.93)(2.96) 0.35 -2.85 Table 17.Moment and shear values in the 10 storey building with meshed slabs due to Self-Weight. 1st floor. The axial forces in the columns are displayed in Figure 88 (the weight of the lift shaft has been omitted in both software programs in order to simplify the example). Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building Figure 33. Column forces. Self-Weight loadcase. Building with slabs (Source: CYPECAD) Figure 34. Column forces. Self-Weight loadcase. Building with slabs (Source: ETABS) Self-Wei

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ght Loadcase Axial force (bottom) Units CYPECAD tn 1844,1 ETAB Difference 2001 156,9 Table 18. Axial values in columns due to Self-Weight In this case, the load considered by ETABS is even more than before due to the weight of the linear elements inside the nodes and also because of the floor slab overlaps with beams and columns. Weight due to linear elements inside the nodes (from section 5.1 Basic loadcase: SelfWeight, without floor slabs) is equal to 42.12 tn. The load due to the overlap of the floor slab on the beams is equal to 1.32 tn (see Figure 77). The number of slabs in this structure is: 7 floors x 9 slabs + 3 floors x 8 slabs = 87 slabs. Therefore, the weight due to the overlap of the floor slabs for the whole structure: 87 slabs x 1.32 tn= 114.84 tn. A check is carried out to verify whether the sum of extra weight is equal to the difference obtained in Table 28. Weight of the linear elements inside nodes + weight due to floor slab overlaps = 42.12 + 114.84 =156.96

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tn. Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building Time required to analyse the structure CYPECAD analyses this structure with a 24 x 24 mesh for each floor slab in 12 minutes and 32 seconds. ETABS, for a 24 x 24 mesh for each floor slab, requires 28 minutes to analyse the structure. 5.3. Concrete walls CYPECAD performs a thick shell, three-dimensional finite element discretisation of concrete walls, taking into account deformation due to shear. The finite elements consist of six nodes; one at each vertex and one at the mid-point of the sides. These create a triangular mesh which automatically adjusts (becomes finer in order to include supplementary nodes) in area where the wall interacts with other elements (plates, beams, a.o.) Figure 35. Wall discretisation made up of triangular finite elements (Source: CYPECAD) ETABS discretises the wall portions (two-dimensional) as if they were bar-type elements (one-dimensional) and i

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dentifies the portions as pier wall or spandrel wall elements. Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building Figure 36. Wall discretisation made up of pier elements (Source: ETABS) When a Piers tag is assigned to a shell, it implies the forces (axial, shear and moment) in it are to act as in a wall, i.e. in its top and bottom sections. It is a way of telling ETABS how the forces are to be integrated. When a Spandrel tag is assigned to a shell, the forces (axial shear and moment) in it are to act as in a beam, i.e. in its left and right sections. For this example, the wall is discretised in 2 x 4 Pier elements per floor. Figure 37. Pier and spandrel forces (Source: ETABS) 5.3.1. Axial forces Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building Figure 38. Axial forces in the shear wall due to Self-Weight [tons] (Source: CYPECAD) Figure 39. Axial forces in the shear wall due

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to Self-Weight [tons] (Source: ETABS) Seismic loads Units CYPECAD ETABS Average Variance Deviation Dev. % tn. -14,87 -16,80 15,835 1,862 1,365 8,618 Table 19. Axial force due to seismic loads in CYPECAD and ETABS and their statistical comparison Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building 6. Dynamic analysis (seismic load) 6.1. Modal spectral analysis using generic method 6.1.1. Design acceleration spectrum The following acceleration spectrum is defined Period Acceleration 0.005 0.074 0.143 0.212 0.281 0.350 0.419 0.488 0.557 0.626 0.695 0.764 0.833 0.902 0.971 1.040 1.109 1.178 1.247 1.316 0.000 2.350 3.501 3.289 2.882 2.505 2.190 1.933 1.722 1.547 1.401 1.277 1.171 1.080 1.001 0.932 0.870 0.816 0.767 0.724 1.730 1.799 1.868 1.937 2.006 2.075 2.144 2.213 2.282 2.351 2.420 2.489 2.558 2.627 2.696 2.765 2.834 2.903 2.972 3.041 0.535 0.512 0.490 0.471 0.452 0.435 0.419 0.404 0.390 0.377 0.365 0.353 0.342 0

