Vigas Ss.hh. Damas

DISEÑO DE VIGAS (SECCION RECTANGULAR)

fy= 4200 Kg/cm2 fć= 210 Kg/cm2Es= 2000000 Kg/cm2 Ec= 217371 Kg/cm2

n= 9.20recubrim.= 4 cm

POR FLEXION ACEROS MTOS. NOMINALES

ITEM Ku CUANTÍAAs cm2

CUANTIA

V101

25 30 26 3.35 19.8225 0.00562 3.65 2 4.00 0.00615 3.65 4.0525 30 26 2.85 16.8639 0.00472 3.07 2 4.00 0.00615 3.65 4.0525 30 26 3.35 19.8225 0.00562 3.65 2 4.00 0.00615 3.65 4.0525 30 26 3.00 17.7515 0.00499 3.24 2 4.00 0.00615 3.65 4.0525 30 26 0.45 2.6627 0.00071 0.46 2 4.00 0.00615 3.65 4.0525 30 26 3.50 20.7101 0.00589 3.83 2 4.00 0.00615 3.65 4.05

V10

40 80 76 27.64 11.9633 0.00329 10.01 2 4.00 0.00132 11.31 12.5740 80 76 12.52 5.4190 0.00146 4.43 2 4.00 0.00132 11.31 12.5740 80 76 2.30 0.9955 0.00026 0.80 2 4.00 0.00132 11.31 12.5740 80 76 2.65 1.1470 0.00030 0.93 2 4.00 0.00132 11.31 12.5740 80 76 2.15 0.9306 0.00025 0.75 2 4.00 0.00132 11.31 12.5740 80 76 4.52 1.9564 0.00052 1.58 2 1 5.29 0.00174 14.89 16.54

V102

25 30 26 1.97 11.6568 0.00321 2.08 2 4.00 0.00615 3.65 4.0525 30 26 3.78 22.3669 0.00640 4.16 2 1 5.29 0.00814 4.70 5.2225 30 26 4.32 25.5621 0.00741 4.82 2 1 5.29 0.00814 4.70 5.2225 30 26 3.29 19.4675 0.00551 3.58 2 4.00 0.00615 3.65 4.0525 30 26 3.50 20.7101 0.00589 3.83 2 4.00 0.00615 3.65 4.0525 30 26 2.32 13.7278 0.00380 2.47 2 4.00 0.00615 3.65 4.05

V105

25 30 26 3.29 19.4675 0.00551 3.58 2 4.0025 30 26 4.46 26.3905 0.00768 4.99 2 1 5.2925 30 26 3.83 22.6627 0.00649 4.22 2 1 5.2925 30 26 3.70 21.8935 0.00625 4.06 2 1 5.2925 30 26 4.27 25.2663 0.00732 4.76 2 1 5.2925 30 26 5.62 33.2544 0.00997 6.48 2 2 6.58

V104

25 30 26 4.56 26.9822 0.00787 5.11 2 1 5.29 0.00814 4.70 5.2225 30 26 3.59 21.2426 0.00605 3.93 2 0 4.00 0.00615 3.65 4.0525 30 26 5.19 30.7101 0.00910 5.92 2 2 6.58 0.01012 5.69 6.3325 30 26 4.39 25.9763 0.00754 4.90 2 1 5.29 0.00814 4.70 5.2225 30 26 2.91 17.2189 0.00483 3.14 2 4.00 0.00615 3.65 4.0525 30 26 9.77 57.8107 0.02003 13.02 4 8.00 0.01231 6.72 7.47

Ancho

b (cm)

altura h

(cm)

Peralte efect. d

(cm)

Mto. diseño

Mu (ton-m)

As

(cm2)

ø3/4 2.84 cm2

ø5/8" 2.00 cm2

ø1/2" 1.29 cm2

ø3/8" 0.71 cm2

Mu (Ton-

m)

Mn (Ton-

m)

DISEÑO DE VIGAS (SECCION RECTANGULAR)

fy= 4200 Kg/cm2 fć= 210 Kg/cm2 r min = 0.003357

Es= 2E+06 Kg/cm2 Ec= 217371 Kg/cm2

n= 9.20

recubrim.= 4 cm

POR FLEXION ACEROS MTOS. NOMINALES

ITEM Ku w1 w2 r CUANTIAw

1ER NIVEL 0.00 #DIV/0!###VIGA-1 (40X25) 25 40 36 -1.85 5.7099 1.66415 0.03077 0.00154 3.02 3 3.87 3.87 0.00430 0VIGA-1 (40X25) 25 40 36 3.90 12.0370 1.62864 0.06628 0.00331 3.02 3 3.87 3.87 0.00430 0VIGA-1 (40X25) 25 40 36 -1.85 5.7099 1.66415 0.03077 0.00154 3.02 3 3.87 3.87 0.00430 0

