Dos EstraTOS

MURO EN VOLADIZO

f´c(Kg/cm2) 210.00

f´y(Kg/cm2) 4200.00

u C - T 0.50

W(Kg/m3) 11 1400.00

W(Kg/m3) 22 2000.00

Beta (°) 0.00

Ws/c(Kg/m2) 0.00

σt (kg/cm2) 2.00

Cos Beta = 1.00

Sen Beta = 0.00

Cos ф = 0.94

Sen ф = 0.34

h(m) 8.00

htz(m) 0.80

H(m) 8.80

hd 0.00

** Kp 2.04

** Ca 0.490

** Ca*W(Kg/m3) 686.41

** B/(H+hs)= 0.594

** hs= Wsc/W 0.000

** H+hs = 8.80

** B= 5.23

** B/3= 1.74

ba 1.49

C 0.30

N 7 bd 0.50

q1,q2 B 5.00

ba 1.30

bp 3.20

S esp. 2.00

e espesor 0.20

S' 1.80

3648.00

Fh1 ACT. S/C. Ca(hs)W 0.000

Fh2 ACT. RELL Ca(H)W 8236.87

REP. ϒ LARGO ALTURA

w1 #REF! 5.00 0.80

w2 #REF! 0.10 8.00

w3 #REF! 0.30 8.00

Wr4 1400.00 3.20 8.00

wr5(Terr-Triangular) 1400.00 1.60 3.20

Fv1+Fv2 Fv1+Fv2 Fv1+Fv2

S/C 1400.00 3.20 0.00

FSV =MR/MA #REF!

FSD =u*FV/FH #REF!

CON DENTELLON

σps 2284.36

σpi 2284.36

Ep 0.00

FSD #REF!

∑M = #REF!

X(m) = #REF!

B/6 = 0.83

e = #REF!

q1 = #REF!

q2 = #REF!

SIN SOBRECARGA

∑FVo = #REF!

∑MRo = #REF!

∑MAo= 197684.83

∑FHo= 49421.21

F.S. = ∑MR/∑MA = FSV #REF!

F.S. = µ∑FV/∑FH = FSD #REF!

CON DENTELLON FSD_dent #REF!Wu = #REF!Vu = #REF!

corte en la pantalla ØVc = #REF!

Arrib H/2 = 4Medio = 3.50

Abajo S/4 = 0.50

d 44.00

Vu= #REF!

EN LA BASE D LA PANT. ØVc = #REF!

Wu arriba = #REF!Wu izqui = #REF!Wu dere = #REF!

Wu izqui = #REF!Wu dere = #REF!

Vu = #REF!CARA DEL TALON POSTERIOR ØVc = #REF!CARA DEL CONTRAFUERTE Vu = #REF!

qt4 #REF!

qt5 #REF!Wu izqui = #REF!Wu dere = #REF!

CARA DEL TALON ANTERIOR Vu = #REF!

CARA DEL CONTRAFUERTE ØVc = #REF!AFINANDO A UNA DIS. Vu = #REF!

Verificacion CONTRAFUERTE CORTE ØVc = #REF!Vu = #REF!

ф (°) 20.00

ф (°) 32.00

ALTURA PANTALLA DEL MURO

2.04 CON DENTELLON

2.04 &

PREDIMENSIO. DEL MURO

0.50 512.00

0.55 605.00

σt < 1

FUERZAS BRAZO DE PALANCA MOMENTO

0.00 6.000 0.00 Fh1

49421.21 4.000 197684.83 Fh2

49421.21 ∑MA 197684.83

FUERZAS BRAZO DE PALANCA MOMENTO REP.

#REF! 2.50 #REF! w1

#REF! 1.43 #REF! w2

#REF! 1.65 #REF! w3

35840.00 3.40 121856.00 Wr4

7168.00 3.93 28194.13 wr5(Terr-Triangular)

0.00 5.00 0.00 Fv1+Fv2

0.00 3.40 0.00 S/C

#REF! ∑MR #REF!

CON DENTELLON

NUEVOS SIN SC

SIN SOBRECARGA

LOS ANTERIORES

#REF! F.S. = ∑MR/∑MA =

#REF! F.S. = µ∑FV/∑FH =

#REF! CON DENTELLON0.240.44

#REF! 34 corte en la pantalla

#REF! EN LA BASE D LA PANT.#REF!#REF!

54917055

#REF! CARA DEL TALON POSTERIOR

#REF! CARA DEL CONTRAFUERTE

#REF!CARA DEL TALON ANTERIOR

#REF! CARA DEL CONTRAFUERTE

#REF! 29550.00 AFINANDO A UNA DIS.