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.332 0.322 0.312 0.304 0.295 0.287 0.280 3.455 3.524 3.593 3.662 3.731 3.800 3.869 3.938 4.007 4.076 4.145 4.214 4.283 4.352 4.421 4.490 4.559 4.628 4.697 4.766 0.241 0.235 0.230 0.225 0.220 0.215 0.211 0.206 0.202 0.198 0.194 0.190 0.187 0.183 0.180 0.176 0.173 0.170 0.167 0.164 5.249 5.318 5.387 5.456 5.525 5.594 5.663 5.732 5.801 5.870 5.939 6.008 6.077 6.146 6.215 6.284 6.353 6.422 6.491 6.560 0.146 0.144 0.142 0.140 0.138 0.136 0.134 0.132 0.130 0.128 0.126 0.125 0.123 0.121 0.120 0.118 0.117 0.115 0.114 0.112 Table 20. Acceleration Spectrum Data. R.S.A. Type I Soil I Damping 10% 6.1.2. Ductility, acceleration and participation modes Due to the different way the ductility is interpreted by the software programs, as explained in the Simple Frame Example, a value of 1 is assigned to the ductility to avoid it affecting the analyses. The basic seismic acceleration, interpreted as a fraction of g in CYPECAD, is equal to 0.10 (g) m/s2. In ETABS, the value of the acceleration is

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standardised and so is expressed as if it had no units: 0.10 x 9.81 = 0.981. Regarding the number of modes with significant contribution, CYPECAD defines them in two ways: automatically by considering superposed modes whose mass totals are greater than 90% of the mobilised mass in the seismic movement, or manually by users. In ETABS, users must consider the adequate number of modes. In this case, the number of modes has been calculated automatically in CYPECAD (the result has been 4 modes), and has then been extrapolated to ETABS. Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building Figure 40. Automatic option for calculating the modes (Source: CYPECAD) 6.1.3. Seismic mass So to obtain the vibration modes, both software programs create the mass matrix and stiffness matrix for each element of the structure. The stiffness matrix has already been checked in section 3. Materials and, upon observing the inertias, is the same for both so

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ftware programs. However, the mass matrix that is created based on the self-weight loadcase and the corresponding live loads (in this case non-existent), are different due to the different way in which the self-weight is considered, as can be seen in Figures 65 and 66 and Figures 76 and 77. Consequently, the period and accelerations that are obtained from the spectrum curve, as well as the seismic forces which are directly proportional to the weight of the corresponding mass, will be affected. 6.2. Seismic results for the structure with floor slabs and without a lift shaft Based on the vibration modes, the program obtains the periods, participation coefficients for each direction, accelerations and percentage of displaced mass. As expected, due to the greater amount of seismic mass considered by ETABS, the periods and accelerations are affected. Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building Figure 41. Period, mass, accelerati

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on and displacement for each mode (Source: CYPECAD) T: Lx, Ly: Lgz: Mx, My: R: A: D: Vibration period in seconds. Normalised participation coefficients in each direction of the analysis. Normalised participation coefficient corresponding to the degree of rotational freedom. Displaced mass percentage for each mode in each direction of the analysis. Ratio between the design acceleration using the assigned ductility and the design acceleration obtained without ductility. Design acceleration, including ductility. Mode coefficient. Equivalent to the maximum displacement of the degree of dynamic freedom. Figure 42. Period and mass participation for each mode (Source: ETABS) Figure 43. Acceleration for each mode (Source: ETABS) Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building Seismic Units CYPECAD loads Period Sx s 1,173 Participating Sx % 43,89 Mass ratio Spectrum Sx m/s2 0,804 Acceleration ETABS Average Variance Deviation Dev.

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% 1,175 1,174 0,000002 0,001414 0,12 42,89 43,39 0,5 0,707107 1,63 0,802 0,803 0,000002 0,001414 0,12 Table 21.Period, participating mass ratio and spectrum acceleration due to seismic loads. 6.2.1. Internal forces in the columns due to seismic loads As the seismic loads are greater in ETABS due to how it considers more seismic mass, the internal forces in the columns are also greater. Detailed column Figure 44. Axial force due to seismic loads. Vibration mode 1 Seismic loads Units CYPECAD ETABS Average Variance Deviation Dev. % Axil Force tn. 34,12 34,10 34,11 0,0002 0,014142 0,04 Table 22. Axial force due to seismic loads in CYPECAD and ETABS and their statistical comparison Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building 6.2.2. Reactions due to seismic load The reactions, just as the internal forces in the columns, are also greater in ETABS. Figure 45. Reactions due to seismic loads in

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column [tons and metres] (Source: CYPECAD) Figure 46. Reactions due to seismic loads in column [tons and metres] (Source: ETABS) Comparativestudybetween CYPECAD Y ETABS software Seismic analysis and design of 10 storey RC building Figure 47. Comparison of the reactions due to seismic loads in CYPECAD in red and ETABS in blue [tons and metres] 6.3. Seismic results for the structure with floor slabs and lift shaft Based on the vibration modes, the program obtains the periods, participation coefficients for each direction, accelerations and percentage of displaced mass. Figure 48. Period, mass, acceleration and displacement for each mode (Source: CYPECAD) T: Lx, Ly: Lgz: Mx, My: R: A: Vibration period in seconds. Normalised participation coefficients in each direction of the analysis. Normalised participation coefficient corresponding to the degree of rotational freedom. Displaced mass percentage for each mode in each direction of the analysis. Ratio between the design acceleration