calcul ferme lc
DESCRIPTION
calcul assemblage Eurocode 5TRANSCRIPT
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hauteur ferme= 4.31 mhauteur ferme= 3.47 m
nœud 4 15.37 m R1= 33,564 kgportée= 47.00 m R2= 30,814 kg
Q au m2= 125 kg/m2 Q au m2= 125 kg/m2entr'axe= 11.00 m 1,370 kg/ml
effort nœud 4= 95,952 kg 332.95 tmeffort au centre= 87,754 kg 378.22 tm
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Eurocode
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2,292 cm2plat de 12 mm
191 mm
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Rshear= 187,200 kg
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calculs aux Eurocodes
résistances caractéristiquessection cisaillée= 3,834 cm2 72,463 kg cisaillement
section en traction= 432 cm2 106,920 kg traction
contrainte ft= 165 kg/cm2 résistance retenue=FbsXkmod/1.3
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contrainte fc= 27 kg/cm2 33,444 kg49,348 kg
ratio= 2.900force admissible non pondérée= 36,554 kg
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épaisseur bois? 120 mm Fv,rk1= 34,637 N/mm2My= 3,512,103 N/mm2
1er termeFv,rk= 73,230 N/mm2Fax,Rk= 36,224 N/mm2Vv,Rk= 82,286 N/mm2
368132.44036083
tef= 0.5347711969992155.998473799
170411786
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Eurocode
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soit 4 fois 4cm
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soit 4 fois 4cm
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5.0157528120.82423675
4.134167798
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pour la même valeur en CB71 il faudrait
62.9 10714.2857203 kg/cm2
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fh,0,k= 28.9 N/mm2 289 kg/cm2effort au simple cisaillement= 3,468 kg
nef= 4effort équilibré par les boulons= 147,257 kg
ratio= 0.972
Nb de boulons verticaux? 5Nb de boulons horizontaux n? 6
distance horiz entre boulons a1? 12diamètre boulons? 20
5.015752810.82423675
nef= 4.1341678
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effort repris en simple cisaillement
Nb de boulons?effort repris=
rupture de bloc
cisaillement 173,160 kgtraction= 87,690 kg
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effort repris en simple cisaillement 1,806 kg
64 4 fois 16 boulons 180.0 cm104,054 kg 106000
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hauteur ferme= 4.31 mhauteur ferme= 3.47 mnœud 4 15.37 m R1= 33,564 kg
portée= 47.00 m R2= 30,814 kgQ au m2= 125 kg/m2 Q au m2= 125 kg/m2entr'axe= 11.00 m 1,370 kg/ml
effort nœud 4= 95,952 kg 332.95 tmeffort au centre= 87,754 kg 378.22 tm
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Eurocode
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Vérification boulons
effort appliqué non pondéré? 106,000 kg Nb de boulons verticaux?effort appliqué pondéré= 143,100 kg Nb de boulons horizontaux n?
distance horiz entre boulons a1?diamètre boulons=
plaque minceeffort au simple cisaillement= 37,176 N n^.9= 13.4817184944014
nef= 11.33672875 ()^.4 0.840896415253715effort équilibré par les boulons= 116,710 kg nef= 11.3367287534018
ratio= 1.2261plaque épaisse
effort au simple cisaillement= 52,575 N hauteur poutre?effort équilibré par les boulons= 165,053 kg distance rive?
