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Self supported towers
1.
2.
3.
4.
Esforços no topo
da fundação Coeficientes Esforços de Cálculo Msd Nk (kN) Vk (kN) MK (kN.m) γG 1,00 Nsd (kN) Vsd (kN) (kN.m) 77,99 34,05 810,61 γQ 1,50 77,99 51,08 1215,91 Chumbadouro Quadrangular Inputs chumbadouro Inputs Chapa Aperto nº Mp,Cd L (mm) d (mm) tipo aço tf (mm) tipo aço fyb (MPa) fub (MPa) Fp,Cd (kN) chumb. (N.m) 1500 24 M30 S235 30 S235 235 360 0,00 0,00 face 7 Características dos pernos dnom b1 (mm) d0 (mm) dm (mm) As (cm2) fub (MPa) 600 (mm) b2 (mm) 400 33 46 30 5,61 360 b3 (mm) 200 b4 (mm) 0 Esforços de Cálculo Esforços resistentes b5 (mm) FT,Sd (kN) FV,Sd (kN) FT,Rd (kN) FV,Rd (kN) Bp,Rd (kN) 0 b6 (mm) 0 112,58 2,13 145,41 80,78 749,16 b7 (mm) 0 Espessura mínima da Chapa L (mm) b (mm) h (mm) MSd (kN.m) Wmin (m3) tmin (mm) 200 242 30 3,64 1,55E‐05 20 Estados Limite Últimos (parafusos e flanges) FT,Ed / FT,Rd 0,77 < 1 VERIFICA FT,Ed / Bp,Rd 0,15 < 1 VERIFICA FV,Sd / FV,Rd 0,03 < 1 VERIFICA interacção FV, FT 0,58 < 1 VERIFICA Espessura da chapa 0,65 < 1 VERIFICA
5.
Propriedades dos materiais
Ch ri P o r p Tipo aço fyb fub diâmetro Aesf. dmax dm (N/mm2) (N/mm2) (mm2) (mm) (mm) S235 235 360 M10 58 10 17 S275 275 430 M12 84,3 12 19 S355 355 510 M14 115 14 22 A400 348 348 M16 157 16 24 A500 435 435 M18 193 18 27 cl 8.8 640 800 M20 245 20 30 cl 10.9 900 1000 M22 303 22 32 Be M24 353 24 36 Classe fctk (MPa) M27 459 27 41 C15/20 1,3 M30 561 30 46 C20/25 1,5 M33 694 33 50 C25/30 1,8 M36 817 36 55 C30/37 2,0 M39 976 39 60 C35/45 2,2 M42 1121 42 65 C40/50 2,5 M45 1306 45 70
6.
Fundação
rigidez ok Dimensões Propriedades Área sapata L (m) B (m) H (m) l (m) b (m) h (m) A (m2) W (m3) Vbet (m3) (m2) 4,00 4,00 1,50 1,70 1,70 0,50 16 10,67 25,4 16,0 Esforços Máxima tensão de contacto Estabilidade NSd (kN) MSd (kNm) e (m) e<B/6 e<B/2 σmax (kPa) σadm (kPa) Mdst (kNm) Mstb (kNm) 714,11 1318,07 1,85 K.O. ok 771,52 200,00 1318,07 1428,23 Armadura As,min/m tipo aço As/m (cm 2/m) fyd (MPa) x (m) d (m) Ft (kN) As,min (cm2) (cm2/m) A400 7,91 348 0,31 1,35 652,35 18,75 4,69 σmax/σadm 3,857625 < 1 NÃO VERIFICA Mdst/Mstb 0,92 < 1 VERIFICA As,min/As 0,592467 < 1 VERIFICA
7.
Método de Sulzberger
Me1/Me2 Dimensões da fundação Tipo de Solo a (m) b (m) h0 (m) Vbet (m3) F.S. F.S.rec h0 1,59 4 e 5 4,00 4,00 1,59 25,4 1,85 1,31 9 4,00 4,00 1,59 25,4 1,85 1,31 6 e 7 4,00 4,00 1,59 25,4 1,73 1,31 areia compacta 10 4,00 4,00 1,59 25,4 1,67 1,40 solo compacto 11 4,00 4,00 1,59 25,4 1,38 1,40 Momentos estabilizante e derrubante C2m C0 Me1 Tipo de Solo PTOT (kN) Me2 (kN.m) Mest (kN.m) Mdst (kN.m) (kN/m3) (kN/m3) (kN.m) 4 e 5 80000 63612,5 284,28 714,11 1250,42 1534,70 828,66 9 80000 63612,5 284,28 714,11 1250,42 1534,70 828,66 6 e 7 60000 47709,375 213,21 714,11 1222,91 1436,12 828,66 areia compacta 10 50000 39757,813 177,68 714,11 1203,32 1380,99 828,66 solo compacto 11 20000 15903,125 71,07 714,11 1072,61 1143,68 828,66 Me1/Me2 F.S. 0,0 1,50 Solo Mest/Mdst F.S.rec Estabilidade 0,1 1,40 areia compact 1,73 1,50 0,87 0,2 1,31 solocompacto 1,67 1,50 0,90 Considerar 0,3 1,24 0,4 1,18 0,5 1,14 0,6 1,09 0,7 1,06 0,8 1,04 0,9 1,02 1,0 1,00
8.
