3era Unidad
12
Ps/c N Pla Pcon Penl Pcob Ptrep Pvg Pcol PM PV 7 9.25 0 2.69 3.368 0 3.23 0.427 18.965 3.365 6 9.25 2.35 2.69 0 5.042 3.23 0.427 22.989 10.09 5 9.25 2.35 2.69 0 5.042 3.23 0.427 22.989 10.09 4 9.25 2.35 2.69 0 5.042 3.23 0.427 22.989 13.44 3 9.25 2.35 2.69 0 5.042 3.23 0.427 22.989 11.76 2 9.25 2.35 2.69 0 5.042 3.23 0.427 22.989 11.76 1 9.25 2.35 2.69 0 5.042 3.23 0.45 23.012 10.09 Total 156.922 70.595 PM ó CM = 156.922 Tn Pser = Pm + Pv = 227.517 PV = 70.595 Tn Pult = 1.4*Pm + 1.7*Pv = a ) Asumimos: Ac1 = 2407.59 cm² f'c = 210 kg/cm² p = 3.5 % Ac2 = 1596.14 cm² c = 1.3 b ) Asumimos: Ac1 = 2063.65 cm² f'c = 245 kg/cm² p = 3.5 % Ac2 = 1462.48 cm² c = 1.3 b ) Asumimos: Ac1 = 1805.69 cm² f'c = 280 kg/cm² p = 3.5 % Ac2 = 1349.47 cm² c = 1.3 Predimensionar la Placa de concreto 6.5 6.15
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Analisis Estructural
Transcript of 3era Unidad
Ps/cN Pla Pcon Penl Pcob Ptrep Pvg Pcol PM PV7 9.25 0 2.69 3.368 0 3.23 0.427 18.965 3.3656 9.25 2.35 2.69 0 5.042 3.23 0.427 22.989 10.095 9.25 2.35 2.69 0 5.042 3.23 0.427 22.989 10.094 9.25 2.35 2.69 0 5.042 3.23 0.427 22.989 13.443 9.25 2.35 2.69 0 5.042 3.23 0.427 22.989 11.762 9.25 2.35 2.69 0 5.042 3.23 0.427 22.989 11.761 9.25 2.35 2.69 0 5.042 3.23 0.45 23.012 10.09
Total 156.922 70.595
PM ó CM = 156.922 Tn Pser = Pm + Pv = 227.517 TnPV = 70.595 Tn Pult = 1.4*Pm + 1.7*Pv = 339.7023 Tn
a ) Asumimos: Ac1 = 2407.587 cm²
f'c = 210 kg/cm² Acp = 2001.865p = 3.5 % Ac2 = 1596.143 cm² c = 1.3
b ) Asumimos: Ac1 = 2063.646 cm²
f'c = 245 kg/cm² Acp = 1763.061p = 3.5 % Ac2 = 1462.476 cm² c = 1.3
b ) Asumimos: Ac1 = 1805.69 cm²
f'c = 280 kg/cm² Acp = 1577.579p = 3.5 % Ac2 = 1349.467 cm² c = 1.3
Predimensionar la Placa de concreto
6.5
6.15
6
6
5.25 5.15 5.5
Att = 296.535 m² Vp = 25 55 Ac = #c *St = 2.64 m² Vs = 25 40 # c = 16 Col = 30 55 Avp = Avx + Avy
Avx = #v*(Lx-#c*bc)*bvx = 14.7 m² Avy = #v*(Ly-#c*tc)*bvy = 16.45 m²
31.15 m²
a) Peso de losa aligerada : b) Peso de contrapiso
Pla = 78.8235 Tn Pcont =
c) Peso del enlucido d) Peso de cobertura
Penl = 23.7228 Tn Pcob =
80
e) Peso de tabiqueria repartida f) Peso de vigas
Ptabre = 44.08425 Tn Pv = Pvx + Pvy
Pvx = Pvy =
g) Peso de las columnas h) Peso de Tabiqueria Perimetrica
Pcol (e = 1) = #c* he1*St*Pc.a = 18.3744 Tn Ptab-per (e = 1) =Ptpx =
Pcol (e = 2-6) = #c* he2*St*Pc.a = 17.7408 Tn Ptpy =
Pcol (e = 7) = #c* he7*St*Pc.a = 8.8704 Tn Ptab-per (e = 2-6) =Ptpx =Ptpy =
Ptab-per (e = 7) =Ptpx =Ptpy =
I) Peso de la carga viva o sobrecarga
Ps/c = (Att-Ac)*S/c