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ratio= 0.8670 distance vert entre boulon=distance hor entre boulon=
My= 579,281 N/mm2 distance Lv1?densité bois? 440 kg/m3 longueur plaque=
t1? 185 mmd? 20 mm
fh,0,k= 28.9 N/mm2
plaque mince plaque épaisse(a) Fv,rk= 42,719 N (c) Fv,rk= 106,797 N(b) 1er termeFv,rk= 29,741 N (d) 1er termeFv,rk= 48,602 N
Fv,rk= 37,176 N (d) Fv,rk= 60,752 Nmin= 37,176 N (e) 1er termeFv,rk= 42,060 N
(e) Fv,rk= 52,575 Nmin= 52,575 N
cisaillement de bloc
calcul tef fh,0,k= 28.9 N/mm2My= 579,281 N/mm2
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plaque mince densité bois= 440 kg/m3t1= 185 mm
(a) tef= 74 mm d= 20 mm(b) tef= 44 mm fh,0,k= 28.9 N/mm2
plaque épaisse
(e)(h) tef= 63 mm contrainte ft? 165 kg/cm2(d)(g) tef= 84 mm contrainte fc? 27 kg/cm2
tractioneffort appliqué pondéré= 143,100 kg résistance retenue=FbsXkmod/1.3
Ltnet,t= 305 mmAnet,t= 1,129 cm2 Kmod? 0.6
Fbs,Rk= 279,304 kgRésistance traction= 128,909 kg
ratio= 1.11008
cisaillementLnet,v= 4,506 mm
plaque mince
Anet,v= 16,672 cm2Anet,v= 17,740 cm2
Fbs,Rk= 315,105 kgRésistance cisaillement= 145,433 kg
ratio= 0.98396
plaque épaisse
Anet,v= 16,672 cm2Anet,v= 19,453 cm2
Fbs,Rk= 315,105 kgRésistance cisaillement= 145,433 kg
ratio= 0.98396
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Eurocode
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soit 4 fois 4cm
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Nb de boulons verticaux? 4Nb de boulons horizontaux n? 16
distance horiz entre boulons a1? 12diamètre boulons? 20
12.125732530.82423675
nef= 9.994474377
soit 4 fois 4cm
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318
130 mm20 mm
528 mm80 mm
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153 mm109 mm400 mm
2,740 mm
cisaillement de bloc
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effort repris en simple cisaillement 1,806 kg
Nb de boulons? 64 4 fois 16 boulonseffort repris= 104,054 kg 106000
rupture de bloc
cisaillement 173,160 kgtraction= 87,690 kg
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180.0 cm
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hauteur ferme= 4.31 mhauteur ferme= 3.47 mnœud 4 15.37 m R1= 33,564 kg
portée= 47.00 m R2= 30,814 kgQ au m2= 125 kg/m2 Q au m2= 125 kg/m2entr'axe= 11.00 m 1,370 kg/ml
effort nœud 4= 95,952 kg 332.95 tmeffort au centre= 87,754 kg 378.22 tm
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Eurocode
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Vérification boulons
effort appliqué non pondéré? 86,727 kg Nb de boulons verticaux?effort appliqué pondéré= 117,082 kg Nb de boulons horizontaux n?
distance horiz entre boulons a1?diamètre boulons=
plaque minceeffort au simple cisaillement= 37,176 N n^.9= 11.4414780867401
nef= 9.621097908 ()^.0.25 0.840896415253715effort équilibré par les boulons= 99,048 kg nef= 9.62109790834371
ratio= 1.1821plaque épaisse
effort au simple cisaillement= 52,575 N hauteur poutre?effort équilibré par les boulons= 140,075 kg distance rive?
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ratio= 0.8359 distance vert entre boulon=distance hor entre boulon=
My= 579,281 N/mm2 distance Lv1?densité bois? 440 kg/m3 longueur plaque=
t1? 185 mmd? 20 mm
fh,0,k= 28.9 N/mm2
plaque mince plaque épaisse(a) Fv,rk= 42,719 N (c) Fv,rk= 106,797 N(b) 1er termeFv,rk= 29,741 N (d) 1er termeFv,rk= 48,602 N
Fv,rk= 37,176 N (d) Fv,rk= 60,752 Nmin= 37,176 N (e) 1er termeFv,rk= 42,060 N
(e) Fv,rk= 52,575 Nmin= 52,575 N
cisaillement de bloc
calcul tef fh,0,k= 28.9 N/mm2My= 579,281 N/mm2
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plaque mince densité bois= 440 kg/m3t1= 185 mm
(a) tef= 74 mm d= 20 mm(b) tef= 44 mm fh,0,k= 28.9 N/mm2
plaque épaisse
(e)(h) tef= 63 mm contrainte ft? 165 kg/cm2(d)(g) tef= 84 mm contrainte fc? 27 kg/cm2
tractioneffort appliqué pondéré= 117,082 kg résistance retenue=FbsXkmod/1.3
Ltnet,t= 305 mmAnet,t= 1,129 cm2 Kmod? 0.6
Fbs,Rk= 279,304 kgRésistance traction= 128,909 kg
ratio= 0.90825
cisaillementLnet,v= 3,852 mm
plaque mince
Anet,v= 14,252 cm2Anet,v= 15,165 cm2
Fbs,Rk= 269,370 kgRésistance traction= 124,325 kg
ratio= 0.94174
plaque épaisse
Anet,v= 14,252 cm2Anet,v= 16,629 cm2
Fbs,Rk= 269,370 kgRésistance traction= 124,325 kg
ratio= 0.94174
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Eurocode
