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excel pour mur en beton arme (dimensionnement) - télécharger l'excel : http://bit.ly/2TqRqh2

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feuille excel de dimensionnement de mur en béton armé - télécharger l'excel : http://bit.ly/2TqRqh2

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excel pour mur en beton arme (dimensionnement) - télécharger l'excel : http://bit.ly/2TqRqh2

  1. 1. Mur béton armé Nu ( MN / ml ) Charges réparties Hypothèses de l'étude Ht Compression centrée Nu = 1.35G + 1.50Q L'étude est réalisée pour 1 ml Etude pour 1 ml Fc28 est limité à 40 MPa Données Epaisseur du mur a = 0,16 m Hauteur du mur Ht = 2,50 m Effort ultime par ml Nu = 1,20 MN / ml Contrainte de l'acier utilisé FeE = 500 MPa Contrainte du béton à 28 jours Fc28 = 25 MPa Coefficient K K = 1.00 si ( Nu / 2 ) => après 90 jours Si K = 1.20 K = 1.10 si ( Nu / 2 ) => avant 90 jours On remplace FC28 par Fcj K = 1.20 si ( Nu / 2 ) => avant 28 jours K = 1 Mur de rive ( 1 ) Oui, ( 2 ) Non Type : 1 Caractéristiques de l'étude Calcul de la section de béton réduite ( a - 2cm ) Br = 0,14 m Longueur de flambement ( 0.85 x Ht ) => Mur intermédiaire ( 0.90 x Ht ) => Mur de rive Lf = 2,25 m Elancement [(( 12 )^1/2 ) x Lf ] / a l = 48,71 Coefficient d'élancement 0.65 / [( 1 + ( 0.2 ( l / 30 )²)) x K )] a = 0,43 Effort ultime limite ( a x Br x Fc28 ) / 1.35 Nu.lim = 1,10 MN / ml Vérification des conditions de calcul Si Nu < Nu.lim => Mur non armé Si Nu > Nu.lim => Mur armé Le mur est armé Calcul des caractéristiques du mur Longueur de flambement ( 0.80 x Ht ) => Mur intermédiaire ( 0.85 x Ht ) => Mur de rive Lf = 2,13 m Elancement [(( 12 )^1/2 ) x Lf ] / a l = 46,01 Coefficient d'élancement l < 50 => 0.85 / [( 1 + ( 0.2 ( l / 35 )²)) x K )]) 50 < l < 80 => 0.60 x ( 50 / l )² a = 0,63 Effort ultime limite ( a x Br x Fc28 ) / 1.35 Nu.lim = 1,64 MN / ml Section d'acier théorique [ -0.85 (( a x Br x Fc28 ) - ( 1.35 x Nu )] / ( a x FeE ) Asc' = -15,90 cm² / m Détermination des pourcentages minimaux d'acier Contrainte ultime du béton ( Nu / a ) su = 7,50 MPa Contrainte limite ultime du béton ( Nu.lim / a ) su.lim = 10,24 MPa Coefficient t ( 1.4 => Mur interm; 1 => Mur rive ) q = 1 Section d'acier minimale verticale Maxi ( 0.001a; [((0.6 x a x q ) / FeE ) x (( 3su / su.lim )-1)] rv = 2,30 cm² / m Section d'acier minimale horizontale Maxi (( 2/3) rv; 0.001a ) rh = 1,60 cm² / m Détermination de la section d'acier minimale Section d'acier minimale Maxi ( rv; Asc' ) Asc = 2,30 cm² / m