VIGA-2 (250150) 15 25 21 -1.00 15.1172 1.61075 0.084164 0.00421 1.33 2 2.58 2.58 0.00819 0VIGA-2 (30X30) 15 25 21 1.70 25.6992 1.54583 0.149089 0.00745 2.35 2 2.58 5.29 0.00383 0VIGA-2 (30X30) 15 25 21 -1.00 15.1172 1.61075 0.084164 0.00421 1.33 2 2.58 2.58 0.00819 0

VIGA-A (20X10) 10 20 16 -0.27 10.5469 1.63714 0.057773 0.00289 0.54 1 0.71 0.71 0.00444 0VIGA-A (20X10) 10 20 16 -0.27 10.5469 1.63714 0.057773 0.00289 0.54 0.00 0.00 0.00000 0VIGA-A (20X10) 10 20 16 -0.30 11.7188 1.63046 0.064455 0.00322 0.54 1 0.71 0.71 0.00444 0

VIGA-1 (50X30) (EJE D-D) 30 50 46 -11.00 17.3283 1.59765 0.097266 0.00486 6.71 2 2 6.58 6.58 0.00477 0VIGA-1 (50X30) (EJE D-D) 30 50 46 -7.00 11.0271 1.63441 0.060504 0.00303 4.63 4 5.16 5.16 0.00374 0VIGA-1 (50X30) (EJE D-D) 30 50 46 6.50 10.2394 1.63889 0.056029 0.00280 4.63 4 5.16 5.16 0.00374 0

VIGA-2 (50X30) (EJE 1-1 y EJE 3-3) 30 50 46 -1.90 2.9931 1.67893 0.015987 0.00080 4.63 4 5.16 5.16 0.00374 0VIGA-2 (50X30) (EJE 1-1 y EJE 3-3) 30 50 46 2.05 3.2294 1.67765 0.017262 0.00086 4.63 4 5.16 5.16 0.00374 0VIGA-2 (50X30) (EJE 1-1 y EJE 3-3) 30 50 46 0.00 0.0000 1.69492 0 0.00000 4.63 4 5.16 5.16 0.00374 0

Ancho

b (cm)

altura h

(cm)

Peralte

efect. d

(cm)

Mto. diseño

Mu (ton-m)

As

(cm2

)

ø3/4

2.84

cm2

ø5/8"

2.00 cm2

ø1/2"

1.29

cm2

ø3/8"

0.71

cm2

As

cm2

As

(cm2)

M7

Reynaldo Villanueva Urdánegui: colocar un cuadro para que se chequee con la cuantia minima

VIGA-2 (50X30) (EJE 6-6) 30 50 46 -2.20 3.4657 1.67638 0.01854 0.00093 4.63 4 5.16 5.16 0.00374 0VIGA-2 (50X30) (EJE 6-6) 30 50 46 1.40 2.2054 1.68316 0.01175 0.00059 4.63 4 5.16 5.16 0.00374 0VIGA-2 (50X30) (EJE 6-6) 30 50 46 0.00 0.0000 1.69492 0 0.00000 4.63 4 5.16 5.16 0.00374 0



