diseño de una zapata combinada
DESCRIPTION
Se realiza el análisis estructural de un pórtico de dos pisos con la finalidad de recabar información que ayude al diseño de zapatas combinadasTRANSCRIPT
PRACTICA CALIFICADA
TRABAJO DOMICILIARIO
EJERCICIO PRACTICO
Diseño de Zapata Combinada
6.00
6.00
5.60 5.60
40X6040X60
60X40
60X40
60X4060X40 60X40
60X40 60X40
WL=1800 kg/m
WD=2550 kg/m
WL=1800 kg/m
WD=2250 kg/m
A B C
40X60 40X80 40X60
40X6040X8040X60
30X50 30X50
30X5030X50
Portico 2
3.00
3.00
6.00 6.00
WL=1600 kg/m
WD=2550 kg/m
WL=1600 kg/m
WD=1980 kg/m
3.00
3.00
5.60 5.601 2 3
60X40
30X50 30X50
30X5030X50
60X4080X4060X40
60X40 80X40
Portico B
ANALISIS ESTRUCTURAL
PORTICO B
CARGA MUERTA
L1: 5.6 m
L2: 5.6 m
h1: 3 m
h2: 3 m
W1: 2.25 TON/m
W2: 1.98 TON/m
C1: 60 x 40
C2: 40 x 80
V1: 30 x 50
V2: 30 X 50
1. CALCULO DE RIGIDECES
NODO 1
k12= 558.03571
k14= 1066.6667
NODO 2
k21= 558.03571
k23= 558.03571
k25= 5688.8889
NODO3
k32= 558.03571
k36= 1066.6667
NODO 4
k41= 1066.6667
k45= 558.03571
k47= 1066.6667
NODO 5
k52= 5688.8889
k58= 5688.8889
k54= 558.03571
k56= 558.03571
NODO 6
k63= 1066.6667
k65= 558.03571
k69= 1066.6667
1 2 3
4 5 6
7 8 9
CARGA VIVA
NODO 1 NODO 4
d12= d41= 0.396
d14= d45= 0.207
d47= 0.396
NODO 2
d21= NODO 5
d23= d52= 0.455
d25= d58= 0.455
d54= 0.045
NODO3 d56= 0.045
d32=
d36= NODO 6
d63= 0.396
d65= 0.207
d69= 0.396
M1-2 Tn-m
M2-1 Tn-m
M2-3 Tn-m
M3-2 Tn-m
M4-5 Tn-m
M5-4 Tn-m
M5-6 Tn-m
M6-5 Tn-m
-5.88
5.88
-5.88
5.88
-5.1744
5.1744
-5.1744
5.1744
0.657
3.MOMENTOS DE EMPOTRAMIENTO
0.082
0.082
0.836
0.343
2. FACTORES DE DISTRIBUCION
0.343
0.657
L1: 5.6 m
L2: 5.6 m
h1: 3 m
h2: 3 m
W1: 1.60 TON/m
W2: 1.6 TON/m
C1: 60 x 40
C2: 40 x 80
V1: 30 x 50
V2: 30 X 50
M1-2 Tn-m
M2-1 Tn-m
M2-3 Tn-m
M3-2 Tn-m
M4-5 Tn-m
M5-4 Tn-m
M5-6 Tn-m
M6-5 Tn-m
-4.181333
4.1813333
-4.181333
4.1813333
-4.181333
4.1813333
4.1813333
3.MOMENTOS DE EMPOTRAMIENTO
-4.181333
HARDLY CROSS “CARGA MUERTA”
-0.0
00
8
-0.8
86
6
-1.1
65
2
0.2
61
3
0.0
18
1
0.0
12-4.953 6.344
-0.0
26
0.0
40
0.0
00
-0.0
02
0.00
3
0.0
52
0.8
30
0.8
86
0.0
00
0.0005 0.0002
-0.0002 -0.0004
0.0030 0.0015
-0.0011 -0.0023
-0.0025 -0.0050
0.0548 0.0274
