chunk_737.json•1.51 kB
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"text": "2 \nX 0,785 kglm x 9,81 1 1000 = 1,0996 kNim \nPoids \ndu beton pour 3,50 m de largeur: g\n2 \n= 24,5 kNim\n3 \nx 0,10 m x 3,5 m = 8,575 kNim \nK1 + K2 = 9,675 kNim \nMoment \npondere: Msd = 1,35 (g\n1 \n+ g\n2\n) \nL\n2 \n18 + 1,5 Q\n1 \nLl 4 \nM \n= 1,35 X 9,675 X 8,86\n2 \nI 8 + 1,5 x 3,5 x 8,8614 = 139,79 kNm \nMo'?~nt resistant MRd = 2 s /y I 'Ya = 2 X 1 040 X 235 X 10\n3 \nI I' 1 = 444,36 kNm, valeur \nsupeneure au moment ELUde 139,79 OK \nF1eche sous poids propre seul : \n!= 5 P L \n4\n1 (384 E I)= 5 x 9,675 x 8,86\n4\n1 (384 x 210 ooo x 33 090 10-8) \n= 0,01117 m, so it 11,17 mm ou encore 1 1 793° de la portee. \nEn construction \nCharge ELS • g\n1 \n+ g\n2 \nkn/m \n9,675 \nCharge chantier 0\n1 \n• b\n1 \nkN a mi-portee \nkN \n3,500 \nCharge poids propre ELU -1 ,35 (g\n1 \n+ gi) \nkN/m \n13,061 \nCharge chantier ELU -1 ,5 b\n1 \n0\n1 kN \n5,250 \nFleche (g\n1 \n+ gi) \nmm \n11 '171 \nMoment ELU (g\n1 \n+ g\n2 \n+ o\n1\n) \nkNm \n139,79 \nMoment statique S [10) \ncm\n3 \n1040 \nMoment resistant ultima • 2 s fy I \"fa \nkNm \n444,36 \n712 \n1/793° OK \n> 139,79 OK \n9.8.3. Phase d'exploitation-Flexion ELU",
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