1.2 Verificacion CONTRAFUERTE CORTE

MURO EN VOLADIZO

f´c(Kg/cm2) 210.00

f´y(Kg/cm2) 4200.00

u C - T 0.50

W(Kg/m3) 1400.00

ф (°) 20.00

Beta (°) 0.00

Ws/c(Kg/m2) 0.00

σt (kg/cm2) 2.00

Cos Beta = 1.00 0.00

Sen Beta = 0.00

Cos ф = 0.94

Sen ф = 0.34

h(m) 8.00

htz(m) 0.80

H(m) 8.80

hd 0.00 2.04

** Kp 2.04 2.04

ф1 0.49

** Ca 0.49 0.49

** Ca*W(Kg/m3) 686.41 0.45

** B/(H+hs)= 0.59 0.50

** hs= Wsc/W 0.00

** H+hs = 8.80

** B= 5.23

** B/3= 1.74 0.00

ba 1.49

C 0.30

bd 0.50

B 5.05 σt < 1

ba 1.30 2.20

bp 3.25

S Log 2.00

e espesor 0.20

S' 1.80

FUERZAS

ACT. S/C. Ca(hs)W 0.000 0.00

ACT. RELL Ca(H)W 6040.37 26577.63

∑FH 26577.63

ϒ LARGO ALTURA FUERZAS

#REF! 5.05 0.80 #REF!

#REF! 0.10 8.00 #REF!

#REF! 0.30 8.00 #REF!

1400.00 3.25 8.00 36400.00

1400.00 1.63 0.00 0.00

Fv1+Fv2 Fv1+Fv2 0.00

1400.00 3.25 0.00 0.00

∑Fv #REF!

FSV =MR/MA #REF! #REF!

FSD =u*FV/FH #REF! #REF!

σps 2284.36

σpi 2284.36

Ep 0.00

FSD #REF! #REF!

∑M = #REF!

X(m) = #REF!

B/6 = 0.84 #REF!

e = #REF! #REF!

q1 = #REF! #REF!

q2 = #REF! #REF!

∑FVo = #REF!NUEVOS SIN SC

∑MRo = #REF!

∑MAo= 77961.04LOS ANTERIORES

∑FHo= 26577.63

FSV #REF! #REF!

FSD #REF! #REF!

FSD_dent #REF! #REF!Wu = #REF!Vu = #REF!ØVc = #REF! #REF!

Abajo S/4 = 0.50

d 44.00

Vu= #REF! ØVc = #REF! #REF!

Wu izqui = #REF! 549Wu dere = #REF! 17055

Vu = #REF!ØVc = #REF! #REF!

Vu = #REF! #REF!

qt4 #REF!

Vu = #REF!

ØVc = #REF! #REF!

Vu = #REF! #REF!

ØVc = #REF!Vu = #REF! #REF!

CON DENTELLON

579.60 **

423.00 **

512.00 **

BRAZO DE PALANCA MOMENTO

4.400 0.00 Fh1 ACT. S/C.

2.933 77961.04 Fh2 ACT. RELL

∑MA 77961.04

BRAZO DE PALANCA MOMENTO REP. ϒ

2.53 #REF! w1 #REF!

1.43 #REF! w2 #REF!

1.65 #REF! w3 #REF!

3.43 124670.00 Wr4 1400.00

3.97 0.00 wr5(Terr-Triangular) 1400.00

5.05 0.00 Fv1+Fv2

3.43 0.00 S/C 1400.00

∑MR #REF!

CON DENTELLON

SIN SOBRECARGA

F.S. = ∑MR/∑MA =

F.S. = µ∑FV/∑FH =

CON DENTELLON0.240.44

34 corte en la pantalla

EN LA BASE D LA PANT.#REF!#REF!

CARA DEL TALON POSTERIOR

CARA DEL CONTRAFUERTE

29550.00 AFINANDO A UNA DIS.

MURO EN VOLADIZO

f´c(Kg/cm2) 210.00

f´y(Kg/cm2) 4200.00

u C - T 0.50

W(Kg/m3) 1400.00

ф (°) 20.00

Beta (°) 0.00

Ws/c(Kg/m2) 0.00

σt (kg/cm2) 2.00

Cos Beta = 1.00 0.00

Sen Beta = 0.00

Cos ф = 0.94

Sen ф = 0.34

h(m) 8.00

htz(m) 0.80

H(m) 8.80

hd 0.00 2.04

Kp 2.04 2.04 579.60

ф1 0.49

Ca 0.49 0.49

Ca*W(Kg/m3) 686.41 0.45 423.00

B/(H+hs)= 0.594 0.50 512.00

hs= Wsc/W 0.00

H+hs = 8.80

B= 5.23

B/3= 1.74 0.00

ba 1.49

C 0.30

bd 0.50

B 5.10 σt < 1

ba 1.30 2.30

bp 3.30

S esp. 2.00

e espesor 0.20

S' 1.80

Ca(hs)W 0.000 0.00 4.400 0.00

Ca(H)W 6040.37 26577.63 2.933 77961.04

∑FH 26577.63 ∑MA 77961.04

LARGO ALTURA FUERZAS BRAZO DE PALANCA MOMENTO

5.10 0.80 #REF! 2.55 #REF!

0.10 8.00 #REF! 1.43 #REF!

0.30 8.00 #REF! 1.65 #REF!

3.30 8.00 36960.00 3.45 127512.00

1.65 0.00 0.00 4.00 0.00

Fv1+Fv2 Fv1+Fv2 0.00 5.10 0.00

3.30 0.00 0.00 3.45 0.00

∑Fv #REF! ∑MR #REF!