0.0039 0.0078
-5.880 5.880
0.8689 0.4345
0.0
36
-0.0
02
-1.7
73
0.3
96
-2.3
30
0.5
23
-0.0
04
0.0
010.207 0.045
0.4
55
-0.0
51
0.0
79
-0.0
23
0.0
06
0.1
05
1.6
61
0.3
96
1.7
72
0.0
01
0.0
05
-0.0
02
-0.0
01
-3.1
80
0.3
96
-2.3
30
-1.3
16
0.5
23
-0.0
95
0.0
36
-0.3
38
-0.0
51
0.2
88
0.4
55 -5.880 5.880
0.045 0.207-0.0
01
-0.0
04
0.0
09
-0.0
23
0.0
40
0.0
79
-0.0
18
0.1
05
-0.2
62
1.6
61
1.6
89
0.3
96
3.1
80
0.0
01
-0.0
01
0.0
06
-0.0050 -0.0025
-0.6096 -1.2192
0.0078 0.0039
0.1367 0.2734
-0.0023 -0.0011
0.0095 0.0189
-0.0004 -0.0002
-0.0004 -0.0008
-0.0
02
-3.7
01
-6.344 4.952 -2.6
32
0.2
61
-0.1
90
0.0
18
0.0
10
-0.0
01
-0.6
76
-0.0
26
0.5
76
0.8
36
0.6
57
-1.1
65
-0.0
02
-0.0
02
0.0
18
-0.0
12
0.0
79
0.0
40
-0.0
37
0.0
52
-0.5
23
0.8
30
3.3
79
0.6
57
3.7
01
0.0
00
-0.0
02
0.00
3
-5.174 5.174 -5.174 5.174
0.343 0.082 0.082 0.343
0.0282 0.0565 -0.6885 -1.3770
-0.0331 -0.0663 -0.0497 -0.0994
1.7676 0.8838 0.0565 0.0282
0.0039 0.0078 0.0026 0.0052
-0.2738 -0.1369 -0.0663 -0.0331
0.0009 0.0018 -0.0005 -0.0011
-0.0193 -0.0097 0.0078 0.0039
-3.701 5.911 -5.911 3.702
-0.0013 -0.0006 0.0018 0.0009
1 2 3
4 5 6
987
Diagramas de Momentos y Cortantes
-3.70 5.91 -5.9 3.70
5.15 5.94
3.70 -3.70
0.00
-5.1
-5.94
-2.294 2.2938
-6.3
-5.0 6.34 4.95 6.05 6.55
1.77 3.18 -3.180 -1.773
0.00 0.00
-6.1
-6.55
-0.886 0.8866
0.89 0.01 -0.887
0.0
0.0
12
3
45 6
7 8 9
HARDLY CROSS “CARGA VIVA”
”
-0.0
00
4
-0.5
92
5
-0.8
28
6
0.2
18
5
0.0
17
9
0.0
07
-3.559 4.493
-0.0
23
0.0
31
0.0
00
-0.0
01
0.00
2
0.0
35
0.5
58
0.5
95
0.0
00
0.0003 0.0002
-0.0001 -0.0003
0.0019 0.0010
-0.0008 -0.0016
-0.0022 -0.0044
0.0367 0.0183
0.0030 0.0061
-4.181 4.181
0.5840 0.2920
0.0
36
-0.0
01
-1.1
85
0.3
96
-1.6
57
0.4
37
-0.0
03
-0.0
02
0.207 0.045
0.4
55
-0.0
45
0.0
62
-0.0
16
0.0
04
0.0
70
1.1
16
0.3
96
1.1
91
0.0
01
0.0
03
-0.0
01
-0.0
01
-2.2
91
0.3
96
-1.6
57
-1.1
01
0.5
23
-0.0
94
0.0
36
-0.2
69
-0.0
45
0.2
41
0.4
55 -4.181 4.181
0.045 0.2070.0
01
-0.0
03
0.0
06
-0.0
16
0.0
25
0.0
62
-0.0
12
0.0
70
-0.1
75
1.1
16
1.3
65
0.3
96
2.3
68
0.0
01
-0.0
01
0.0
04
-0.0044 -0.0022
-0.4335 -0.8670
0.0061 0.0030
0.1143 0.2287
-0.0016 -0.0008