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soit 4 fois 4cm
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Nb de boulons verticaux? 4Nb de boulons horizontaux n? 16
distance horiz entre boulons a1? 12diamètre boulons? 20
12.125732530.82423675
nef= 9.994474377
soit 4 fois 4cm
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315
130 mm20 mm
528 mm80 mm
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153 mm109 mm400 mm
2,350 mm
cisaillement de bloc
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effort repris en simple cisaillement 1,806 kg
Nb de boulons? 64 4 fois 16 boulonseffort repris= 104,054 kg 106000
rupture de bloc
cisaillement 173,160 kgtraction= 87,690 kg
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180.0 cm
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hauteur ferme= 4.31 mhauteur ferme= 3.47 mnœud 4 15.37 m R1= 33,564 kg
portée= 47.00 m R2= 30,814 kgQ au m2= 125 kg/m2 Q au m2= 125 kg/m2entr'axe= 11.00 m 1,370 kg/ml
effort nœud 4= 95,952 kg 332.95 tmeffort au centre= 87,754 kg 378.22 tm
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Eurocode
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Vérification boulons
effort appliqué non pondéré? 53,182 kg Nb de boulons verticaux?effort appliqué pondéré? 71,795 kg Nb de boulons horizontaux n?
distance horiz entre boulons a1?diamètre boulons=
plaque minceeffort au simple cisaillement= 37,176 N n^.9= 5.76219877795131
nef= 4.749415995 ()^0.25 0.824236750264605effort équilibré par les boulons= 65,193 kg nef= 4.74941599511727
ratio= 1.1013plaque épaisse
effort au simple cisaillement= 52,575 N hauteur poutre?effort équilibré par les boulons= 92,196 kg distance rive?
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ratio= 0.7787 distance vert entre boulon=distance hor entre boulon=
My= 579,281 N/mm2 distance Lv1?densité bois? 440 kg/m3 longueur plaque=
t1? 185 mmd? 20 mm
fh,0,k= 28.9 N/mm2
plaque mince plaque épaisse(a) Fv,rk= 42,719 N (c) Fv,rk= 106,797 N(b) 1er termeFv,rk= 29,741 N (d) 1er termeFv,rk= 48,602 N
Fv,rk= 37,176 N (d) Fv,rk= 60,752 Nmin= 37,176 N (e) 1er termeFv,rk= 42,060 N
(e) Fv,rk= 52,575 Nmin= 52,575 N
cisaillement de bloc
calcul tef fh,0,k= 28.9 N/mm2My= 579,281 N/mm2
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plaque mince densité bois= 440 kg/m3t1= 185 mm
(a) tef= 74 mm d= 20 mm(b) tef= 44 mm fh,0,k= 28.9 N/mm2
plaque épaisse
(e)(h) tef= 63 mm contrainte ft? 165 kg/cm2(d)(g) tef= 84 mm contrainte fc? 27 kg/cm2
tractioneffort appliqué pondéré= 71,795 kg résistance retenue=FbsXkmod/1.3
Ltnet,t= 284 mmAnet,t= 1,051 cm2 Kmod? 0.8
Fbs,Rk= 260,073 kgRésistance traction= 160,045 kg kmod .8 au lieu de .6
ratio= 0.44860
cisaillementLnet,v= 1,988 mm
plaque mince
Anet,v= 7,356 cm2Anet,v= 7,409 cm2
Fbs,Rk= 139,021 kgRésistance traction= 85,551 kg
ratio= 0.83921
plaque épaisse
Anet,v= 7,356 cm2Anet,v= 8,165 cm2
Fbs,Rk= 139,021 kgRésistance traction= 85,551 kg
ratio= 0.83921
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Eurocode
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soit 4 fois 4cm
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Nb de boulons verticaux? 4Nb de boulons horizontaux n? 16
distance horiz entre boulons a1? 12diamètre boulons? 20
12.125732530.82423675
nef= 9.994474377
soit 4 fois 4cm
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47
120 mm20 mm
528 mm80 mm
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95 mm99 mm
400 mm1,240 mm
cisaillement de bloc
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effort repris en simple cisaillement 1,806 kg
Nb de boulons? 64 4 fois 16 boulonseffort repris= 104,054 kg 106000
rupture de bloc
cisaillement 173,160 kgtraction= 87,690 kg
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180.0 cm
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hauteur ferme= 4.31 mhauteur ferme= 3.47 mnœud 4 15.37 m R1= 33,564 kg
portée= 47.00 m R2= 30,814 kgQ au m2= 125 kg/m2 Q au m2= 125 kg/m2entr'axe= 11.00 m 1,370 kg/ml
effort nœud 4= 95,952 kg 332.95 tmeffort au centre= 87,754 kg 378.22 tm
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Eurocode
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Vérification boulons
effort appliqué non pondéré? 78,693 kg Nb de boulons verticaux?effort appliqué pondéré? 106,235 kg Nb de boulons horizontaux n?
