Zapatas Conectadas
12
Zapata Conectada Col 1 Col 2 Long a ejes: t (m) 0.25 0.25 Cap Port b (m) 0.8 0.8 Pcm (ton) 70 130 Pcv (ton) 25 50 Ps (ton) -20 20 Mcm (ton-m) 4 -4.5 Mcv (ton -m) 2 -2 Ms (ton -m) 140 150 Predimensionamieto: se busca uniformizar Pto de Aplicaion de la resultante Brazo P1 = 95 0.4 P2 = 180 6.9 Mm = P = 275 Mt = Xr = 4.65 Zapata Exterior %Pprop = 10 Despreciando los momentos por cargas de graveda A1 = 104.5 = 17.5 L1 = 1.5 A1 = T1 = 4 h1 = 0.6 I1 = Zapata Interior %Pprop = 10 Despreciando los momentos por cargas de graveda A2 = 198 = 17.5 L2 = 5 A2 = T2 = 2.3 h2 = 0.6 I2 = Centroide Zapata A x Col 1 6 0.75 Col 2 11.5 6.9 A = 17.5 Xz = 4.79 Pz = Combinación C Pto de Aplicaion de la resultante Brazo P1 = 75 0.4 P2 = 200 6.9 1.4 1.4Pz = 35.28 4.79 Mm = P = 310.28 Mt = Xr = 6.02 e = M = 381.86 1 = 17.73 - 2 = + Combinación C Pto de Aplicaion de la resultante Brazo P1 = 115 0.4
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Transcript of Zapatas Conectadas
Zapata Conectada
Col 1 Col 2 Long a ejes:t (m) 0.25 0.25 Cap Port b (m) 0.8 0.8Pcm (ton) 70 130Pcv (ton) 25 50Ps (ton) -20 20Mcm (ton-m) 4 -4.5Mcv (ton -m) 2 -2Ms (ton -m) 140 150
Predimensionamieto: se busca uniformizar los esfuerzos en el suelo (solo Cv y Cm)Pto de Aplicaion de la resultante Brazo
P1 = 95 0.4P2 = 180 6.9
Mm =P = 275 Mt =
Xr = 4.65Zapata Exterior %Pprop = 10
Despreciando los momentos por cargas de gravedad
A1 =104.5
=17.5L1 = 1.5
A1 =T1 = 4h1 = 0.6 I1 =
Zapata Interior %Pprop = 10Despreciando los momentos por cargas de gravedad
A2 = 198 =17.5
L2 = 5 A2 =T2 = 2.3h2 = 0.6 I2 =
Centroide Zapata A xCol 1 6 0.75Col 2 11.5 6.9A = 17.5
Xz = 4.79 Pz =Combinación Cm + Cv + Cs
Pto de Aplicaion de la resultante BrazoP1 = 75 0.4P2 = 200 6.9
1.4 1.4Pz = 35.28 4.79Mm =
P = 310.28 Mt =Xr = 6.02 e =M = 381.86
1 =17.73
-2 = +
Combinación Cm + Cv - CsPto de Aplicaion de la resultante Brazo
P1 = 115 0.4
P2 = 160 6.91.4Pz = 35.28 4.7914285714
Mm =P = 310.28 Mt =
Xr = 3.31 e =M = -458.14
1 =17.73
-2 = +
Zapata ConectadaDimensiones Adoptadas
6.5 m Densidad C°17.5 ton/m2 2.4 ton/m3 Z1
Z2Brazos 1 Lt =
Col 1 0.4Col 2 6.9
Combinación 1
Predimensionamieto: se busca uniformizar los esfuerzos en el suelo (solo Cv y Cm)Mto Col 138 Col 2
1242 Pz =-0.5
1279.5 Col 1Col 2
P = 104.5 Pz =Despreciando los momentos por cargas de gravedad Pu =
5.97Xr =
Esfuerzo 1 =