0.0094 0.0188
-0.0003 -0.0001
-0.0002 -0.0004
-0.0
01
-2.9
34
-4.492 3.561 -2.2
01
0.2
61
-0.1
87
0.0
18
0.0
05
0.0
00
-0.5
37
-0.0
23
0.4
81
0.8
36
0.6
57
-0.8
29
0.0
05
-0.0
01
0.0
12
-0.0
08
0.0
49
0.0
31
-0.0
25
0.0
35
-0.3
49
0.5
58
2.7
30
0.6
57
2.9
49
0.0
00
-0.0
02
0.00
2
-4.181 4.181 -4.181 4.181
0.343 0.082 0.082 0.343
0.0236 0.0472 -0.5758 -1.1516
-0.0263 -0.0527 -0.0489 -0.0979
1.4281 0.7140 0.0472 0.0236
0.0024 0.0048 0.0014 0.0028
-0.1827 -0.0913 -0.0527 -0.0263
0.0006 0.0012 -0.0003 -0.0007
-0.0129 -0.0064 0.0048 0.0024
4.798 -4.804 2.934
-0.0008 -0.0004 0.0012 0.0006
-2.949
1 2 3
4 5 6
987
Diagramas de Momentos y Cortantes
-2.95 4.80 -4.8 2.93
2.95 -2.93
0.00
-4.5
-3.6 4.49 3.56
1.19 2.37 -2.291 -1.185
0.00 0.00
0.60 0.01 -0.593
4.15 4.81
-4.1
-4.81
-1.772 1.7417
4.31 4.65
-4.3
-4.65
-0.595 0.59250.0
0.0
12
3
45 6
7 8 9
PORTICO A
CARGA MUERTA
L1: 5.6 m
L2: 5.6 m
h1: 3 m
h2: 3 m
W1: 2.25 TON/m
W2: 1.98 TON/m
C1: 40 x 60
C2: 40 x 60
V1: 30 x 50
V2: 30 X 50
NODO 1
k12=
k14=
NODO 2
k21=
k23=
k25=
NODO3
k32=
k36=
NODO 4
k41=
k45=
k47=
NODO 5
k52=
k58=
k54=
k56=
NODO 6
k63=
k65=
k69=
2400
558.03571
2400
2400
2400
558.03571
558.03571
2400
2400
558.03571
2400
558.03571
558.03571
2400
558.03571
1. CALCULO DE RIGIDECES
558.03571
2400
1 2 3
4 5 6
7 8 9
NODO 1 NODO 4
d12= d41= 0.448
d14= d45= 0.104
d47= 0.448
NODO 2
d21= NODO 5
d23= d52= 0.406
d25= d58= 0.406
d54= 0.094
NODO3 d56= 0.094
d32=
d36= NODO 6
d63= 0.448
d65= 0.104
d69= 0.448
M1-2 Tn-m
M2-1 Tn-m
M2-3 Tn-m
M3-2 Tn-m
M4-5 Tn-m
M5-4 Tn-m
M5-6 Tn-m
M6-5 Tn-m
-5.88
5.88
-5.88
5.88
-5.1744
5.1744
-5.1744
5.1744
0.811
3.MOMENTOS DE EMPOTRAMIENTO
0.159
0.159
0.683
0.189
2. FACTORES DE DISTRIBUCION
0.189
0.811
M1-2 Tn-m
M2-1 Tn-m
M2-3 Tn-m
M3-2 Tn-m
M4-5 Tn-m
M5-4 Tn-m
M5-6 Tn-m
M6-5 Tn-m
-4.181333
4.1813333
-4.181333
4.1813333
-4.181333
4.1813333
4.1813333
3.MOMENTOS DE EMPOTRAMIENTO
-4.181333
PORTICO A
CARGA VIVA
L1: 5.6 m
L2: 5.6 m
h1: 3 m
h2: 3 m
W1: 1.60 TON/m
W2: 1.6 TON/m
C1: 40 x 60
C2: 40 x 60
V1: 30 x 50
V2: 30 X 50
HARDLY CROSS “CARGA MUERTA”
0.0
00
2
-0.9
32
1
-1.3
16
9
0.3
50
6
0.0
33
9
0.0
07-5.447 6.097
-0.0
03
0.0
11