distance horiz entre boulons a1?diamètre boulons=
plaque minceeffort au simple cisaillement= 37,176 N n^.9= 12.1257325320832
nef= 10.19648502 ()^.4 0.840896415253715effort équilibré par les boulons= 104,971 kg nef= 10.1964850185541
ratio= 1.0120plaque épaisse
effort au simple cisaillement= 52,575 N hauteur poutre?effort équilibré par les boulons= 148,452 kg distance rive?
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ratio= 0.7156 distance vert entre boulon=distance hor entre boulon=
My= 579,281 N/mm2 distance Lv1?densité bois? 440 kg/m3 longueur plaque=
t1? 185 mmd? 20 mm
fh,0,k= 28.9 N/mm2
plaque mince plaque épaisse(a) Fv,rk= 42,719 N (c) Fv,rk= 106,797 N(b) 1er termeFv,rk= 29,741 N (d) 1er termeFv,rk= 48,602 N
Fv,rk= 37,176 N (d) Fv,rk= 60,752 Nmin= 37,176 N (e) 1er termeFv,rk= 42,060 N
(e) Fv,rk= 52,575 Nmin= 52,575 N
cisaillement de bloc
calcul tef fh,0,k= 28.9 N/mm2My= 579,281 N/mm2
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plaque mince densité bois= 440 kg/m3t1= 185 mm
(a) tef= 74 mm d= 20 mm(b) tef= 44 mm fh,0,k= 28.9 N/mm2
plaque épaisse
(e)(h) tef= 63 mm contrainte ft? 165 kg/cm2(d)(g) tef= 84 mm contrainte fc? 27 kg/cm2
tractioneffort appliqué pondéré= 106,235 kg résistance retenue=FbsXkmod/1.3
Ltnet,t= 305 mmAnet,t= 1,129 cm2 Kmod? 0.6
Fbs,Rk= 279,304 kgRésistance traction= 128,909 kg
ratio= 0.82411
cisaillementLnet,v= 4,070 mm
plaque mince
Anet,v= 15,059 cm2Anet,v= 16,023 cm2
Fbs,Rk= 284,615 kgRésistance traction= 131,361 kg
ratio= 0.80873
plaque épaisse
Anet,v= 15,059 cm2Anet,v= 17,571 cm2
Fbs,Rk= 284,615 kgRésistance traction= 131,361 kg
ratio= 0.80873
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Rshear= 187,200 kg
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Eurocode
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soit 4 fois 4cm
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Nb de boulons verticaux? 4Nb de boulons horizontaux n? 16
distance horiz entre boulons a1? 12diamètre boulons? 20
12.125732530.82423675
nef= 9.994474377
soit 4 fois 4cm
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316
130 mm20 mm
528 mm80 mm
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153 mm109 mm400 mm
2,480 mm
cisaillement de bloc
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files10 6.840 m 5.815 m 6.90 m
6.964 m 5.784 m 5.80 m
13 5.724 m 5.258 m 5.74 m5.753 m 5.153 m 5.21 m
15 6.417 m 5.542 m 6.43 m6.435 m 5.606 m 5.57 m
16 6.435 m 6.244 m 6.37 m6.300 m 6.485 m 6.36 m
17
file 13 11.82 mfile 16 12.37 m rapport=
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effort repris en simple cisaillement 1,806 kg
Nb de boulons? 64 4 fois 16 boulonseffort repris= 104,054 kg 106000
rupture de bloc
cisaillement 173,160 kgtraction= 87,690 kg
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6.35 m11.82 m
5.47 m11.47 m
6.00 m12.37 m
6.37 m
1.12418182
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180.0 cm
