SSLS146 - Calculation of reinforcement on a complete building - Code_Aster
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Titre : SSLS146 - Calcul de ferraillage sur un bâtiment co[...] Date : 10/05/2019 Page : 1/10
Responsable : ESCOFFIER Florian Clé : V3.03.146 Révision :
2fcd77ef53b5
SSLS146 - Calculation of reinforcement on a
complete building
Summary:
The objective of this test is to validate the macro news orders COMBINAISON_FERRAILLAGE, which calculates
the density of reinforcement dimensioning between several cases of loading. Calculation is carried out on a
complete building.
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Titre : SSLS146 - Calcul de ferraillage sur un bâtiment co[...] Date : 10/05/2019 Page : 2/10
Responsable : ESCOFFIER Florian Clé : V3.03.146 Révision :
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1 Problem of reference
1.1 Geometry
The structure used is described in [1]. horizontal reinforcements are realizedS with veils planeS. The
model was creates from one geometry BIM.
Figure 1: Geometry BIM of the structure
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On this basis, one is obtained geometry adapted for a calculation to the finite elements (Figure 2:
Geometry with elements of structure 1D and 2D).
Figure 2:
Geometry structure with elements of structure 2D and 1D.
1.2 Properties of material
The material is elastic isotropic whose properties are:
• E=30000 MPa
• ν=0,3
The properties material necessary to the calculation of reinforcement are the following ones
(calculation carried out with the fundamental ELECTED OFFICIAL) :
• Modulus of elasticity of steel: E s=210000 MPa
• Coatings inferior and superior: c inf =c sup =4 cm
• Resistance characteristic to compression of the concrete: f ck =35 MPa
• Yield stress of steel (characteristic value): f yk =450 MPa
• Coefficient of security of steel (ELECTED fundamental) γ s=1.15
• Coefficient of security of the concrete (ELECTED fundamental): γb =1.5
1.3 Boundary conditions and loadings
The veils of group BOUNDARY_WALL were blocked in displacement: DX =DY =DZ=0 (Figure
4.).
The posts of group BOUNDARY_COLUMNS were embedded:
DX =DY =DZ=DRX=DRY =DRZ=0 (Figure 3.).
The loading applied is the actual weight of the floors (groups “GrSLAB…”) by using FORCE_COQUE
and in considering always the same thickness.
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Each stage at calculated summer separately for to generate a combination which excites one floor at
the same time.
Figure 3: Embedding of the posts (group BOUNDARY_COLUMNS)
Figure 4: Blocking of the veils (group BOUNDARY_WALL)
1.4 Initial conditions
The structure is initially at rest.
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2 Reference solution
2.1 Method of calculating
Lstudy uses indirectly CALC_FERRAILLAGE, who exploits method of calculation of density of
reinforcements described by [2].
2.2 Sizes and results of reference
Properties of the surface elements:
• Floors, groups GrGeomSLAB_21: thickness 21 cm
• Veils, groups GrGeomWALL_60: thickness 60 cm
• Veils, groups GrGeomWALL_25: thickness 25 cm
Properties of the linear elements:
• Posts, groups GrGeomCOLUMN_25_70, rectangular section: 25x70 cm
• Posts, groups GrGeomCOLUMN_25_50, rectangular section: 25x50 cm
• Posts, groups GrGeomCOLUMN_50_50, rectangular section: 50x50 cm
2.3 Uncertainties on the solution
Solution of nonregression.
2.4 Bibliographical references
[1] F. Biasioli, G.Mancini, M.Just, M.Curbach, J.Walraven, S.Gmainer, J.Arrieta, R.Frank,
C.Morin, F.Robert “EUROCODE 2: BACKGROUND & APPLICATIONS - CONCRETE
DESIGN OF BUILDINGS, worked examples“
[2] Alain CAPRA, Jean-Francis MAURY “automatic Calculation of the optimal reinforcement of
the plates or reinforced concrete hulls”
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3 Modeling A
3.1 Characteristics of modeling
For the surface elements, ON uses elements DKT.
For the linear elements, ON uses elements POU_D_E (Beams of Euler-Bernoulli).
3.2 Characteristics of the grid
Grid use triangular elements (9372) for surfaces and 2496 segments for the beams.
Figure 5: Grid of the structure
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3.3 Sizes tested and results
The valley eurs tested are relative with mesh S in the same position of each floor with different
stages.
Identification Type of reference Value of reference Tolerance
Mesh M 3452 - DNSXS ‘NON_REGRESSION’ 1.3870·10 -6
10 -6
Case ‘COMB_DIME_ACIER’
Mesh M 4511 - DNSXS ‘NON_REGRESSION’ 1.6101·10-6 10 -6
Case
‘COMB_DIME_ACIER’
Mesh M 5114 - DNSXS ‘NON_REGRESSION’ 1.5736·10-6 10 -6
Case
‘COMB_DIME_ACIER’
Mesh M 5960 - DNSXS ‘NON_REGRESSION’ 1.5746·10-6 10 -6
Case
‘COMB_DIME_ACIER’
Mesh M 6815 - DNSXS ‘NON_REGRESSION’ 1.6803·10-6 10 -6
Case
‘COMB_DIME_ACIER’
Mesh M 7652 - DNSXS ‘NON_REGRESSION’ 1.5784·10-6 10 -6
Case
‘COMB_DIME_ACIER’
Mesh M 8601 - DNSXS ‘NON_REGRESSION’ 1.8297 · 10 - 6 10 -6
Case
‘COMB_DIME_ACIER’
It is also checked that the dimensioning combination is well that of the case corresponding to each
floor.
Identification Type of reference Value of reference Tolerance
Mesh M 3452 ‘ANALYTICAL‘ 1 10 -6
Case ‘ COMB_DIME_ORDRE ’
Mesh M 4511 ‘ANALYTICAL‘ 2 10 -6
Case ‘ COMB_DIME_ORDRE ’
Mesh M 5114 ‘ANALYTICAL‘ 3 10 -6
Case ‘ COMB_DIME_ORDRE ’
Mesh M 5960 ‘ANALYTICAL‘ 4 10 -6
Case ‘ COMB_DIME_ORDRE ’
Mesh M 6815 ‘ANALYTICAL‘ 5 10 -6
Case ‘ COMB_DIME_ORDRE ’
Mesh M 7652 ‘ANALYTICAL‘ 6 10 -6
Case ‘ COMB_DIME_ORDRE ’
Mesh M 8601 ‘ANALYTICAL‘ 7 10 -6
Case ‘ COMB_DIME_ORDRE ’
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4 Summary of the results
The images show the reinforcements calculated for different case of loading and for dimensioning combination.
Figure 6: Density of reinforcement DNSXI for case 1
Figure 7: Density of reinforcement DNSXI for case 2
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Figure 8: Density of reinforcement DNSXI for case 3
Figure 9: Density of reinforcement DNSXI for case 7
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Figure 10: Density of reinforcement DNSXI (dimensioning combination)
Figure 11: Sequence number of the dimensioning combination
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