0.0
00
-0.0
01
0.00
7
0.0
74
0.8
49
0.9
31
0.0
01
0.0005 0.0002
-0.0002 -0.0005
0.0031 0.0015
-0.0015 -0.0030
-0.0007 -0.0015
0.0345 0.0172
0.0025 0.0051
-5.880 5.880
0.3950 0.1975
0.0
68
0.0
00
-1.8
64
0.4
48
-2.6
34
0.7
01
-0.0
02
0.0
000.104 0.094
0.4
06
-0.0
06
0.0
22
-0.0
13
0.0
13
0.1
48
1.6
99
0.4
48
1.8
62
0.0
02
0.0
01
0.0
00
-0.0
02
-3.5
85
0.4
48
-2.6
34
-1.5
65
0.7
01
-0.1
54
0.0
68
-0.1
52
-0.0
06
0.1
24
0.4
06 -5.880 5.880
0.094 0.1040.0
00
-0.0
02
0.0
05
-0.0
13
0.0
22
0.0
22
-0.0
32
0.1
48
-0.3
30
1.6
99
2.0
87
0.4
48
3.5
84
0.0
02
-0.0
03
0.0
13
-0.0015 -0.0007
-0.3062 -0.6124
0.0051 0.0025
0.0815 0.1631
-0.0030 -0.0015
0.0079 0.0158
-0.0005 -0.0002
0.0000 0.0001
-0.0
04
-4.3
73
-6.097 5.447 -3.1
30
0.3
51
-0.3
08
0.0
34
0.0
01
0.0
00
-0.3
05
-0.0
03
0.2
48
0.6
83
0.8
11
-1.3
17
-0.0
01
-0.0
01
0.0
10
-0.0
06
0.0
45
0.0
11
-0.0
64
0.0
74
-0.6
60
0.8
49
4.1
75
0.8
11
4.3
74
0.0
00
-0.0
06
0.00
7
-5.174 5.174 -5.174 5.174
0.189 0.159 0.159 0.189
0.0289 0.0577 -0.3639 -0.7277
-0.0354 -0.0709 -0.0358 -0.0716
0.9707 0.4854 0.0577 0.0289
0.0052 0.0104 0.0001 0.0003
-0.1536 -0.0768 -0.0709 -0.0354
0.0011 0.0023 -0.0005 -0.0010
-0.0150 -0.0075 0.0104 0.0052
-4.374 5.574 -5.575 4.374
-0.0015 -0.0007 0.0023 0.0011
1 2 3
4 5 6
987
Diagramas de Momentos y Cortantes
-4.37 5.57 -5.6 4.37
5.33 5.76
4.37 -4.37
0.00
-5.3
-5.8
-2.653 2.6526
-6.1
-5.4 6.10 5.45 6.18 6.42
1.86 3.58 -3.585 -1.864
0.00 0.00
-6.2
-6.4
-0.931 0.9321
0.93 0.01 -0.932
0.0
0.0
12
3
45 6
7 8 9
HARDLY CROSS “CARGA VIVA”
0.0
00
8
-0.6
07
1
-0.9
36
5
0.2
95
0
0.0
33
6
0.0
04
-3.897 4.323
-0.0
03
0.0
08
0.0
00
-0.0
01
0.0
04
0.0
48
0.5
59
0.6
12
0.0
01
0.0003 0.0002
-0.0002 -0.0004
0.0020 0.0010
-0.0011 -0.0022
-0.0008 -0.0016
0.0225 0.0113
0.0019 0.0038
-4.181 4.181
0.2598 0.1299
0.0
67
0.0
02
-1.2
14
0.4
48
-1.8
73
0.5
90
-0.0
02
-0.0
01
0.104 0.094
0.4
06
-0.0
07
0.0
17
-0.0
09
0.0
09
0.0
97
1.1
18
0.4
48
1.2
24
0.0
01
-0.0
02
0.0
02
-0.0
02
-2.5
75
0.4
48
-1.8
73
-1.3
16
0.7
01
-0.1
52
0.0
68
-0.1
21
-0.0
07
0.1
04
0.4
06 -4.181 4.181
0.094 0.1040.0
01
-0.0
02
0.0
03
-0.0
09
0.0
14
0.0
17
-0.0
21
0.0
97
-0.2
15
