III .-ANALISIS EN EJE "X" APLICANDO EL METODO DE MUT O
•CONDICION "A"
•CONDICION "B"
Elemto VIGA 101 VIGA 201 VIGA 301 C-1 C-2 C-3
b (m ) 0 .4 0 .4 0 .4 0. 4 0. 4 0. 4
h (m ) 0.6 0.6 0.6 0.4 0.4 0.4
RESUMEN DE ELEMENTOS QUE CONFORMAN EL PORTICO A-A L1 L2 L3 I I/L1 I/L2 (m ) (m ) (m ) (m 3 ) (m 3 ) (m4) 6.80 m 6.80 m 0.0072 0.0011 0.001059 6.80 m 6.80 m 0.0072 0.0011 0.001059 6.80 m 6.80 m 0.0072 0.0011 0.001059 3.30 m 3.30 m 3.30 m 0.002133 0.0006 0.000646 3.30 m 3.30 m 3.30 m 0.002133 0.0006 0.000646 3.30 m 3.30 m 3.30 m 0.002133 0.0006 0.000646
I/L3 (m 3 ) 0.00065 0.00065 0.00065
E (Tn/m2) 3E+06 3E+06 3E+06 3E+06 3E+06 3E+06
EI (Tn/m2) 18072 18072 18072 5354.6 5354.6 5354.6
CONDICION A
• Tercer piso: Kv1
Kv1
Kv2
0.00106
0.00106
0.0011
Kc 0.00065
Ǩ= a= K=
0.00106
Kc 0.00065
0.00106
0.00106
0.001059
Kv3
Kv3
Kv4
1.638 0.450 8.050 8.050 Tn/cm Tn/cm
Kv1
Ǩ= a= K=
3.276 0.621 11.102 11.102 Tn/cm Tn/cm
0.0006 Kc 0.00106 Kv3
Ǩ= a= K=
1.638 0.450 8.050 8.050 Tn/cm Tn/cm
CONDICION A
• Segundo piso: Kv1
Kv1
Kv2
0.00106
0.00106
0.0011
Kc 0.00065
Ǩ= a= K=
Kv1
0.00106
Kc 0.00065
0.00106
0.00106
0.001059
Kv3
Kv3
Kv4
Ǩ=
1.638 0.450 8.050 Tn/cm
a= K=
0.0006 Kc 0.00106 Kv3
Ǩ=
3.276 0.621 11.102 Tn/cm
a= K=
1.638 0.450 8.050 Tn/cm
CONDICION B
• Primer piso: Kv1
Kv1
Kv2
0.00106
0.00106
0.0011
Kc 0.00065
Ǩ=
1.638 a= 0.588 K = 10.508 Tn/cm
Kv1
0.00106
Kc 0.00065
Ǩ= a= K=
3.276 0.716 12.796 Tn/cm
0.0006 Kc
Ǩ= a= K=
1.638 0.588 10.508 Tn/cm
•RIGIDEZ TOTAL DEL PORTICO A-A
m3=
VP-301
8.05008
VP-301
11.1018
8.0501
27.20 Tn/cm
m2=
VP-201
8.05008
120.13 Kg.seg2/cm
VP-201
11.1018
8.0501
27.20 Tn/cm
m1=
VP-101
10.5076
105.85 Kg.seg2/cm
VP-101
12.796
10.508
33.81 Tn/cm
120.13 Kg.seg2/cm
Elemto VIGA 101 VIGA 201 VIGA 301 C-1 C-2 C-3
b (m) 0.4 0.4 0.4 0.4 0.4 0.4
h (m) 0.6 0.6 0.6 0.4 0.4 0.4
RESUMEN DE ELEMENTOS QUE CONFORMAN EL PORTICO B-B L1 L2 L3 I I/L1 I/L2 (m) (m) (m) (m3) (m3) (m4) 6.80 m 6.80 m 0.0072 0.0011 0.001059 6.80 m 6.80 m 0.0072 0.0011 0.001059 6.80 m 6.80 m 0.0072 0.0011 0.001059 3.30 m 3.30 m 3.30 m 0.002133 0.0006 0.000646 3.30 m 3.30 m 3.30 m 0.002133 0.0006 0.000646 3.30 m 3.30 m 3.30 m 0.002133 0.0006 0.000646