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ECLISSAGE Unités kg mm
nb de boulons sur Io des boulons/S= 14760.00 Le calcul est conduit une file verticale? 5 To vert.boulon= 610.09 avec les boulons en
nb de files? 6 To horiz.= 3661.67 simple cisaillement.distance entre Cisaill. Total= 3712 kg
2 files? 120.0 mmdistance entre Vérification Eclisse
boulons? 60.0 mm nb éclisses? 2Effort Tranchant V? 10 kg épaisseur? 12.0 mmexcentricité Vert.? 0.0 mm Hauteur? 330.0 mmEffort Tranchant H? 102533 kg 28.22 kg/mm2
excentricité Horiz.? 0.0 mm 0.00 kg/mm2Moment appliqué? 3000 kgm Von Mises= 28.22 kg/mm2
Moment en kgm= 3000 kgm Von Mises non réduit= Iréduit=BOULONS
Classe? 8.8Diamètre? 20.0 mm
Diamètre trou? 21.0 mmpression diam= 20736 kg
RESULTATSCisaillement= 8750 kg
traction= 10780 kg
sf+traction due à H=t=
la valeur de Von Mises est très défavorable car sf et t ne sont pas concomitants voir feuille section T
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Le calcul est conduit calcul en tenant compte des trous
éclisse âmeItotale= 35,937,000 Itotale= 0
à déduire= 9,118,305 à déduire= 0
Iréduit= 26,818,695 Iréduit= 0Strou= 252 Strou= 0I/V= 162.54 I/V=
I/Vnon réduit= 217.8 I/Vnon réduit=éclisse
moment pour avoir la même contrainte en section pleine= 4020 kgmtranchant pour avoir la même contrainte en section pleine= 15 kg
effort normal pour avoir la même contrainte en section pleine= 150382 kg
Séclisses= 39.6 cm2Sréduit= 27.0 cm2Itotale= 3,593.7 cm4Iréduit= 2,681.9 cm4
I=bh^3/12=Sh^2/12 éclisse équivalente réduiteh=(12*I/S)^.5 h= 34.5 cm
b= 0.8 cm
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2 0.5 03 2 04 5 05 10 06 17.5 07 28 0 N=6 N=8 N=9 N=10 N=11 N=12 N=138 42 0 0.25 0.25 1 0.25 1 0.25 19 60 0 2.25 2.25 4 2.25 4 2.25 4
10 82.5 0 6.25 6.25 9 6.25 9 6.25 911 110 0 17.5 12.25 16 12.25 16 12.25 1612 143 0 42 60 20.25 25 20.25 2513 182 0 82.5 110 30.25 3614 227.5 0 143 18215 280 016 340 0 C5= 517 408 0 C5 PAIR= 2.5 1018 484.5 0 C5 IMPAIR 2 1019 570 0 1020 665 021 770 0 Nb de termes Somme22 885.5 0 1^2+2^2+3^2..= n(n+1)(2n+1)/6 n= 8.0 20423 1012 0 1^2+3^2+5^2..= n(2n+1)(2n-1)/3 n= 3.0 3524 1150 0 17.525 1300 026 1462.5 027 1638 028 1827 029 2030 030 2247.5 031 2480 0
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ECLISSAGE Unités kg mm
nb de boulons sur Io des boulons/S= 14760.00 Le calcul est conduit une file verticale? 5 To vert.boulon= 610.09 avec les boulons en
nb de files? 6 To horiz.= 3661.67 simple cisaillement.distance entre Cisaill. Total= 3712 kg
2 files? 120.0 mmdistance entre Vérification Eclisse
boulons? 60.0 mm nb éclisses? 1Effort Tranchant V? 10 kg épaisseur? 370.0 mmexcentricité Vert.? 0.0 mm Hauteur? 525.0 mmEffort Tranchant H? 102533 kg 0.81 kg/mm2
excentricité Horiz.? 0.0 mm 0.00 kg/mm2Moment appliqué? 3000 kgm Von Mises= 0.81 kg/mm2
Moment en kgm= 3000 kgm Von Mises non réduit= Iréduit=BOULONS
Classe? 10.99Diamètre? 20.0 mm