VIGA-1 (50X30) (EJE 11-11) 30 50 46 -10.75 16.9345 1.6 0.094916 0.00475 6.55 2 2 6.58

VIGA-1 (50X30) (EJE 11-11) 30 50 46 6.20 9.7669 1.64156 0.053356 0.00267 4.63 4 5.16

VIGA-1 (50X30) (EJE 11-11) 30 50 46 0.00 0.0000 1.69492 0 0.00000 4.63 4 5.16

2DO NIVEL

VIGA-2 (50X30) (EJE A-A) 30 50 46 -5.15 8.1128 1.65084 0.044071 0.00220 4.63 4 5.16

VIGA-2 (50X30) (EJE A-A) 30 50 46 3.65 5.7498 1.66393 0.030989 0.00155 4.63 4 5.16

VIGA-2 (50X30) (EJE A-A) 30 50 46 0.00 0.0000 1.69492 0 0.00000 4.63 4 5.16

VIGA-2 (50X30) (EJE B-B) 30 50 46 -6.80 10.7120 1.6362 0.058711 0.00294 4.63 4 5.16 5.16 0.00374 0VIGA-2 (50X30) (EJE B-B) 30 50 46 5.50 8.6641 1.64776 0.047154 0.00236 4.63 4 5.16 5.16 0.00374 0VIGA-2 (50X30) (EJE B-B) 30 50 46 0.00 0.0000 1.69492 0 0.00000 4.63 4 5.16 5.16 0.00374 0

VIGA-2 (50X30) (EJE C-C) 30 50 46 -6.35 10.0032 1.64022 0.054692 0.00273 4.63 4 5.16 5.16 0.00374 0VIGA-2 (50X30) (EJE C-C) 30 50 46 5.00 7.8765 1.65216 0.042753 0.00214 4.63 4 5.16 5.16 0.00374 0VIGA-2 (50X30) (EJE C-C) 30 50 46 0.00 0.0000 1.69492 0 0.00000 4.63 4 5.16 5.16 0.00374 0

VIGA-2 (50X30) (EJE D-D) 30 50 46 -7.25 11.4209 1.63216 0.062751 0.00314 4.63 4 5.16 5.16 0.00374 0VIGA-2 (50X30) (EJE D-D) 30 50 46 3.40 5.3560 1.66609 0.028829 0.00144 4.63 4 5.16 5.16 0.00374 0VIGA-2 (50X30) (EJE D-D) 30 50 46 0.00 0.0000 1.69492 0 0.00000 4.63 4 5.16 5.16 0.00374 0

VIGA-2 (50X30) (EJE 1-1 y EJE 3-3) 30 50 46 -2.10 3.3081 1.67723 0.017688 0.00088 4.63 4 5.16 5.16 0.00374 0

VIGA-2 (50X30) (EJE 1-1 y EJE 3-3) 30 50 46 1.85 2.9143 1.67935 0.015562 0.00078 4.63 4 5.16 5.16 0.00374 0VIGA-2 (50X30) (EJE 1-1 y EJE 3-3) 30 50 46 0.00 0.0000 1.69492 0 0.00000 4.63 4 5.16

VIGA-2 (50X30) (EJE 6-6) 30 50 46 1.25 1.9691 1.68443 0.010483 0.00052 4.63 4 5.16

VIGA-2 (50X30) (EJE 6-6) 30 50 46 1.25 1.9691 1.68443 0.010483 0.00052 4.63 4 5.16

VIGA-2 (50X30) (EJE 6-6) 30 50 46 0.00 0.0000 1.69492 0 0.00000 4.63 4 5.16

VIGA-2 (50X30) (EJE 7-7) 30 50 46 -2.15 3.3869 1.6768 0.018114 0.00091 4.63 4 5.16

VIGA-2 (50X30) (EJE 7-7) 30 50 46 1.40 2.2054 1.68316 0.01175 0.00059 4.63 4 5.16 5.16 0.00374 0VIGA-2 (50X30) (EJE 7-7) 30 50 46 0.00 0.0000 1.69492 0 0.00000 4.63 4 5.16 5.16 0.00374 0



Vig 45X30 1º B-C EJE6 VOLADO

30 45 41 -21.32 ### 1.43 0.265 ### ### 3 4 ### 16.52 0.01343 030 45 41 3.60 7.1386 1.656 0.039 ### ### 2 5.68 5.68 0.00462 030 45 41 -8.30 ### 1.603 0.092 ### ### 2 5.68 5.68 0.00462 030 45 41 0.0000 1.695 0 ### ### 2 5.68 5.68 0.00462 025 20 41 0.0000 1.695 0 ### ### 0.00 0.00 0.00000 025 20 41 0.0000 1.695 0 ### ### 0.00 0.00 0.00000 0


30 45 41 -13.41 ### 1.54 0.155 ### ### 2 2 9.68 9.68 0.00787 030 45 41 2.10 4.1642 1.673 0.022 ### ### 2 5.68 5.68 0.00462 030 45 41 -5.35 ### 1.637 0.058 ### ### 2 5.68 5.68 0.00462 030 45 41 -6.38 ### 1.625 0.07 ### ### 0.00 0.00 0.00000 025 20 41 0.0000 1.695 0 ### ### 0.00 0.00 0.00000 025 20 41 0.0000 1.695 0 ### ### 0.00 0.00 0.00000 0