1.1
18
1.6
86
0.4
48
2.6
72
0.0
01
-0.0
02
0.0
09
-0.0016 -0.0008
-0.2177 -0.4355
0.0038 0.0019
0.0686 0.1372
-0.0022 -0.0011
0.0078 0.0156
-0.0004 -0.0002
0.0002 0.0004
-0.0
03
-3.4
96
-4.323 3.899 -2.6
33
0.3
51
-0.3
04
0.0
34
-0.0
05
0.0
01
-0.2
41
-0.0
03
0.2
09
0.6
83
0.8
11
-0.9
36
0.0
03
-0.0
01
0.0
07
-0.0
05
0.0
29
0.0
08
-0.0
42
0.0
48
-0.4
31
0.5
59
3.3
73
0.8
11
3.5
08
0.0
00
-0.0
04
0.0
04
-4.181 4.181 -4.181 4.181
0.189 0.159 0.159 0.189
0.0243 0.0486 -0.3061 -0.6121
-0.0280 -0.0561 -0.0354 -0.0707
0.7842 0.3921 0.0486 0.0243
0.0034 0.0067 -0.0006 -0.0011
-0.1001 -0.0501 -0.0561 -0.0280
0.0008 0.0016 -0.0004 -0.0008
-0.0098 -0.0049 0.0067 0.0034
4.519 -4.523 3.497
-0.0010 -0.0005 0.0016 0.0008
-3.508
1 2 3
4 5 6
987
Diagramas de Momentos y Cortantes
-3.51 4.52 -4.5 3.50
4.3 4.66
3.51 -3.50
0.00
-4.3
-4.7
-2.06 2.0237
-4.3
-3.9 4.32 3.90 4.4 4.56
1.22 2.67 -2.575 -1.214
0.00 0.00
-4.4
-4.6
-0.612 0.6071
0.61 0.00 -0.607
0.0
0.0
12
3
45 6
7 8 9
PORTICO 2
CARGA MUERTA
L1: 6 m 1
L2: 6 m
h1: 3 m
h2: 3 m
W1: 2.55 TON/m 4
W2: 2.25 TON/m
C1: 60 x 40
C2: 80 x 40
V1: 30 x 50 7
V2: 30 X 50
NODO 1
k12=
k14=
NODO 2
k21=
k23=
k25=
NODO3
k32=
k36=
NODO 4
k41=
k45=
k47=
NODO 5
k52=
k58=
k54=
k56=
NODO 6
k63=
k65=
k69=
1066.6667
520.83333
1066.6667
1422.2222
1422.2222
520.83333
520.83333
1066.6667
1066.6667
520.83333
1066.6667
520.83333
520.83333
1422.2222
520.83333
520.83333
1066.6667
1. CALCULO DE RIGIDECES1 2 3
4 5 6
7 8 9
NODO 1 NODO 4
d12= d41= 0.402
d14= d45= 0.196
d47= 0.402
NODO 2
d21= NODO 5
d23= d52= 0.366
d25= d58= 0.366
d54= 0.134
NODO3 d56= 0.134
d32=
d36= NODO 6
d63= 0.402
d65= 0.196
d69= 0.402
M1-2 Tn-m
M2-1 Tn-m
M2-3 Tn-m
M3-2 Tn-m
M4-5 Tn-m
M5-4 Tn-m
M5-6 Tn-m
M6-5 Tn-m
3.MOMENTOS DE EMPOTRAMIENTO
-7.65
7.65
-7.65
7.65
-6.75
6.75
-6.75
6.75
0.672
0.211
0.211
0.577
0.328
0.328
0.672
2. FACTORES DE DISTRIBUCION
PORTICO 2
CARGA VIVA
L1: 6 m
L2: 6 m
h1: 3 m
h2: 3 m
W1: 1.80 TON/m
W2: 1.8 TON/m
C1: 60 x 40
C2: 80 x 40
V1: 30 x 50
V2: 30 X 50
M1-2 Tn-m
M2-1 Tn-m
M2-3 Tn-m
M3-2 Tn-m
M4-5 Tn-m
M5-4 Tn-m
M5-6 Tn-m
M6-5 Tn-m
3.MOMENTOS DE EMPOTRAMIENTO
5.4
5.4
-5.4
5.4
-5.4
5.4
-5.4
