beton
TRANSCRIPT
Grinda transversala
Grinda longitudinala
Armare inferioara grinzi transversale
a(mm) M(kN*m)Parter 40 151.7Etaj 1 40 176.7Etaj 2 40 171.7
Armare inferioara grinzi longitudinale
a(mm) M(kN*m)Parter 40 151.7Etaj 1 40 176.7Etaj 2 40 171.7
Armare superioara grinzi transversale
a(mm) d(mm)Parter 40 560Etaj 1 40 560Etaj 2 40 560
Armare superioara grinzi longitudinale
a(mm) d(mm)Parter 40 560Etaj 1 40 560Etaj 2 40 560
Predimensionare Stalpi
γ b.a (KN/m^3) V (m^3)Placa b.a 25 3.78
Grinda b.aLongitudinal 25 0.801Transversal 25 0.999Stalp b.a 25 0.983125
Incarcare suprafata (KN/m^2) Aria (m^2)Finisaje terasa cladiri 2 27Climatice 2 27Finisaje pardoseli 3 27Utile 2 27
Sectiune Stalpiνd b (mm) h(mm)
0.31120867768595 550 550
Momente capabile
Ra(N/mm^2) ha(mm) Aa.ef.sup(mm^2)Parter 210 520 1256Etaj 1 210 520 1473Etaj 2 210 520 1473
Forta taietoare pardoseli(KN/m^2) termo(KN/m^2) Utile af gr(KN/m^2)
N-OEtaj 2
3 2O-P 3 2P-R 3 2N-O
Etaj 13 2
O-P 3 2P-R 3 2N-O
P3 2
O-P 3 2P-R 3 2
Forta taietoare etrieribg (mm) h0(mm)
N-OEtaj 2
300 560
O-P Etaj 2 300 560P-R 300 560N-O
Etaj 1300 560
O-P 300 560P-R 300 560N-O
P300 560
O-P 300 560P-R 300 560
Forta taietoare capabilaφmin(mm) ne
N-OEtaj 2
10 2O-P 10 2P-R 10 2N-O
Etaj 110 2
O-P 10 2P-R 10 2N-O
P10 2
O-P 10 2P-R 10 2
Forte calculate la seism
Etaj Fb (kN) m (t)Parter 875.418 445.9543832823651 875.418 445.9543832823652 875.418 525.872833843017
Nr.ordine 17
hgt(mm) 600bgt(mm) 300hgl(mm) 600bgl(mm) 300
Armare inferioara grinzi transversale
Ra(N/mm^2) ha(mm) Aa.nec.inf(mm^2) Aa.ef.inf(mm^2) φ(mm)300 520 972.44 1016 18300 520 1132.69 1140 22300 520 1100.64 1140 22
Armare inferioara grinzi longitudinale
Ra(N/mm^2) ha(mm) Aa.nec.inf(mm^2) Aa.ef.inf(mm^2) φ(mm)300 520 972.44 1016 18300 520 1132.69 1140 22300 520 1100.64 1140 22
Armare superioara grinzi transversale
ds(mm) fcd(N/mm^2) fyd(N/mm^2) M (kN*m) x(mm)520 16.2 300 195.1 13.61520 16.2 300 225.1 17.64520 16.2 300 226.1 18.02
Armare superioara grinzi longitudinale
ds(mm) fcd(N/mm^2) fyd(N/mm^2) M (kN*m) x(mm)520 16.2 300 195.1 13.61520 16.2 300 225.1 17.64520 16.2 300 226.1 18.02
Predimensionare Stalpi
N (KN) N Etaj 2 (KN) N Etaj 1,Parter (KN) N Parter+Et1+Et2 (KN)94.5
375.41 460.46 1296.32
20.02524.975
24.578125N (KN)
54548154
Greutate cladire 5906.00Rc (N/mm^2) masa totala (t) 602.038417431193
13.77
Armare transversala.Forte taietoare.
Aa.ef.inf(mm^2) Mcap.sup(kN*m)Mcap.inf(kN*m)1016 171.444 138.6841140 201.0645 155.611140 201.0645 155.61
Forta taietoare Utile af gr(KN/m^2) Zapada A af(m^2) G pardo+termo(KN) Incarcari Uti(KN)
1 2 18 90 181 2 11.045 55.225 11.0451 2 18 90 18
18 54 3611.045 33.135 22.09
18 54 3618 54 36
11.045 33.135 22.0918 54 36
Forta taietoare etrieriRt(N/mm^2
1.25 0.74914944379Q~
1.25 0.624527868851.25 0.749149443791.25 0.721889490631.25 0.619871896961.25 0.721889490631.25 0.682309133491.25 0.567098087431.25 0.68230913349
Forta taietoare capabilaAe(mm^2) ae(mm) m.at Ra(N/mm^2) qe(N/mm^2)
78.54 150 0.8 210 175.9378.54 150 0.8 210 175.9378.54 150 0.8 210 175.9378.54 150 0.8 210 175.9378.54 150 0.8 210 175.9378.54 150 0.8 210 175.9378.54 150 0.8 210 175.9378.54 150 0.8 210 175.9378.54 150 0.8 210 175.93
Forte calculate la seismg(m/s^2) 9.81
z(m) m*z Σ(m*z) Fsi(kN)3.25 1449.35174567 9475.31536697248 147.74227784584
6.5 2898.70349134 9475.31536697248 295.4845556916799.75 5127.26012997 9475.31536697248 522.656486235415
nb d(mm)>254 443 773 77
nb d(mm)>254 443 773 77
Aa.nec.sup(mm^2) Aa.ef.sup(mm^2) φ nb d1236.56 1256 20 4 46.66666666666671425.81 1473 25 3 72.51431.96 1473 25 3 72.5
Aa.nec.sup(mm^2) Aa.ef.sup(mm^2) φ nb d1236.56 1256 20 4 46.66666666666671425.81 1473 25 3 72.51431.96 1473 25 3 72.5
etaj 1 etaj 2 parterstalpi(kN) 491.56 491.56 491.56
grinzi transv(kN) 380.25 380.25 380.25grinzi long(kN) 360 360 360
placa(kN) 1183 1183 1183utile (kN) 784 784
finisaje(kN) 1176 1176G.etaj1(kN) 4374.81 4374.81 G.parter(kN)termo(kN) - 784 -
finisaje(kN) - 1176 -climatice(kN) - 784 -
G.etaj2(kN) - 5158.81 -
Total cladire 13908.44
G zapada(KN) G grinda(KN) G placa(KN) p(KN) g(KN/m) q(KN/m)36 27.45 63 3.21 29.58 33.44
22.09 21.15 38.6575 2.63 18.86 22.0136 27.45 63 3.21 29.58 33.44
27.45 63 6.43 23.68 31.3921.15 38.6575 5.26 15.24 21.5527.45 63 6.43 23.68 31.3927.45 63 6.43 23.68 31.3921.15 38.6575 5.26 15.24 21.5527.45 63 6.43 23.68 31.39
pe(%) mt Qeb si 0.5*h0<si<2.5h00.35 1.13 208.19 666.683773 0.5*h0 2.5*h00.35 1.19 214.60 684.8911018 280 14000.35 1.13 208.19 666.6837730.35 1.14 209.61 670.70871230.35 1.19 214.83 685.56197320.35 1.14 209.61 670.70871230.35 1.16 211.65 676.51013710.35 1.22 217.49 693.12067550.35 1.16 211.65 676.5101371
l1(m) Qas(KN)5.60 157.324.20 131.155.60 157.325.60 151.604.20 130.175.60 151.605.60 143.284.20 119.095.60 143.28