30 45 41 -16.96 ### 1.493 0.202 ### ### 3 2 ### 12.52 0.01018 030 45 41 2.43 4.8186 1.669 0.026 ### ### 2 5.68 5.68 0.00462 0

Vig 45X30 1º B-C EJE2 VOLADO30 45 41 -10.70 ### 1.574 0.121 ### ### 3 8.52 8.52 0.00693 030 45 41 -6.38 ### 1.625 0.07 ### ### 2 5.68 5.68 0.00462 025 20 41 0.0000 1.695 0 ### ### 0.00 0.00 0.00000 025 20 41 0.0000 1.695 0 ### ### 0.00 0.00 0.00000 0


30 45 41 -16.96 ### 1.493 0.202 ### ### 3 2 ### 12.52 0.01018 030 45 41 2.43 4.8186 1.669 0.026 ### ### 2 5.68 5.68 0.00462 030 45 41 -10.70 ### 1.574 0.121 ### ### 3 8.52 8.52 0.00693 030 45 41 -6.38 ### 1.625 0.07 ### ### 2 5.68 5.68 0.00462 025 20 41 0.0000 1.695 0 ### ### 0.00 0.00 0.00000 025 20 41 0.0000 1.695 0 ### ### 0.00 0.00 0.00000 0

Vig 45X30 1º A-B EJE2

30 45 41 -16.00 ### 1.506 0.189 ### ### 3 2 ### 12.52 0.01018 030 45 41 9.55 ### 1.588 0.107 ### ### 2 1 7.68 7.68 0.00624 030 45 41 0.0000 1.695 0 ### ### 2 5.68 5.68 0.00462 030 45 41 0.0000 1.695 0 ### ### 2 5.68 5.68 0.00462 025 20 41 0.0000 1.695 0 ### ### 0.00 0.00 0.00000 025 20 41 0.0000 1.695 0 ### ### 0.00 0.00 0.00000 0


30 45 41 12.00 ### 1.558 0.137 ### ### 3 8.52 8.52 0.00693 030 45 41 6.70 ### 1.621 0.073 ### ### 2 5.68 5.68 0.00462 030 45 41 0.0000 1.695 0 ### ### 0.00 0.00 0.00000 030 45 41 0.0000 1.695 0 ### ### 0.00 0.00 0.00000 025 20 41 0.0000 1.695 0 ### ### 0.00 0.00 0.00000 025 20 41 0.0000 1.695 0 ### ### 0.00 0.00 0.00000 0


30 45 41 -19.00 ### 1.464 0.231 ### ### 3 3 ### 14.52 0.01180 030 45 41 7.30 ### 1.615 0.08 ### ### 2 5.68 5.68 0.00462 030 45 41 0.0000 1.695 0 ### ### 3 8.52 8.52 0.00693 030 45 41 0.0000 1.695 0 ### ### 2 5.68 5.68 0.00462 025 20 41 0.0000 1.695 0 ### ### 0.00 0.00 0.00000 025 20 41 0.0000 1.695 0 ### ### 0.00 0.00 0.00000 0


30 45 41 -19.00 ### 1.464 0.231 ### ### 3 3 ### 14.52 0.01180 030 45 41 8.67 ### 1.598 0.096 ### ### 2 5.68 5.68 0.00462 030 45 41 0.0000 1.695 0 ### ### 3 8.52 8.52 0.00693 030 45 41 0.0000 1.695 0 ### ### 2 5.68 5.68 0.00462 025 20 41 0.0000 1.695 0 ### ### 0.00 0.00 0.00000 0


25 20 41 0.0000 1.695 0 ### ### 0.00 0.00 0.00000 0

Vig 45X30 1º EJEA 30 45 41 -25.00 ### 1.371 0.324 ### ### 5 3 ### 20.20 0.01642 030 45 41 11.00 ### 1.57 0.125 ### ### 2 1 7.68 7.68 0.00624 030 45 41 -19.00 ### 1.464 0.231 ### ### 4 2 ### 15.36 0.01249 0