P(S/c=1t) = (Att-Ac)*S/c2 = 88.1685 TnP(S/c=2t) = (Att-Ac)*S/c3 = 102.8633 TnP(S/c=3t) = (Att-Ac)*S/c4 = 102.8633 TnP(S/c=4t) = (Att-Ac)*S/c5 = 117.558 TnP(S/c=5t) = (Att-Ac)*S/c6 = 88.1685 TnP(S/c=6t) = (Att-Ac)*S/c7 = 88.1685 Tn
(Att-Ac-Avp)*gla =
(Att)*gtarr =
gtarr =
(Att-Ac)*gtarep =
P(S/c=7t) = (Att)*S/cAz = 29.6535 Tn
N Pla Pcon Pen Ptarrep Pvg Pcol Ptp Pcob PM PV Psismo7 78.8235 0 23.7228 0 35.826 8.8704 7.488 29.6535 184.3839 29.6535 191.79736 78.8235 20.57265 23.7228 44.08425 35.826 17.7408 19.183 0 239.953 88.1685 284.03735 78.8235 20.57265 23.7228 44.08425 35.826 17.7408 19.183 0 239.953 88.1685 284.03734 78.8235 20.57265 23.7228 44.08425 35.826 17.7408 19.183 0 239.953 117.558 298.7323 78.8235 20.57265 23.7228 44.08425 35.826 17.7408 19.183 0 239.953 102.8633 291.38472 78.8235 20.57265 23.7228 44.08425 35.826 17.7408 19.183 0 239.953 102.8633 291.38471 78.8235 20.57265 23.7228 44.08425 35.826 18.3744 20.018 0 241.422 88.1685 285.5063
1926.879TN
Centro educativo: A
Densidad (p) =Psismo - total
= 0.928Att - total
V = ZUSC/R*Psis = 578.0638 Tn Dual - Cate A -Chiclayo
An = f*V/Vc = 65181 cm² An = Am + Ac vc = 0.53*raiz(f´c) = 8.868596 kg/cm² Ac = 26400 cm²
AM )= 38781 cm²
Asumo = tm = 25Lm = 1551.239
tm = 30Lm = 1292.699
578.0638
578.0638
578.0638 Sistema estructura en ambas direcciones es dual
Sistema de albañileria estructural : Nmax = 5578.064 Dual
R = 7
Alba 674.4078 Tn Lm = 13 R = 6 tm = 0.3
Direccion y - y = 3.25y
tm = 0.3lm = 3.25 0.3 3.3
D
6.5
3.25 0.3C
6.15
B
6
3.25 0.3
Atm = 0.3 0.3 3.25lm = 3.25 5.25 5.15 5.5
7.95Iy = 1.724725 0.022944 0.023056
Cg :Xg = 7.95 mtYg = 9.325 mt
Por cuestion de predimensionamiento asumimos que --- Cm = Cg
Eje Y Ix Y*Ix Busca para evitar torsion en planta A 0.125 0.874066 0.109258 Cm = CrB 6 0.861916 5.171494C 12.15 0.861916 10.47227 Yr = 9.307656D 18.525 0.914287 16.93718
3.512184 32.6902
Eje X Iy X*Iy1 0.125 1.724725 0.2155912 5.25 0.022944 0.120455 Xr = 7.9484383 10.4 0.023056 0.2397854 15.775 1.724725 27.20754
3.49545 27.78337
N Pla Pcon Pen Ptarrep Pvg Pcol Ptp Pcob Placas PM PV7 78.49875 0 2.371569 0 29.748 4.4352 5.350 29.6535 26.2584 176.3155 29.65356 78.49875 20.118 2.371569 43.11 29.748 8.8704 13.655 0 52.5168 248.8883 86.225 78.49875 20.118 2.371569 43.11 29.748 8.8704 13.655 0 52.5168 248.8883 114.964 78.49875 20.118 2.371569 43.11 29.748 8.8704 13.655 0 52.5168 248.8883 114.963 78.49875 20.118 2.371569 43.11 29.748 8.8704 13.655 0 52.5168 248.8883 100.592 78.49875 20.118 2.371569 43.11 29.748 8.8704 13.655 0 52.5168 248.8883 100.591 78.49875 20.118 2.371569 43.11 29.748 9.1872 14.248 0 54.3924 251.6739 86.22