-5.4
HARDLY CROSS “CARGA MUERTA”
-6.750 6.750 -6.750 6.750
-0.0018-0.0037
0.328 0.211
-0.0037-0.0018
0.1808
-4.916
-0.0022
0.0026
-0.0264
0.0139
-0.3216
-0.1073
2.1849
0.0904
0.0904
7.667
-0.0011
0.0052
-0.0132
0.0279
-0.1608
-0.2145
1.0925
-1.7102
0.328
4.917
0.0026
-0.0031
0.0139
0.0258
-0.1073
-0.1452
0.211
-0.8551
-7.667
0.0052
-0.0015
0.0279
0.0129
-0.2145
-0.0726
0.1808
6.516
-0.0004
-0.0045
-0.0036
0.0280
0.0059
0.0140
0.0118
0.1720
-0.7506
0.196
7.650
0.3440
-1.5012
-0.0036
0.0012
-0.0004
-6.517
0.134
-7.650
0.196
-7.650
1.0621
0.0650
0.0059
0.0041
0.0118
0.0021
-0.0073
0.0006
-0.0007
8.216
0.3
660.134
7.650
0.5311
0.0325
-8.217
-0.0007
-0.0022
-0.0073
0.0
29
0.0
53
-0.0
05
-0.0
06
-4.9
14
-0.0
09
-0.0
03
-4.1
98
0.6
72
-1.5
37
-3.5
03
0.3
52
-0.2
97
-2.3
22
0.4
02
-3.0
74
-1.7
51
0.7
05
-0.1
49
0.0
57
0.0
26
-1.1
60
8
0.4
02
-3.0
74
0.7
05
0.0
57
-0.0
09
0.3
52
3
0.0
28
7
-0.0
04
6
0.0
67
1.0
88
-1.5
37
2
-0.3
29
2.1
75
2.2
37
0.4
02
1.1
60
0.0
01
0.00
4
0.1
33
2.1
75
0.4
02
4.1
98
0.0
02
-0.0
02
0.0
08
-0.0
27
0.1
33
-0.6
59
1.0
88
4.4
75
0.6
72
2.3
19
0.0
02
0.0
08
4.9
16
0.0
00
-0.0
05
0.00
4
-0.0
54
0.0
67
-0.0
05
0.0
16
0.0
00
-0.0
01
0.0
10
-0.0
10
0.0
32
-0.0
20
-0.0
02
0.0
01
0.0
00
-0.0
02
0.0
07
-0.0
20
0.0
38
0.0
32
0.0
76
0.0
16
-0.5
86
-0.0
05
0.4
94
0.3
66
0.2
47
-0.2
93
-0.0
10
0.5
77
-0.0
02
-0.0
01
0.0
14
-0.0
101 2 3
4 5 6
987
Diagramas de Momentos y Cortantes
-4.92 7.67 -7.7 4.92
6.29 7.21
4.92 -4.91
0.00
-6.3
-7.2
-3.038 3.0376
-8.2
-6.5 8.22 6.52 7.37 7.93
2.32 4.20 -4.198 -2.322
0.00 0.00
-7.4
-7.9
-1.16 1.1608
1.16 0.01 -1.161
0.0
0.0
12
3
45 6
7 8 9
HARDLY CROSS “CARGA VIVA”
-0.0
03
2
-0.7
68
7
-1.0
85
1
0.2
91
7
0.7
73
0.0
01
0.0
03
0.0
44
0.5
83
0.0
56
-0.0
06
0.0
87
1.4
51
0.4
02
0.3
66
-0.0
11
-0.0
06
-0.0
02
-2.9
91
1.5
45
0.0
02
-0.0
11
0.2
04
0.3
66
0.4
02
-2.1
70
-1.4
50
-0.2
15
1.4
51
1.7
89
0.4
02
0.0
01
-0.0
01
3.1
00
0.0
02
-0.0
01
0.0
05
-0.0
18
0.0
87
0.6
72
0.0
05
-0.0
01
0.0
10
-0.0
07
0.0
48
3.8
81
0.0
00
-0.0
03
0.7
26
-0.0
05
0.0
27
9
0.0
06
0.0
12
0.0
00
-0.0
01-4.646 5.777
-0.0026 -0.0052
0.0008 0.0004
-0.0002 -0.0005
0.0
05
-1.5