Vig 45X30 2º EJEA 30 45 41 -20.00 ### 1.45 0.245 ### ### 4 2 ### 15.36 0.01249 030 45 41 -12.17 ### 1.556 0.139 ### ### 3 8.52 8.52 0.00693 030 45 41 9.16 ### 1.593 0.102 ### ### 2 1 7.68 7.68 0.00624 0

Vig 45X30 1º EJEB 30 45 41 -25.00 ### 1.371 0.324 ### ### 5 3 ### 20.20 0.01642 030 45 41 -19.00 ### 1.464 0.231 ### ### 4 2 ### 15.36 0.01249 030 45 41 11.00 ### 1.57 0.125 ### ### 2 1 7.68 7.68 0.00624 0

Vig 45X30 2º EJEB 30 45 41 -19.00 ### 1.464 0.231 ### ### 4 2 ### 15.36 0.01249 030 45 41 -12.00 ### 1.558 0.137 ### ### 3 8.52 8.52 0.00693 030 45 41 0.0000 1.695 0 ### ### 0.00 0.00 0.00000 0

Vig 45X30 1º EJE C 30 45 41 -22.00 ### 1.419 0.276 ### ### 4 3 ### 17.36 0.01411 030 45 41 -20.00 ### 1.45 0.245 ### ### 4 2 ### 15.36 0.01249 030 45 41 11.00 ### 1.57 0.125 ### ### 3 8.52 8.52 0.00693 0

Vig 45X30 2º EJE C 30 45 41 -16.50 ### 1.499 0.196 ### ### 3 2 ### 12.52 0.01018 030 45 41 -14.00 ### 1.532 0.162 ### ### 3 1 ### 10.52 0.00855 030 45 41 7.50 ### 1.612 0.083 ### ### 2 5.68 5.68 0.00462 0

C1,2,3 EJE A 30 50 46 13.00 ### 1.579 0.116 ### ### 3 8.52 8.52 0.00617 0

C4,5,6 EJE A 30 50 46 33.00 ### 1.349 0.345 ### ### 9 ### 25.56 0.01852 030 45 41 0.0000 1.695 0 ### ### 3 8.52 8.52 0.00693 030 45 46 0.0000 1.695 0 ### ### 2 5.68 5.68 0.00412 025 20 46 0.0000 1.695 0 ### ### 0.00 0.00 0.00000 025 20 46 0.0000 1.695 0 ### ### 0.00 0.00 0.00000 0

C-2 40 65 61 18.00 ### 1.628 0.067 ### ### 3 8.52 8.52 0.00349 0

C-1 30 45 41 7.77 ### 1.609 0.086 ### ### 3 6.00 6.00 0.00488 040 80 76 54.00 ### 1.561 0.134 ### ### 8 ### 22.72 0.00747 0

VC 40 90 84 47.70 ### 1.6 0.095 ### ### 3 4 ### 16.52 0.00492 040 90 61 10.50 7.0546 1.657 0.038 ### ### 3 8.52 8.52 0.00349 040 90 85 40.00 ### 1.618 0.077 ### ### 2 5.68 5.68 0.00167 0

Por Corte

b= 40d= 76 cmVc= ### kgVu= 15000 kg (a una dist d de la cara) OK!, Colocar acero mínimo f1/4, [email protected], [email protected], Rto. .20Vsmax= 92513Vs= ### Vs<Vs_max, USAR Vs Vs_max=2.1raiz(fć)bd

Diam. Est. 3/8 Area= 1.42 cm2 (2db, elegir 1/4", 3/8", 1/2")

Estribos por cortes = ------- cm Vs<1.1raiz(fć)bd f

Acero mínimo

Diam. Est. 1/4 Area= 0.62 cm2

------ s= 18.60 cm

Zona de confinamiento

.25d= 19 istancia= 152.0 cm8db= 10.32 espaciam 10.3 cm30cm= 30

espac. Max. 38 cm

B193

Diámetro menor de barra de acero longitudinal

MTOS. NOMINALES CORTANTE DE DISENOwu ln V ø (tn) Ig (cm4) a b c C1 C2 C

#DIV/0! #DIV/0! 5.65 6.00 16.95 #DIV/0! #DIV/0! 0.00 0 67.344766 -269.379 #DIV/0! #DIV/0! #DIV/0!5.00 5.55 15.685.00 5.55 133333.33 12.5 102.95215 -1551.24 7.75871 -15.9949 7.75875.00 5.55