Diamètre trou? 21.0 mm
RESULTATSCisaillement= 14318 kg
traction= 17640 kg
sf+traction due à H=t=
la valeur de Von Mises est très défavorable car sf et t ne sont pas concomitants voir feuille section T
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Le calcul est conduit calcul en tenant compte des trous
poutre LC défonçagee? 50.0 mmh? 300.0 mm
Itotale= 4,461,679,688 mm4à déduire= 430,161,863 mm4
Iréduit= 4,031,517,825 mm4Strou= 5,670 mm2I/V= 15,358 cm3
I/Vnon réduit= 16,997 cm3
moment pour avoir la même contrainte en section pleine=
tranchant pour avoir la même contrainte en section pleine=
effort normal pour avoir la même contrainte en section pleine=
SLC= 1,942.5 cm2S défonçage= 300.0 cm2
Sréduit= 1,359.0 cm2Itotale= 446,168.0 cm4Iréduit= 403,152 cm4
I=bh^3/12=Sh^2/12 poutre équivalente réduiteh=(12*I/S)^.5 h= 59.7 cm
b= 22.8 cm1359
403151.7825
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2 0.5 03 2 04 5 05 10 06 17.5 07 28 0 N=6 N=8 N=9 N=10 N=11 N=12 N=138 42 0 0.25 0.25 1 0.25 1 0.25 19 60 0 2.25 2.25 4 2.25 4 2.25 4
10 82.5 0 6.25 6.25 9 6.25 9 6.25 911 110 0 17.5 12.25 16 12.25 16 12.25 1612 143 0 42 60 20.25 25 20.25 2513 182 0 82.5 110 30.25 3614 227.5 0 143 18215 280 016 340 0 C5= 517 408 0 C5 PAIR= 2.5 1018 484.5 0 C5 IMPAIR 2 1019 570 0 1020 665 021 770 0 Nb de termes Somme22 885.5 0 1^2+2^2+3^2..= n(n+1)(2n+1)/6 n= 8.0 20423 1012 0 1^2+3^2+5^2..= n(2n+1)(2n-1)/3 n= 3.0 3524 1150 0 17.525 1300 026 1462.5 027 1638 028 1827 029 2030 030 2247.5 031 2480 0
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Axes articulations EC3 page 6.39 et chapes
Unités: mm,kg Fbrd(a)= 11,520 kgFsd? 45,000 kg Msd= 248 kgm Fbrd(b)= 28,800 kg
b? 20.00 mm Mrd= 603 kgm Fvrd= 55,590 kgc? 2.00 mm ()^2+()^2= 0.33 <1:BONa? 8.00 mm CHAPE EC3 p 6-37
diam.ext ? 40.00 mm type A t? 20 mm t= soit b soit 2*a diam.int ? 0.00 mm type A do? 50 mm
fup= 92 kg/mm2 type A a= 92 mmfyp? 64.0 kg/mm2 type A c= 75 mm "c" est parallèle à Fsd
gammaMp? 1.25 type B a= 55 mmfy(chape)? 24.0 kg/mm2 type B c= 38 mm Section= 1,257 mm2 type B t> 34 mm
Wel= 6,283 mm3valeur de "a" suffisante pour limiter Msd= 15.63 mm"a":épaisseur d'une des 2 chapes extérieures"b":épaisseur de la chape centrale
23,040 kgm> 11,520 kg52,224 kgm# 55,590 kg
3*se*d*ep=S*sboulon/1.54=
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supérieure à ? 22,500 kg REFUSE En cas d'axe remplaçablesupérieure à ? 45,000 kg REFUSEsupérieure à ? 22,500 kg BON Fbrd(a),ser= 4,608 kg
Fbrd(b,)ser= 11,520 kgMrd,ser= 322 kgm
t= soit b soit 2*a
CTICMa? 70 mmc? 50 mmt= 20 mma>? 50 mm
Fadm= 36,000 kg
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Boulons
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EFFORTS ADMISSIBLES DANS LES BOULONSUnités kg; mm boulons en simple cisaillementboulons Hr 10,9 taper10,99; Hr 8,8 taper 8,88
BOULONS RESULTATS EFFORTS INCLINESClasse? 6.4 Cisaillement= 1314 Effort de traction N?