I/L3 (m3) 0.00065 0.00065 0.00065
E (Tn/m2) 3E+06 3E+06 3E+06 3E+06 3E+06 3E+06
EI (Tn/m2) 18072 18072 18072 5354.6 5354.6 5354.6
CONDICION A
• Tercer piso: Kv1
Kv1
Kv2
0.00106
0.00106
0.0011
Kc 0.00065
Ǩ= a= K=
0.00106
Kc 0.00065
0.00106
0.00106
0.001059
Kv3
Kv3
Kv4
1.638 0.450 8.050 Tn/cm
Kv1
Ǩ= a= K=
3.276 0.621 11.102 Tn/cm
0.0006 Kc 0.00106 Kv3
Ǩ= a= K=
1.638 0.450 8.050 Tn/cm
CONDICION A
• Segundo piso: Kv1
Kv1
Kv2
0.00106
0.00106
0.0011
Kc 0.00065
Ǩ= a= K=
Kv1
0.00106
Kc 0.00065
0.00106
0.00106
0.001059
Kv3
Kv3
Kv4
Ǩ=
1.638 0.450 8.050 Tn/cm
a= K=
0.0006 Kc 0.00106 Kv3
Ǩ=
3.276 0.621 11.102 Tn/cm
a= K=
1.638 0.450 8.050 Tn/cm
CONDICION B
• Primer piso: Kv1
Kv1
Kv2
0.00106
0.00106
0.0011
Kc 0.00065
Ǩ= a= K=
1.638 0.588 10.508 Tn/cm
Kv1
0.00106
Kc 0.00065
Ǩ= a= K=
3.276 0.716 12.796 Tn/cm
0.0006 Kc
Ǩ= a= K=
1.638 0.588 10.508 Tn/cm
•RIGIDEZ TOTAL DEL PORTICO B-B
m3=
VP-301
8.05008
VP-301
11.1018
8.0501
27.20 Tn/cm
m2=
VP-201
8.05008
120.13 Kg.seg2/cm
VP-201
11.1018
8.0501
27.20 Tn/cm
m1=
VP-101
10.5076
105.85 Kg.seg2/cm
VP-101
12.796
10.508
33.81 Tn/cm
120.13 Kg.seg2/cm
Elemto VIGA 101 VIGA 201 VIGA 301 C-1 C-2 C-3
b (m) 0.4 0.4 0.4 0.4 0.4 0.4
h (m) 0.6 0.6 0.6 0.4 0.4 0.4
RESUMEN DE ELEMENTOS QUE CONFORMAN EL PORTICO C-C L1 L2 L3 I I/L1 I/L2 (m) (m) (m) (m3) (m3) (m4) 6.80 m 6.80 m 0.0072 0.0011 0.001059 6.80 m 6.80 m 0.0072 0.0011 0.001059 6.80 m 6.80 m 0.0072 0.0011 0.001059 3.30 m 3.30 m 3.30 m 0.002133 0.0006 0.000646 3.30 m 3.30 m 3.30 m 0.002133 0.0006 0.000646 3.30 m 3.30 m 3.30 m 0.002133 0.0006 0.000646
I/L3 (m3) 0.00065 0.00065 0.00065
E (Tn/m2) 3E+06 3E+06 3E+06 3E+06 3E+06 3E+06
EI (Tn/m2) 18072 18072 18072 5354.6 5354.6 5354.6
CONDICION A
• Tercer piso: Kv1
Kv1
Kv2
0.00106
0.00106
0.0011
Kc 0.00065
Ǩ= a= K=
Kv1
0.00106
Kc 0.00065
0.0006 Kc
0.00106
0.00106
0.001059
Kv3
Kv3
Kv4
Kv3
3.276 0.621 11.102
Ǩ=