1.85 2.06 16.95 1.27 18.22 19531.25 7.5 #REF! #REF! #REF! #REF! #REF!8.78 9.76 6.381.85 2.06 0.00

0.41 0.45 0.000.00 0.00 0.000.41 0.45 0.00

10.80 12.00 0.008.58 9.53 0.008.58 9.53 0.00

8.58 9.53 4.75 5.60 13.30 3.40 16.70 312500.00 15 137.26953 -2543.09 9.22565 -18.377 9.22578.58 9.53 9.908.58 9.53 312500.00 15 137.26953 -2543.09 9.22565 -18.377 9.2257

Mu (Ton-

m)

Mn (Ton-

m)

Vu isost

(tn)

Vu final

(tn)

8.58 9.538.58 9.53 13.30 3.40 16.70 312500.00 15 137.26953 -2543.09 9.22565 -18.377 9.22578.58 9.53 9.90

8.58 9.53 4.75 5.60 13.30 3.40 16.70 312500.00 15 137.26953 -2543.09 9.22565 -18.377 9.22578.58 9.53 9.908.58 9.53 312500.00 15 137.26953 -2543.09 9.22565 -18.377 9.2257

8.58 9.538.58 9.53 13.30 3.40 16.70 312500.00 15 137.26953 -2543.09 9.22565 -18.377 9.22578.58 9.53 9.90

8.58 9.53 0.008.58 9.53 312500.00 15 137.26953 -2543.09 9.22565 -18.377 9.22578.58 9.53

8.58 9.53 0.008.58 9.53 4.75 5.60 13.30 3.40 16.70 312500.00 15 137.26953 -2543.09 9.22565 -18.377 9.22578.58 9.53 9.90

8.58 9.538.58 9.53 13.30 3.40 16.70 312500.00 15 137.26953 -2543.09 9.22565 -18.377 9.22578.58 9.53 9.90

8.58 9.53 0.00 #REF! #REF! 312500.00 15 137.26953 -2543.09 9.22565 -18.377 9.2257

8.58 9.53 0.00

8.58 9.53 4.75 5.60 13.30 3.40 16.70 312500.00 15 137.26953 -2543.09 9.22565 -18.377 9.22578.58 9.53 9.90

8.58 9.538.58 9.53 13.30 3.40 16.70 312500.00 15 137.26953 -2543.09 9.22565 -18.377 9.22578.58 9.53 9.90

8.58 9.53 #REF!8.58 9.53 312500.00 15 137.26953 -2543.09 9.22565 -18.377 9.22578.58 9.53

21.55 23.94 4.75 5.60 13.30 4.27 17.57 227812.50 15 250.84037 -6627.3 14.2602 -30.9828 14.268.32 9.25 11.658.32 9.25 227812.50 15 151.1029 -2538.07 8.9122 -18.9857 8.91228.32 9.250.00 0.00 13.30 1.65 14.95 16666.67 12.5 0 0 0 0 00.00 0.00 9.03

13.61 15.12 4.75 5.60 13.30 2.70 16.00 227812.50 15 187.90639 -4047.01 11.3158 -23.8429 11.3168.32 9.25 11.658.32 9.25 227812.50 15 98.841931 -395.368 2.80552 -9.39499 2.80550.00 0.000.00 0.00 13.30 1.65 14.95 16666.67 12.5 0 0 0 0 00.00 0.00 10.60

17.07 18.97 4.75 5.60 13.30 3.39 16.69 227812.50 15 214.03688 -5118.36 12.6676 -26.9367 12.6688.32 9.25 11.65

12.13 13.47 227812.50 15 200.52386 -2735.75 8.38441 -21.7527 8.38448.32 9.250.00 0.00 13.30 1.65 14.95 16666.67 12.5 0 0 0 0 00.00 0.00 9.91

17.07 18.97 4.75 5.60 13.30 3.39 16.69 227812.50 15 214.03688 -5118.36 12.6676 -26.9367 12.6688.32 9.25 11.65

12.13 13.47 227812.50 15 200.52386 -2735.75 8.38441 -21.7527 8.38448.32 9.250.00 0.00 13.30 1.65 14.95 16666.67 12.5 0 0 0 0 00.00 0.00 9.91

17.07 18.97 4.75 5.60 13.30 3.39 16.69 227812.50 15 248.84037 -5257.57 12.1823 -28.7717 12.18211.03 12.25 11.11