  2. 2. Mur béton armé Nu (MN/ml) Ru ( MN ) Charges réparties et ponctuelle Section 1 Ht/2 bo Section 2 Hypothèses de l'étude d Ht Compression centrée Ht/2 Nu = 1.35G + 1.50Q L'étude est réalisée pour 1 ml Etude pour 1 ml Fc28 est limité à 40 MPa Données Epaisseur du mur a = 0,16 m Largeur de l'âme de la poutre bo = 0,25 m Hauteur du mur Ht = 2,50 m Effort ultime dû à la charge répartie Pu = 1,40 MN / ml Effort ultime de la charge ponctuelle Ru = 0,60 MN Contrainte de l'acier utilisé FeE = 500 MPa Contrainte du béton à 28 jours Fc28 = 25 MPa Coefficient K K = 1.00 si ( Nu / 2 ) => après 90 jours K = 1.10 si ( Nu / 2 ) => avant 90 jours K = 1.20 si ( Nu / 2 ) => avant 28 jours K = 1 Mur de rive ( 1 ) Oui, ( 2 ) Non Type : 1 Caractéristiques de l'étude sous la section 1 Contrainte ultime ( Pu / a ) + ( Ru / ( a x bo )) su1 = 23,75 MPa Effort ultime réel ( Pu x bo ) + Ru Nu1 = 0,950 MN Calcul de la section de béton réduite bo x ( a - 2cm ) Br = 0,035 m Effort ultime limite ( Br x Fc28 ) / 1.35 Nu1.lim = 0,648 MN Vérification des conditions de calcul Si Nu < Nu1.lim => Mur non armé Si Nu > Nu1.lim => Mur armé Le mur est armé Section d'acier nécessaire [ -0.85 x (( Br x Fc28 ) - ( 1.35 x Nu1 ))] / FeE Asc1 = 6,93 cm² Caractéristiques de l'étude sous la section 2 bo + ( Ht / 3 ) d = 1,08 m Contrainte ultime ( Pu / a ) + ( Ru / ( a x d )) su2 = 12,21 MPa Effort ultime réel Pu + ( Ru / d ) Nu2' = 1,95 MN Calcul de la section de béton réduite ( a - 2cm ) Br = 0,14 m Longueur de flambement ( 0.85 x Ht ) => Mur intermédiaire ( 0.90 x Ht ) => Mur de rive Lf = 2,25 m Elancement [(( 12 )^1/2 ) x Lf ] / a l = 48,71 Coefficient d'élancement 0.65 / [( 1 + ( 0.2 ( l / 30 )²)) x K )] a = 0,43 Effort ultime limite ( a x Br x Fc28 ) / 1.35 Nu2'.lim = 1,10 MN Vérification des conditions de calcul Si Nu < Nu2'.lim => Mur non armé Si Nu > Nu2'.lim => Mur armé Le mur est armé Caractéristiques du mur bo + (( 2 x Ht ) / 3 ) d = 1,92 m Longueur de flambement ( 0.80 x Ht ) => Mur intermédiaire ( 0.85 x Ht ) => Mur de rive Lf = 2,13 m Elancement [(( 12 )^1/2 ) x Lf ] / a l = 46,01 Coefficient d'élancement l < 50 => 0.85 / [( 1 + ( 0.2 ( l / 35 )²)) x K )]) 50 < l < 80 => 0.60 x ( 50 / l )² a = 0,63 Effort ultime réel Pu + ( Ru / d ) Nu2 = 1,71 MN Effort ultime limite réel ( l x Br x Fc28 ) / 1.35 Nu2.lim = 1,64 MN Section d'acier théorique [ -0.85 (( a x Br x Fc28 ) - ( 1.35 x Nu2 )] / ( a x FeE ) Asc' = 2,74 cm² / m Détermination des pourcentages minimaux d'acier Contrainte ultime du béton ( Nu2 / a ) su = 10,71 MPa Contrainte limite ultime du béton ( Nu2.lim / a ) su.lim = 10,24 MPa Coefficient t ( 1.4 => Mur interm; 1 => Mur rive ) q = 1 Section d'acier minimale verticale Maxi ( 0.001a; [((0.6 x a x q ) / FeE ) x (( 3su / su.lim )-1)] rv = 4,10 cm² / m Section d'acier minimale horizontale Maxi (( 2/3) rv; 0.001a ) rh = 2,74 cm² / m Détermination de la section d'acier minimale Section d'acier minimale Maxi ( rv; Asc' ) Asc = 4,10 cm² / m

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