Att = 296.535 Ac = 1.32 Ap = 7.815
Avp = Avx + Avy
Avx = 11.7375 m² Pvx = 11.268Avy = 14 m² 18.48
Pla = 78.49875
Tabiqueria repartida Ptab-per (e = 1) = Ptpx + Ptpy
Ptpx = #v*(em)*(he1-Hvx)*(Lx-#cx*bc-lp)*Plp = 5.133375Ptpy = #v*(em)*(he1-Hvy)*(Ly-#cx*tc)*Plp = 9.114592
Ptab-per (e = 2-6) =Ptpx = #v*(em)*(he2-Hvx)*(Lx-#cx*bc)*Plp = 4.92804Ptpy = #v*(em)*(he2-Hvy)*(Ly-#cx*tc)*Plp = 8.726737
Ptab-per (e = 7) =Ptpx = #v*(em)*(he7-Hvx)*(Lx-#cx*bc)*Plp = 2.05335Ptpy = #v*(em)*(he7-Hvy)*(Ly-#cx*tc)*Plp = 3.296767
Densidad (p) =Psismo - total
= 0.955Att - total
V = ZUSC/R*Psis = 594.4843 Tn Dual - Cate A -Chiclayo
bc = 30 cm
tc = 66.72885 cm65 cm
bc = 30 cm
tc = 58.76871 cm60 cm
bc = 30 cm
tc = 52.58595 cm55 cm
col: 30 55
b) Peso de contrapiso
20.57265 Tn
70 d) Peso de cobertura
29.6535 Tn
f) Peso de vigas
Pvx + Pvy
Avx*hvx*Pc.a = 14.112 TnAvy*hvy*Pc.a = 21.714 Tn
35.826 h) Peso de Tabiqueria Perimetrica
Ptpx + Ptpy#v*(em)*(he1-Hvx)*(Lx-#cx*bc)*Plp = 6.450 Tn#v*(em)*(he1-Hvy)*(Ly-#cx*tc)*Plp = 13.569 Tn
20.018#c* he2*St*Pc.a = 17.7408 Tn
#v*(em)*(he2-Hvx)*(Lx-#cx*bc)*Plp = 6.192 Tn#v*(em)*(he2-Hvy)*(Ly-#cx*tc)*Plp = 12.991 Tn
19.183#c* he7*St*Pc.a = 8.8704 Tn
#v*(em)*(he7-Hvx)*(Lx-#cx*bc)*Plp = 2.580 Tn#v*(em)*(he7-Hvy)*(Ly-#cx*tc)*Plp = 4.908 Tn
7.488
(Att-Ac)*gcont =
gcont =
(Att)*gcob =
densidad :
C = (0.8 - 1.0) Tn/m² A y B = (1.0- 1.50)Tn/m²
cmcm 15 mts
cmcm 13 mts
Ixtm = 0.3lm = 3.25 k F1 F2 F3 F4 F5 F6 F7
0.914287 m^4 0.260319 6.32507 12.41097 18.40247 24.9798 31.11519 35.50337 26.01855
0.861916 m^4 0.245407 5.962759 11.70005 17.34835 23.54892 29.33286 33.46968 24.52816
9.325
0.861916 m^4 0.245407 5.962759 11.70005 17.34835 23.54892 29.33286 33.46968 24.52816
0.874066 m^4 0.248867 6.046813 11.86498 17.5929 23.88088 29.74635 33.94148 24.87392tm = 0.3lm = 3.25
1.724725
Por cuestion de predimensionamiento asumimos que --- Cm = Cg
Busca para evitar torsion en planta
Psis*hi Por piso aplicado al centro de masPsismo hi Wsin*hi k Fs Qs 99.949
183.7289 19.8 3637.832 0.1681269 99.948788 99.948788 136.384
291.9983 17 4963.971 0.229416 136.38421 236.33299 119.527
306.3683 14.2 4350.43 0.2010604 119.52727 355.86027 95.959
306.3683 11.4 3492.599 0.1614147 95.958514 451.81878 70.692
299.1833 8.6 2572.976 0.1189133 70.69206 522.51084 47.676
299.1833 5.8 1735.263 0.0801973 47.67604 570.18688 24.297
294.7839 3 884.3517 0.0408714 24.297402 594.48428
1981.614 21637.42TN
TnTn
TnTn
TnTn
Por piso aplicado al centro de mas