8.32 9.25 227812.50 15 151.1029 -2538.07 8.9122 -18.9857 8.91228.32 9.250.00 0.00 13.30 2.19 15.49 16666.67 12.5 0 0 0 0 00.00 0.00 9.91

12.13 13.47 4.75 5.60 13.30 2.41 15.71 227812.50 15 177.23338 -3609.42 10.6913 -22.5069 10.6918.32 9.25 11.650.00 0.00 227812.50 15 0 0 0 0 00.00 0.000.00 0.00 13.30 1.65 14.95 16666.67 12.5 0 0 0 0 00.00 0.00 10.89

19.37 21.52 4.75 5.60 13.30 3.84 17.14 227812.50 15 232.43862 -5872.83 13.5018 -28.9977 13.5028.32 9.25 11.65

12.13 13.47 227812.50 15 200.52386 -2735.75 8.38441 -21.7527 8.38448.32 9.250.00 0.00 13.30 1.65 14.95 16666.67 12.5 0 0 0 0 00.00 0.00 9.46

19.37 21.52 4.75 5.60 13.30 3.84 17.14 227812.50 15 232.43862 -5872.83 13.5018 -28.9977 13.5028.32 9.25 11.65

12.13 13.47 227812.50 15 200.52386 -2735.75 8.38441 -21.7527 8.38448.32 9.250.00 0.00 13.30 1.65 14.95 16666.67 12.5 0 0 0 0 0

0.00 0.00 9.4625.24 28.04 4.75 5.60 13.30 7.20 20.50 227812.50 15 319.50309 -8154.75 14.9834 -36.2836 14.98311.03 12.25 8.7120.30 22.55 227812.50 15 408.61628 -6863.51 11.7386 -38.9797 11.73920.30 22.5512.13 13.47 13.30 4.59 17.89 227812.50 15 212.03688 -3748.63 10.2487 -24.3845 10.24911.03 12.25 6.1025.24 28.04 4.75 5.60 13.30 5.01 18.31 227812.50 15 453.14851 -8689.33 13.3107 -43.5206 13.31120.30 22.55 6.8711.03 12.25 227812.50 15 274.97085 -6328.92 13.3274 -31.6588 13.32720.30 22.5512.13 13.47 13.30 6.43 19.73 227812.50 15 78.391448 -3214.05 12.2563 -17.4824 12.256

0.00 0.00 8.2922.42 24.92 4.75 5.60 13.30 6.10 19.40 227812.50 15 427.01803 -7617.98 12.4207 -40.8886 12.42120.30 22.55 6.3612.13 13.47 227812.50 15 263.45784 -5316.04 11.9913 -29.5551 11.99117.07 18.9714.66 16.29 13.30 6.94 20.24 227812.50 15 195.63513 -4363.89 11.7395 -24.7818 11.739

8.32 9.25 7.2013.74 15.26 4.75 5.60 13.30 2.73 16.03 312500.00 15 523.18014 -5385.16 8.31219 -43.1909 8.312234.73 38.59 6.4112.13 13.47 227812.50 15 200.52386 -2735.75 8.38441 -21.7527 8.3844

9.40 10.440.00 0.00 13.30 6.89 20.19 16666.67 12.5 0 0 0 0 00.00 0.00 10.57

18.84 20.93 4.75 5.60 13.30 7.29 20.59 915416.67 20 182.80194 -5199.52 12.1889 -21.329 12.1898.76 9.74 7.82

59.51 66.13 1706666.67 20 547.36616 -13133.4 15.3662 -42.7345 15.36649.41 54.9018.84 20.93 13.30 5.48 18.78 2430000.00 20 177.23338 -5177.25 12.2573 -21.119 12.25717.89 19.88 6.01

OK!, Colocar acero mínimo f1/4, [email protected], [email protected], Rto. .20

Icr

#DIV/0!

33242.96687

#REF!