ESFORÇOS ACTUANTES
ESFORÇOS DE CÁLCULO Troço ç Nk (kN) Vk (kN) Mk (kN.m) qw,max (kN/m ) , 2 NSd (kN) VSd (kN) MSd (kN.m) σXE,N (Mpa) σXE,M (Mpa) , , σX,Ed (Mpa) , kw qeq (kN/m ) q 2 σθ,Ed (MPa) , 1 13,02 13,41 103,67 1,35 17,57 20,11 155,51 2,17 188,79 190,96 0,65 0,88 0,03 2 30,24 21,38 313,14 1,25 40,82 32,07 469,70 2,69 203,20 205,89 0,65 0,81 0,03 3 52,94 29,54 619,83 1,12 71,47 44,31 929,75 3,53 226,25 229,78 0,65 0,73 0,04 4 77,99 34,05 810,61 0,03 105,28 51,08 1215,91 3,53 160,40 163,93 0,65 0,02 0,00 5 6 7 8 PROPRIEDADES DAS SECÇÕES VERIFICAÇÃO À ENCURVADURA 2 4 3 2 Troço d (mm) r (mm) t (mm) L (m) r/t Classe A (m ) I (m ) W (m ) fy (N/mm ) E (Gpa) 0,03E/fyk tensão merid. 0,21RQ(E/fyk) tensão circunf. 1 406,40 203,20 6,35 10,00 32,00 2,00 0,01 1,60E‐04 7,86E‐04 235,00 210,00 26,81 SIM 6,2776 SIM 2 609,60 304,80 7,92 12,00 38,48 3,00 0,01 6,78E‐04 2,22E‐03 235,00 210,00 26,81 SIM 6,2776 SIM 3 812,80 406,40 7,92 12,00 51,31 4,00 0,02 1,62E‐03 3,99E‐03 235,00 210,00 26,81 SIM 6,2776 SIM 4 1016,00 508,00 9,35 6,00 54,33 4,00 0,03 3,75E‐03 7,37E‐03 235,00 210,00 26,81 SIM 6,2776 SIM 5 6 7 8 EUROCÓDIGO 3 ‐ Parte 1‐1 Troço NRd (kN) MRd (kN.m) NSd/NRd MSd/MRd interacção 1 1875,5 184,7 0,94% 84,20% 85,14% 2 3518,1 522,4 1,16% 89,91% 91,07% 3 4706,2 937,9 1,52% 99,14% 100,65% 4 6948,8 1732,8 1,52% 70,17% 71,69% 5 6 7 8 EUROCÓDIGO 3 ‐ Parte 1‐6 (Tensão meridional resistente) Troço ω r/t < 150 ω < 6*r/t 500<E/fy<103 CX,N CX σX,Rcr (MPa) ΔwK αX λX0 β η λX λP χ σX,Rd (MPa) 1 278,39 ok K.O. ok 0,6 0,60 2382,19 2,25 0,43 0,20 0,60 1,00 0,31 1,04 0,92 215,90 2 244,24 ok K.O. ok 0,6 0,60 1980,78 3,07 0,42 0,20 0,60 1,00 0,34 1,02 0,89 210,18 3 211,52 ok ok ok 0,6 0,99 2460,74 3,55 0,39 0,30 0,60 1,00 0,31 0,98 0,99 232,83 4 87,06 ok ok ok 0,6 0,99 2318,29 4,31 0,38 0,30 0,60 1,00 0,32 0,98 0,98 230,73 5 6 7 8 EUROCÓDIGO 3 ‐ Parte 1‐6 (Tensão circunferencial resistente) Troço ω Cθ Cθ S ω / Cθ valor 1 valor 2 valor 3 σθ,Rcr (MPa) αθ λθ0 β η λθ λP χ σθ,Rd (MPa) 1 278,39 1,0 1,002 278,39 21,72 57,12 21,69 57,12 , 0,50 0,40 0,60 1,00 2,03 1,12 0,12 28,56 , 2 244,24 1,0 1,002 244,24 20,59 40,77 20,55 40,77 0,50 0,40 0,60 1,00 2,40 1,12 0,09 20,38 3 211,52 1,0 1,002 211,52 17,84 27,54 17,80 27,54 0,50 0,40 0,60 1,00 2,92 1,12 0,06 13,77 4 87,06 1,0 1,007 87,06 41,14 238,62 40,85 40,85 0,50 0,40 0,60 1,00 2,40 1,12 0,09 20,42 5 6 7 8 Plastic Limit State Buckling Limit State Troço σeq,Ed (MPa) σeq,Rd (MPa) % resist. σX,Ed (MPa) σX,Rd (MPa) % resist. σθ,Ed (MPa) σθ,Rd (MPa) % resist. KX Kθ Ki factor % resist. % rst. ef. verific. 1 190,9 235,0 81,25% 190,96 215,90 88,45% 0,03 28,56 0,10% 1,94 1,34 0,01 0,79 78,83% 88,45% ok 2 205,9 235,0 87,61% 205,89 210,18 97,96% 0,03 20,38 0,15% 1,92 1,32 0,01 0,96 96,13% 97,96% ok 3 229,8 235,0 97,77% 229,78 232,83 98,69% 0,04 13,77 0,27% 1,99 1,29 0,00 0,97 97,46% 98,69% ok 4 163,9 235,0 69,76% 163,93 230,73 71,05% 0,00 20,42 0,01% 1,99 1,32 0,01 0,51 50,71% 71,05% ok 5 6 7 8
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