37
0.4
02
-2.1
70
-0.0
01
-0.0
02
0.0
24
-0.0
14
0.7
05
-0.1
43
0.0
57
0.0
19
0.134 0.196-0.0
14
0.0
24
0.0
24
-0.2
30
0.0
05 -5.400 5.400
-0.0039 -0.0019
-0.5298 -1.0597
0.6
72
-1.0
85
-2.8
99
0.3
52
-0.2
87
0.0
29
0.0
37
-0.0
05
0.4
09
0.5
77
0.0
12
-0.4
61
0.0
44
-0.4
31
0.7
26
3.5
78
0.0
03
-0.0
35
-5.400 5.400
0.328 0.211
-0.0
03
-0.0
04
-3.8
60
0.00130.0026
0.0045 0.0089
-0.0019 -0.0039
0.0427 0.0213
-5.400 5.400
0.7086 0.3543
0.196 0.134
0.1424 0.2848
0.0089 0.0045
0.0136 0.0273
-0.0005 -0.0002
-0.0016 -0.0032
-0.0052 -0.0026
0.211 0.328
-5.776 4.649
-0.7078 -1.4157
-5.400 5.400
0.1496 0.07480.8736
0.1496
1.7471
0.0748
-0.0844 -0.1687 -0.0701 -0.1401
0.0089 0.0177 0.0091 0.0183
-0.2104 -0.1052 -0.1687 -0.0844
0.0018 0.0035 -0.0009 -0.0018
-0.0172 -0.0086 0.0177 0.0089
-3.881 6.161 -6.168 3.862
-0.0014 -0.0007 0.0035 0.0018
1 2 3
4 5 6
987
Diagramas de Momentos y Cortantes
-3.88 6.16 -6.2 3.86
5.02 5.78
3.88 -3.86
0.00
-5.0
-5.8
-2.327 2.2837
-5.8
-4.6 5.78 4.65 5.21 5.59
1.55 3.10 -2.991 -1.537
0.00 0.00
-5.2
-5.6
-0.773 0.7687
0.77 0.01 -0.769
0.0
0.0
12
3
45 6
7 8 9
MOMENTOS
Portico 2 Portico A Portico B
Columna 1 Columna 1 Columna 2
MD= 2.32 Tn-m MD= 0.01 Tn-m MD= 0 Tn-m
ML= 1.55 Tn-m ML= 0.004 Tn-m ML= 0 Tn-m
Columna 2
MD= 0.01 Tn-m
ML= 0.01 Tn-m
CARGAS
Portico 2 Portico A Portico B
Columna 1 Columna 1 Columna 2
PD= 13.66 Tn PD= 24.36 Tn PD= 25 Tn
PL= 10.23 Tn PL= 18.44 Tn PL= 19 Tn
Columna 2
PD= 30.28 Tn
PL= 22.74 Tn
DISEÑO DE ZAPATA COMBINADA
σ=0.8 kg/cm2 0.8 fy (kg/cm2) 4200 f'c ( kg/cm2)= 210
COLUMNA 01: 60 x 40 COLUMNA 02: 80 x 60
Cargas:
PD= 38.02 Tn PD= 55.26 Tn
PL= 28.67 Tn PL= 41.66 Tn
Momentos:
Dirección Longitudinal
MD= 2.32 Tn-m MD= 0.01 Tn-m
ML= 1.55 Tn-m ML= 0.01 Tn-m
Dirección Transversal
MD= 0.01 Tn-m MD= 0.01 Tn-m
ML= 0.004 Tn-m ML= 0.01 Tn-m
DATOS DEL ANALISIS ESTRUCTURAL
B
0.4 0.4
5.4
0.6 0.8B
L
1 2
I. DIMENSIONAMIENTO
(38.02+28.67+55.26+41.66)x1.2x1.15
8
A= 28.22
SI L=10 m B= 2.82 m
L= 8.20 m √
B= 3.50 m √
Calculamos Xcg para Estados de Carga de Gravedad
ESTADO DE CARGA (Gravedad)
P1= 66.69 Tn M1= 3.87 Tn
P2= 96.92 Tn M2= 0.02 Tn
Xcg= 3.46 m L1= 5.80 m