74509.20089

74509.20089

74509.20089

74509.20089

74509.20089

74509.20089

74509.20089

74509.20089

74509.20089

74509.20089

74509.20089

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74509.20089

148085.3013

63273.0438

0

98258.9965

361.8467992

0

120223.0314

64338.16331

0

120223.0314

64338.16331

0

122691.9009

63273.0438

0

88657.8111

0

0

134556.7312

64338.16331

0

134556.7312

64338.16331

0

175560.6608

153189.1378

90113.44338

189250.9815

143522.4446

83178.06967

168576.3804

123647.7262

104971.6057

125358.8791

64338.16331

0

217916.3148

658270.5115

217539.777

ANALISIS SISMICO Costa: 0.40

CALCULO DE LA FUERA BASAL V Z Sierra: 0.30

Selva: 0.15

Factores: Datos varios: 1.5 :Ed. Esenciales, hospitales, bomberos, policia, colegios, centrales telefonicas

U 1.3 :Ed. Importantes; se reunen gran cantidad de gente, estadios, teatros, penales, centros comerciales, bibliotecas, almacenes de abastecimiento

Z = 0.4 (zona) P = 382.8 (peso de la estructura, en Tn) 1.0 :Ed. Comunes, viviendas, hoteles, restaurantes, depósitos e inst. industriales

U = 1.0 (uso) 10.9 (altura total, en m) (*) :Ed. Menores, cercos menores de 1.5m, viviendas ydepositos temporales, construcciones similares

S = 1.2 (suelo) 60.0

R = 10.0 (reducción) 0.6 (periodo del suelo)

C = 11.1 C>2.5, se usa C=2.5 T = 0.2 (periodo fundamental) S

ZUSC/R= 0.12

V= 45.9 Tn V = 15.310: Porticos de concreto armado y sistema dual (porticos y placas)

R 7.5 Muros de Concreto Armado

Nivel 6: Albañileria armada o confinada (altura limite 15 m)6 - - - - - 7: Construcciones de madera (altura limite 8 m)5 - - - - - 4 95.7 10.9 1,043.1 0.39 6.0 3 95.7 8.3 794.3 0.30 4.6 35: Porticos

2 95.7 5.7 545.5 0.20 3.1 45: Porticos, cajas de ascensores, y escalesras1 95.7 3.1 296.7 0.11 1.7 60: Mamposteria y muros de corte

2,679.6 1.00 15.30

hn=

Ct =

Tp = S1 = 1.0 (Roca o suelos muy rígidos Tp=0.4)

S2 = 1.2 (Suelos intermedios Tp=0.6)

S3 = 1.4 (Suelos flexibles o con estratos de gran espesor Tp=0.9)

S4 = * (Condicones excepcionales Tp= * ), nunca menor a S3

Tn (para el análisis siguiente)

Pi (Tn) hi (m) Pihi a i Fi (Tn)

Ct

v

v

v

v

v

1.5 :Ed. Esenciales, hospitales, bomberos, policia, colegios, centrales telefonicas

1.3 :Ed. Importantes; se reunen gran cantidad de gente, estadios, teatros, penales, centros comerciales, bibliotecas, almacenes de abastecimiento

1.0 :Ed. Comunes, viviendas, hoteles, restaurantes, depósitos e inst. industriales

(*) :Ed. Menores, cercos menores de 1.5m, viviendas ydepositos temporales, construcciones similares

10: Porticos de concreto armado y sistema dual (porticos y placas)

6: Albañileria armada o confinada (altura limite 15 m)

7: Construcciones de madera (altura limite 8 m)

45: Porticos, cajas de ascensores, y escalesras

= 1.4 (Suelos flexibles o con estratos de gran espesor Tp=0.9)

= * (Condicones excepcionales Tp= * ), nunca menor a S3

DISEÑO POR CORTE

f'c= 210 Kg/cm2 f'y= 4200 Kg/cm2

b= 25 cmh= 40 cm Tipo: pd= 34 cm

6528.365 kg 25867.107 Kg

s (cm) s (cm)5280 Colocar acero mínimo -316.6005 Usar Vs 3/8 1.42 ---- 17 Estribo mínimo 1/4, [email protected], [email protected], Rto.@ .20

4550 Colocar acero mínimo -1175.424 Usar Vs 3/8 1.42 ---- 17 Estribo mínimo 1/4, [email protected], [email protected], Rto.@ .20

Colocar acero mínimo -6528.365 Usar Vs 3/8 1.42 ---- 17 Estribo mínimo 1/4, [email protected], [email protected], Rto.@ .20






Para sismo

Long. Confinamiento = 68 cm Fuera del confi 17 cmEspaciamiento: 8.5 cm

Vc= Vs máx=

Vu (Kg) Vs (Kg) f elegido A v (cm2)

F8

Tipo de viga: p = peraltada ch = chata p2 = peraltada en 2 capas

Estribo mínimo 1/4, [email protected], [email protected], Rto.@ .20








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