1.638 0.450 8.050
Ǩ= Tn/cm
a= K=
0.00106
Tn/cm
a= K=
1.638 0.450 8.050 Tn/ cm
CONDICION A
• Segundo piso: Kv1
Kv1
Kv2
0.00106
0.00106
0.0011
Kc 0.00065
Ǩ= a= K=
Kv1
0.00106
Kc 0.00065
0.0006 Kc
0.00106
0.00106
0.001059
Kv3
Kv3
Kv4
Kv3
3.276 0.621 11.102
Ǩ=
1.638 0.450 8.050
Ǩ= a= K=
Tn/cm
0.00106
Tn/cm
a= K=
1.638 0.450 8.050 Tn/ cm
CONDICION B
• Primer piso: Kv1
Kv1
Kv2
0.00106
0.00106
0.0011
Kc 0.00065
Ǩ= a= K=
1.638 0.588 10.508
Kv1
0.00106
Kc 0.00065
Ǩ= Tn/cm
a= K=
3.276 0.716 12.796
0.0006 Kc
Ǩ= Tn/cm
a= K=
1.638 0.588 10.508 Tn/cm
•RIGIDEZ TOTAL DEL PORTICO C-C
m3=
VP-301
8.05008
VP-301
11.1018
8.0501
27.20 Tn/cm
m2=
VP-201
8.05008
120.13 Kg.seg2/cm
VP-201
11.1018
8.0501
27.20 Tn/cm
m1=
VP-101
10.5076
105.85 Kg.seg2/cm
VP-101
12.796
10.508
33.81 Tn/cm
120.13 Kg.seg2/cm
•RIGIDEZ TOTAL DE LA ESTRUCTURA SENTIDO "X"
m3=
VP-301
24.1502
VP-301
33.3055
24.15
81.61 Tn/cm
m2=
VP-201
24.1502
24.15
81.61 Tn/cm
m1=
VP-101
IV .-CALCULO DE DESPLAZAMINETOS: 81.606 Tn/cm KL3 = 81.606 Tn/cm KL2 = 101.435 Tn/cm KL1 =
Desplazamiento máximo 0.007 DESPLAZAMIENTOS ABSOLUTO DESPLAZ. RELATIVOS D.Inelas D. D-Relativo Distorsion NORMA t. CONDICION D. Elastico Angular Elastico *(0.75*R) Traslacion E-030 (cm)
1 2 3
(mts)
(cm)
(cm)
(cm)
[rad]
0.001370
0.137 0.341 0.425
0.8 2.0 2.6
0.8 1.2 0.5
0.0025
0.003405 0.004254
0.0037 0.0015
0.007 0.007 0.007
ok ok ok
I.- HALLAR LOS DEZPLAZAMIENTOS DE CADA NIVEL ANLIZAR LOS EJES "X" e "Y". 6.80 m 6.80 m 0.4 0.4 0.4 0.4
0.4 0.4
C
4.80 m
0.4 0.4
0.4 0.4
0.4 0.4
B
0.4 0.4
0.4 0.4
A
4.80 m
0.4 0.4 1 DATOS VP: 0.4 VS: 0.4 C: 0.4 e losa: 20 N° pisos: 3 Altura: 3.37 uso: colegio f´c: 280 fy: 4200 Pacbdos: 110 P.losa 300 P.tabiq. 140 p. concrt 2400 p. S/C 400 N°ejes x 3 N° ejes y 3
2
0.6 0.4 0.4 cm und m kg/cm2 kg/cm2 kg/m2 kg/m2 kg/m2 kg/m3 kg/m2 und und
3
3.30 m
CUADRO: MODULO DE ELASTICIDAD E INERCIA E= 15000(f´c)^1/2 = 2509980 ton/m2 Ivp= bxh3/12 = 0.0072 m4
3.30 m
Ivs=
bxh3/12 =
0.002133
m4
3.30 m
6.80 m
6.80 m II .- CALCULO DEL PESO DEL EDIFICIO.