6Pz1 = 8.64 Esfuerzo 2 =Xz1 = 0.75
1.13P = 198 Esf 1
Despreciando los momentos por cargas de gravedad W1
11.31 Esf 2W2
11.5 Pz1 = 16.56 PzXz1 = 6.9 P
23.96 MAx d Ad24.5 4.04 98.00
79.35 -2.11 51.1383.85 149.1325.2 Ltz = 9.4
Combinación Cm + Cv + CsMto30
1380169.04289.5
1868.54 I = 174.211.23 Y = 4.61
10.10157415877.63 <= 17.5 Ok
27.83 > 17.5 No CumpleCombinación Cm + Cv - Cs
Mto46
1104169.04-290.5
1028.54 I = 174.21-1.48 Y = 4.61
-12.119621521529.85 > 17.5 No Cumple5.61 <= 17.5 Ok
Dimensiones Adoptadas Propiedades GeométricasL T h x A Ax
2.3 4.5 0.6 1.15 10.35 11.90256.7 3.3 0.6 6.9 22.11 152.56
10.25 A = 32.46 164.46Xz = 5.07 Ppz =Yz = 5.18
Combinación 1 1.4Cm + 1.7Cv + 0CsCarga Muerta Carga Viva Carga Sismica
Factor = 1.4 Factor = 1.7 Factor = 0Pu Mu Pu Mu Pu Mu98 5.6 42.5 3.4 0 0
182 -6.3 85 -3.4 0 065.44 Pz1 = 20.87 Pz2 = 44.57
Pu x Mto Mmu F. Ca Por140.5 0.4 56.2 9 1267 6.9 1842.3 -9.7
65.44 5.07 331.55 Mm = -0.7472.94 Mf = 2230.05 Mt = 2229.35
4.71 e = -0.35 Mu = -166.84
14.57-
-2.7017.27 <= 17.5 Ok Weon
+ 11.87 <= 17.5 Ok Weon
Col 1 d Col 2 d m = -0.52717.27
015.40
3.55a = 17.27
77.71 50.8216.06 2.3 11.87 10.2572.26 39.1720.87 1.15 44.57 6.9140.5
0.4267
6.99 -9.7
Propiedades GeométricasPp d Ad2 I
14.90 3.92 158.77 4.5631.84 -1.83 74.32 82.71
233.09 87.2746.74 Iz = 320.36
Combinación 2 1.25Cm + 1.25Cv + 1CsCarga Muerta Carga Viva Carga Sismica
Factor = 1.25 Factor = 1.25 Factor =Pu Mu Pu Mu Pu
Col 1 87.5 5 31.25 2.5 -20Col 2 162.5 -5.625 62.5 -2.5 20Pz = 58.43 Pz1 = 18.63 Pz2 = 39.80
Pu x Mto MmuCol 1 98.75 0.4 39.5 147.5Col 2 245 6.9 1690.5 141.875Pz = 58.43 5.07 296.03 Mm = 289.375Pu = 402.18 Mf = 2026.03 Mt = 2315.41Xr = 5.76 e = 0.69 Mu = 277.73
Esfuerzo 1 =12.39
-4.49
7.90 <= 26.25 Ok WeonEsfuerzo 2 = + 16.88 <= 26.25 Ok Weon
1.25Cm + 1.25Cv + 1Cs Combinación 3 1.25Cm + 1.25Cv + -1CsCarga Sismica Carga Muerta Carga Viva
1 Factor = 1.25 Factor = 1.25Mu Pu Mu Pu Mu140 Col 1 87.5 5 31.25 2.5150 Col 2 162.5 -5.625 62.5 -2.5
Pz = 58.43 Pz1 = 18.63 Pz2 =F. Ca Por Pu x Mto Mmu
1.5 Col 1 138.75 0.4 55.5 -132.5Col 2 205 6.9 1414.5 -158.125Pz = 58.43 5.07 296.03 Mm =Pu = 402.18 Mf = 1766.03 Mt =Xr = 3.67 e = -1.40 Mu =
<= 26.25 Ok Weon Esfuerzo 1 =12.39
--9.10
21.49 <= 26.25 Ok Weon Esfuerzo 2 = + 3.29
1.25Cm + 1.25Cv + -1CsCarga Sismica
Factor = -1Pu Mu20 -140-20 -150
39.80F. Ca Por
1.5
-290.6251475.41-562.27
<= 26.25 Ok Weon <= 26.25 Ok Weon