Verificacion de Esfuerzos (Con Momentos Tranversales)
σ1= 6.84 < σt= 8 tn/m2 OK
RESUMEN DE PRESIONES
σ1= 6.84 Tn/m2 ⇒ σ1= 9.58 Tn/m2
Peso propio real: pp: 44.77 Tn h=0.65m
Peso propio considerado ppc: 32.72 Tn
Reajuste σ al Estado de Carga
σ1= 7.26 < σt= 8 tn/m2 OK
Presión sin considerar pp
σ1= 5.70 Tn/m2
σudiseño= 7.98 Tn/m2
A=
M2
P2
M1
P1
Xcg
R
VERIFICACION POR CORTANTE FLEXION (Considerado para el mayor volado)
d=h-7.5 x=2-0.575 = 1.725 m
d= 0.575 m
Vu= 48.20 Tn
Cortante que toma el concreto (Vc)
Vc= 154.57 Tn
ΦVc= 131.38 Tn
Debe cumplir que: Vu ≤ΦVc
48.20 < 131.38
Wu=σu x B= 27.94 Tn
Vu1= 5.59 Tn x1= 0.2 m
Vu2= 61.48 Tn x2= 2.2 m
Verificación del Cortante Flexión en Cara Interior Vux
Muij=Mu1= 0.56 Tn-m
Muji=Mu2= 67.62 Tn-m
Vuji= 92.60 Tn
Vuij= -69.47 Tn
Por semejanza de Triangulos
Vux= 70.94 Tn a= 5.025 m
ΦVc= 131.38 Tn
Debe cumplir que: Vux ≤ΦVc
70.94 < 131.38 OK
M2=[Wu*(x2^2)]/2
Vuij = 69.47 Tn
Vu2 = 61.48 Tn
5.025 d
M1=[Wu*(x1^2)]/2
Vu1 = 5.59 Tn
Vuji = 92.60 TnVux
5.025
Vuji = 92.60 TnVux
Vuij = 69.47 Tnd
d
x
d d
x
VERIFICACION DE CORTANTE DE PUNZONAMIENTO (Mayor volado Columna 02)
Pu2= 132.97 Tn
Ao= 1.34 m2
Vup= 122.26 Tn
Cortante que toma el Concreto Vcp
bo= 470.00 cm
Vup= 422.96 Tn √
Vup= 430.79 Tn
Tomamos el menor
ΦVcp= 359.52 Tn
Debe cumplir que: Vup ≤ΦVcp
122.26 < 359.52 OK
DISEÑO POR FLEXION
Volado Izquierdo
x'= 0.00
Muizq= 0.00 Tn-m < Mmin -----> Usar Asmin
Volado derecho
x''= 2.00 m
Muder= 55.89 Tn-m < Mmin -----> Usar Asmin
Momento Positivo
Mu=MPR-MQR=MPQ
MPR= 117.50 Tn-m
MQR= 34.09 Tn-m
Mu= 83.41 Tn-m < Mmin -----> Usar Asmin
Momento Transversal: Se calculará para el volado de 1.45 m
Mutrans= 29.38 Tn-m
Cálculo del Mmínimo
Asmin= 56.35 cm2
Calculo del amin
amin= 3.79 cm
Remplazando
Mmin= 118.44 Tn-m
Usando Asmin
Asmin= 56.35 cm2
Con Φ 3/4"
S= 17.64 ∽ 17.50 cm
C2+d
C1+d
x''
y
y
M1=0.56
M2=67.62
P
Q
R
ACERO TRANSVERSAL
Mutrans= 29.38 Tn-m
Suponiendo:a=d/5 11.50
As= 15.02 cm2
a= 0.43 cm
Entramos con: 0.43 cm
As= 13.57 cm2 < Asmin=56.35 cm2
a= 0.39 cm
Usando Asmin
As= 56.35 cm2
Con Φ 3/4"
S= 41.33 ∽ 40.00 cm
Con Φ 5/8"
S= 29.10 ∽ 30.00 cm
@ 0.175Ø3/4" :@
0
.40
Ø3/4" :
1 2