DESCRIPCION CALCULOS NIVEL 1 CARGA NUERTA: LOSA [(4.4+4.4)x(6+6.4)]x280 33792 P.ACA BADOS [ (4. 4+4.4)x(6 +6.4)]x100 12390.4 .VIGAS PRINCIPALE [(6+6.4)x0.4x0.6]x3x2400 22118.4 P. VIGAS SECUNDA. [(4.4x0.4x0.4)]x6x2400 10137.6 P. EN COLUMNAS [(0.4x0.4)x3.37]x9x2400 11404.8 CARGA VIVA: S/C 8x2+0.4)(6.4+6.8+0.4)x250]x5 28000 PESO PARCIAL 117843.20 kgf PESO TOTAL 339529.60 kgf
III .-CALCULO DEL CORTANTE BAZAL:
PR1 = PR2 = PR3 =
117.84 Tn 117.84 Tn 98.14 Tn
NIVEL 2
NIVEL 3
33792 12390.4 22118.4 10137.6 11404.8
33792 12390.4 22118.4 10137.6 11404.8
28000 117843.20 kgf o:
14000 103843.20 kgf 339.53 tn
DONDE: Z= U= C= S= R= Vb =
0.4 1.5 5.2 1.2 8 76.39
NIVEL 3 2 1
2.5
F3 =
34.71 tnf
F2 =
27.79 tnf
F1 =
13.89 tnf
Pi(Tn) 98.14 117.84 117.84
hi 9.90 m 6.60 m 3.30 m
pihi 971.59 777.77 388.88 2138.24
% 0.4544 0.3637 0.1819
Tn
Fi 34.71tnf 27.79tnf 13.89tnf
Vi 34.71tnf 62.50tnf 76.39tnf
Vn3=34.71
Vn2=62.50 Vn1=76.39
III .-ANALISIS EN EJE "Y" APLICANDO EL METODO DE MUT O
•CONDICION "A"
•CONDICION "B"
Elemto VIGA 101 VIGA 201 VIGA 301 C-1 C-2 C-3
b (m) 0.4 0.4 0.4 0.4 0.4 0.4
h (m) 0.4 0.4 0.4 0.4 0.4 0.4
RESUMEN DE ELEMENTOS QUE CONFORMAN EL PORTICO 1-1 L1 L2 L3 I I/L1 I/L2 (m) (m) (m) (m3) (m3) (m4) 4.80 m 4.80 m 0.002133 0.0004 0.000444 4.80 m 4.80 m 0.002133 0.0004 0.000444 4.80 m 4.80 m 0.002133 0.0004 0.000444 3.30 m 3.30 m 3.30 m 0.002133 0.0006 0.000646 3.30 m 3.30 m 3.30 m 0.002133 0.0006 0.000646 3.30 m 3.30 m 3.30 m 0.002133 0.0006 0.000646
I/L3 (m3) 0.00065 0.00065 0.00065
E (Tn/m2) 3E+06 3E+06 3E+06 3E+06 3E+06 3E+06
EI (Tn/m2) 5354.6 5354.6 5354.6 5354.6 5354.6 5354.6
CONDICION A
• Tercer piso: Kv1
Kv1
Kv2
0.00044
0.00044
0.0004
Kc 0.00065
Ǩ= a= K=
0.00044
Kc 0.00065
0.00044
0.00044
0.000444
Kv3
Kv3
Kv4
0.688 0.256 4.574 Tn/cm
Kv1
Ǩ= a= K=
1.375 0.407 7.284 Tn/cm
0.0006 Kc 0.00044 Kv3
Ǩ= a= K=
0.688 0.256 4.574 Tn/cm
CONDICION A
• Segundo piso: Kv1
Kv1
Kv2
0.00044
0.00044
0.0004
Kc 0.00065
Ǩ= a= K=
Kv1
0.00044
Kc 0.00065
0.00044