Diamètre? 12 traction= 1619 Effort decisaillement T?BOULONS
Classe? 8.8 Cisaillement= 8750 Classe? 8.8 Section filetée cisailléeDiamètre? 20 traction= 10780 Diamètre? 12 Section lisse cisaillée
Classe? 8.88 Cisaillement= 10182 Classe? 8.8 Section filetée cisailléeDiamètre? 20 traction= 12544 Diamètre? 12 Section lisse cisaillée
Classe? 8.8 Cisaillement= 10821 Classe? 8.8 Section filetée cisailléeDiamètre? 22 traction= 13332 Diamètre? 12 Section lisse cisaillée
Classe? 8.88 Cisaillement= 10182 Classe? 8.8 Section filetée cisailléeDiamètre? 20 traction= 12544 Diamètre? 12 Section lisse cisaillée
RIVETS RESULTATSClasse? 6.4 Cisaillement ou
Diamètre? 10 traction= 1508
Classe? 6.4 Cisaillement ouDiamètre? 12 traction= 2171
Classe? 8.8 Cisaillement ouDiamètre? 8 traction= 2212
effort admissible de cisaillementClasse? 10.9 Cisaillement ou
j?0.3
Diamètre? 16 traction= 10777 0.45couple de serrage
Classe? 5.6 Cisaillement ou Classe? 8.88 Pv=Diamètre? 20 traction= 7540 Diamètre? 20 Ms=
partie lisse cisailléeBOULONS RESULTATS
Classe? 6.4 Cisaillement= 1763Diamètre? 12 traction= 1619
Classe? 8.8 Cisaillement= 1795Diamètre? 8 traction= 1610
Classe? 8.88 Cisaillement= 18801Diamètre? 24 traction= 18074
Classe? 8.8 Cisaillement= 13576Diamètre? 22 traction= 13332
Classe? 8.88 Cisaillement= 13056
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Boulons
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Diamètre? 20 traction= 12544
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Boulons
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Diamètre Section Classe Contrainte fyb5 14.2 4.6 246 20.1 4.8 288 36.6 5.6 30
1940 kg 10 58 5.8 342333.33333 kg 12 84.3 6.4 24RESULTATS 14 115 6.5 30
Section filetée cisaillée BON 16 157 6.6 35Section lisse cisaillée BON 18 192 6.8 41
20 245 8.4 28Section filetée cisaillée BON 22 303 8.6 41Section lisse cisaillée BON 24 353 8.8 55
27 459 8.88 64Section filetée cisaillée BON 30 561 10.9 67Section lisse cisaillée BON 33 694 10.99 90
36 817Section filetée cisaillée BON 39 976Section lisse cisaillée BON 42 1121.8
45 130648 1473
effort admissible de cisaillement4,140 kg6,209 kg
couple de serrage12,544 kg acier galvanisé45.16 kgm Ms= 35.12 kgm
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Boulons
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fub40 0.6 19.6340 0.5 28.2750 0.6 50.2750 0.5 78.5440 0.6 113.1050 0.6 153.9460 0.6 201.0660 0.5 254.4740 0.5 314.1660 0.5 380.1380 0.6 452.3980 0.6 572.56
100 0.5 706.86100 0.5 855.30
1017.881194.591385.441590.431809.56
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Poutre sur appui simple
Portée? 5.70 m I= 515,193 cm4entr'axe? 3.00 m I/V= 19,515 cm3Hauteur? 52.80 cm Moment= 1,486 kgm
Hauteur sur appui? 52.80 cm 7.61 kg/cm2Epaisseur? 42.00 cm t= 0.47 kg/cm2
Charge permanente? 43.00 kg/m2 flèche CP= 0.05 cmsurcharges? 35.00 kg/m2 flèche N= 0.00 cm
Neige? 0.00 kg/m2 flèche S= 0.02 cmB1= 39,118,464,000 FlambementC= 4,683,547,008 Lf? 5.30 m
(B1*C)^0,5= 13,535,625,771 l= 43.71k= 0.85
charge admissible= 214,160 kg
s=
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PP poutre= 110.9 kg/m
avec grande Inertie6.48 m42.51
1.18 0.86 1.17
Eurocode 5
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flambement
N? 2,000 kgb= 42.00 cmh= 52.80 cm
Lf= 5.30 mfc.o.d= 97 kg/cm2
34.7722321216543.713663238640.5899248754550.741619843429
ky= 0.688501923113kz= 0.797080988255
kcy= 0.958313491538kcz= 0.918098405252
ly=lz=
lrel.y=lrel.z=
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fm.k?E0.05?
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0.92543604
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bois massiflamellé
0.1 2
F admissible= 197,333 kg
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210 kg/cm274,000 kg/cm2
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