0.00044
0.000444
Kv3
Kv3
Kv4
Ǩ=
0.688 0.256 4.574 Tn/cm
a= K=
0.0006 Kc 0.00044 Kv3
Ǩ=
1.375 0.407 7.284 Tn/cm
a= K=
0.688 0.256 4.574 Tn/cm
CONDICION B
• Primer piso: Kv1
Kv1
Kv2
0.00044
0.00044
0.0004
Kc 0.00065
Ǩ= a= K=
0.688 0.442 7.900 Tn/cm
Kv1
0.00044
Kc 0.00065
Ǩ= a= K=
1.375 0.556 9.933 Tn/cm
0.0006 Kc
Ǩ= a= K=
0.688 0.442 7.900 Tn/ cm
•RIGIDEZ TOTAL DEL PORTICO 1-1
m3=
VP-301
4.57396
VP-301
7.28446
4.574
16.43 Tn/cm
m2=
VP-201
4.57396
120.13 Kg.seg2/cm
VP-201
7.28446
4.574
16.43 Tn/cm
m1=
VP-101
7.90048
105.85 Kg.seg2/cm
VP-101
9.933
7.9005
25.73 Tn/cm
120.13 Kg.seg2/cm
Elemto VIGA 101 VIGA 201 VIGA 301 C-1 C-2 C-3
b (m) 0.4 0.4 0.4 0.4 0.4 0.4
h (m) 0.4 0.4 0.4 0.4 0.4 0.4
RESUMEN DE ELEMENTOS QUE CONFORMAN EL PORTICO 2-2 L1 L2 L3 I I/L1 I/L2 (m) (m) (m) (m3) (m3) (m4) 4.80 m 4.80 m 0.002133 0.0004 0.000444 4.80 m 4.80 m 0.002133 0.0004 0.000444 4.80 m 4.80 m 0.002133 0.0004 0.000444 3.30 m 3.30 m 3.30 m 0.002133 0.0006 0.000646 3.30 m 3.30 m 3.30 m 0.002133 0.0006 0.000646 3.30 m 3.30 m 3.30 m 0.002133 0.0006 0.000646
I/L3 (m3) 0.00065 0.00065 0.00065
E (Tn/m2) 3E+06 3E+06 3E+06 3E+06 3E+06 3E+06
EI (Tn/m2) 5354.6 5354.6 5354.6 5354.6 5354.6 5354.6
CONDICION A
• Tercer piso: Kv1
Kv1
Kv2
0.00044
0.00044
0.0004
Kc 0.00065
Ǩ= a= K=
0.00044
Kc 0.00065
0.00044
0.00044
0.000444
Kv3
Kv3
Kv4
0.688 0.256 4.574 Tn/cm
Kv1
Ǩ= a= K=
1.375 0.407 7.284 Tn/cm
0.0006 Kc 0.00044 Kv3
Ǩ= a= K=
0.688 0.256 4.574 Tn/cm
CONDICION A
• Segundo piso: Kv1
Kv1
Kv2
0.00044
0.00044
0.0004
Kc 0.00065
Ǩ= a= K=
Kv1
0.00044
Kc 0.00065
0.00044
0.00044
0.000444
Kv3
Kv3
Kv4
Ǩ=
0.688 0.256 4.574 Tn/cm
a= K=
0.0006 Kc 0.00044 Kv3
Ǩ=
1.375 0.407 7.284 Tn/cm
a= K=
0.688 0.256 4.574 Tn/cm
CONDICION B
• Primer piso: Kv1
Kv1
Kv2
0.00044
0.00044
0.0004
Kc 0.00065
Ǩ= a= K=
0.688 0.442 7.900 Tn/cm
Kv1
0.00044
Kc 0.00065
Ǩ= a= K=
1.375 0.556 9.933 Tn/cm
0.0006 Kc
Ǩ= a= K=
0.688 0.442 7.900 Tn/cm
•RIGIDEZ TOTAL DEL PORTICO 2-2
m3=
VP-301
4.57396
VP-301
7.28446
4.574
16.43 Tn/cm
m2=
VP-201
4.57396
120.13 Kg.seg2/cm
VP-201
7.28446
4.574
16.43 Tn/cm
m1=
VP-101
7.90048
105.85 Kg.seg2/cm
VP-101
9.933
7.9005
25.73 Tn/cm
120.13 Kg.seg2/cm
Elemto VIGA 101 VIGA 201 VIGA 301 C-1 C-2 C-3
b (m) 0.4 0.4 0.4 0.4 0.4 0.4
h (m) 0.4 0.4 0.4 0.4 0.4 0.4
RESUMEN DE ELEMENTOS QUE CONFORMAN EL PORTICO 3-3 L1 L2 L3 I I/L1 I/L2 (m) (m) (m) (m3) (m3) (m4) 4.80 m 4.80 m 0.002133 0.0004 0.000444 4.80 m 4.80 m 0.002133 0.0004 0.000444 4.80 m 4.80 m 0.002133 0.0004 0.000444 3.30 m 3.30 m 3.30 m 0.002133 0.0006 0.000646 3.30 m 3.30 m 3.30 m 0.002133 0.0006 0.000646 3.30 m 3.30 m 3.30 m 0.002133 0.0006 0.000646
I/L3 (m3) 0.00065 0.00065 0.00065
E (Tn/m2) 3E+06 3E+06 3E+06 3E+06 3E+06 3E+06
EI (Tn/m2) 5354.6 5354.6 5354.6 5354.6 5354.6 5354.6
CONDICION A
• Tercer piso: Kv1
Kv1
Kv2
0.00044
0.00044
0.0004
Kc 0.00065
Ǩ= a= K=
Kv1
0.00044
Kc 0.00065
0.0006 Kc
0.00044
0.00044
0.000444
Kv3
Kv3
Kv4
Kv3
1.375 0.407 7.284
Ǩ=
0.688 0.256 4.574
Ǩ= Tn/cm
a= K=
0.00044
Tn/cm
a= K=
0.688 0.256 4.574 Tn/ cm
CONDICION A
• Segundo piso: Kv1
Kv1
Kv2
0.00044
0.00044
0.0004
Kc 0.00065
Ǩ= a= K=
Kv1
0.00044
Kc 0.00065
0.0006 Kc
0.00044
0.00044
0.000444
Kv3
Kv3
Kv4
Kv3
1.375 0.407 7.284
Ǩ=
0.688 0.256 4.574
Ǩ= a= K=
Tn/cm
0.00044
Tn/cm
a= K=
0.688 0.256 4.574 Tn/ cm
CONDICION B
• Primer piso: Kv1
Kv1
Kv2
0.00044
0.00044
0.0004
Kc 0.00065
Ǩ= a= K=
0.688 0.442 7.900
Kv1
0.00044
Kc 0.00065
Ǩ= Tn/cm
a= K=
1.375 0.556 9.933
0.0006 Kc
Ǩ= Tn/cm
a= K=
0.688 0.442 7.900 Tn/ cm
•RIGIDEZ TOTAL DEL PORTICO 3-3
m3=
VP-301
4.57396
VP-301
7.28446
4.574
16.43 Tn/cm
m2=
VP-201
4.57396
120.13 Kg.seg2/cm
VP-201
7.28446
4.574
16.43 Tn/cm
m1=
VP-101
7.90048
105.85 Kg.seg2/cm
VP-101
9.933
7.9005
25.73 Tn/cm
120.13 Kg.seg2/cm
•RIGIDEZ TOTAL DE LA ESTRUCTURA SENTIDO "Y"
m3=
VP-301
13.7219
VP-301
21.8534
13.722
49.30 Tn/cm
m2=
VP-201
13.7219
13.722
49.30 Tn/cm
m1=
VP-101
IV .-CALCULO DE DESPLAZAMINETOS: 49.297 Tn/cm KL3 = 49.297 Tn/cm KL2 = 77.203 Tn/cm KL1 =