σps 2284.36

σpi 2284.36

Ep 0.00

FSD #REF! #REF!

∑M = #REF!

X(m) = #REF!

B/6 = 0.85 #REF!

e = #REF! #REF!

q1 = #REF! #REF!

q2 = #REF! #REF!

∑MRo = #REF!

∑FHo= 26577.63

FSV #REF! #REF!

FSD #REF! #REF!

FSD_dent #REF! #REF!Wu = #REF! 0.24Vu = #REF! 0.44ØVc = #REF! #REF! 34

Abajo S/4 = 0.50

d 44.00

#REF!Wu arriba = #REF! #REF!

Vu = #REF! #REF!

qt4 #REF!

qt5 #REF! dWu izqui = #REF! 70Wu dere = #REF! #REF!

Vu = #REF!

ØVc = #REF! #REF!

Vu = #REF! #REF! 29550.00

ØVc = #REF! 1.2Vu = #REF! #REF!

MURO EN VOLADIZO

f´c(Kg/cm2) 210.00

f´y(Kg/cm2) 4200.00

u C - T 0.50

W(Kg/m3) 1400.00

ф (°) 20.00

Beta (°) 0.00

Ws/c(Kg/m2) 0.00

σt (kg/cm2) 2.00

Cos Beta = 1.00

Sen Beta = 0.00

Cos ф = 0.94

Sen ф = 0.34

ALTURA PANTALLA DEL MURO h(m) 8.00

htz(m) 0.80

H(m) 8.80

CON DENTELLON hd 0.00

** Kp 2.04

** Ca 0.49

** Ca*W(Kg/m3) 686.41

** B/(H+hs)= 0.59

** hs= Wsc/W 0.00

** H+hs = 8.80

** B= 5.23

** B/3= 1.74

ba 1.49

C 0.30

bd 0.50

B 5.15

ba 1.30

bp 3.35

S esp. 2.00

e espesor 0.20

S' 1.80

w1 #REF! 5.15 0.80

w2 #REF! 0.10 8.00

w3 #REF! 0.30 8.00

Wr4 1400.00 3.35 8.00

S/C 1400.00 3.35 0.00

FSV =MR/MA #REF!

FSD =u*FV/FH #REF!

CON DENTELLON

σps 2284.36

σpi 2284.36

Ep 0.00

FSD #REF!

∑M = #REF!

X(m) = #REF!

B/6 = 0.86

e = #REF!

q1 = #REF!

q2 = #REF!

SIN SOBRECARGA

∑FVo = #REF!

∑MRo = #REF!

∑MAo= 77961.04

∑FHo= 26577.63

Abajo S/4 = 0.50

d 44.00

Vu= #REF!

qt4 #REF!

Verificacion CONTRAFUERTE CORTE Vu = #REF!ØVc = #REF!

2.04 579.60

0.45 423.00

0.50 512.00

σt < 1

0.00 4.400 0.00

26577.63 2.933 77961.04

26577.63 ∑MA 77961.04

#REF! 2.57 #REF!

#REF! 1.43 #REF!

#REF! 1.65 #REF!

37520.00 3.47 130382.00

0.00 4.03 0.00

0.00 5.15 0.00

0.00 3.47 0.00

#REF! ∑MR #REF!

NUEVOS SIN SC

LOS ANTERIORES

#REF!0.240.44

#REF! 34

#REF!#REF!#REF!

54917055

#REF! 29550.00

1.2#REF!

MURO EN VOLADIZO

f´c(Kg/cm2) 210.00

f´y(Kg/cm2) 4200.00

u C - T 0.50

W(Kg/m3) 1400.00

ф (°) 20.00

Beta (°) 0.00

Ws/c(Kg/m2) 0.00

σt (kg/cm2) 2.00

Cos Beta = 1.00

Sen Beta = 0.00

Cos ф = 0.94

Sen ф = 0.34

htz(m) 0.80

H(m) 8.80

** Kp 2.04

** Ca 0.49

** Ca*W(Kg/m3) 686.41

** B/(H+hs)= 0.59

** hs= Wsc/W 0.00

** H+hs = 8.80

** B= 5.23

** B/3= 1.74

ba 1.49

C 0.30

bd 0.50

B 5.20

ba 1.30

bp 3.40

S esp. 2.00

e espesor 0.20

S' 1.80

w1 #REF! 5.20 0.80

w2 #REF! 0.10 8.00

w3 #REF! 0.30 8.00

Wr4 1400.00 3.40 8.00

S/C 1400.00 3.40 0.00

FSV =MR/MA #REF!

FSD =u*FV/FH #REF!

CON DENTELLON

σps 2284.36

σpi 2284.36

Ep 0.00

FSD #REF!

∑M = #REF!

X(m) = #REF!

B/6 = 0.87

e = #REF!

q1 = #REF!

q2 = #REF!

SIN SOBRECARGA

∑FVo = #REF!

∑MRo = #REF!

∑MAo= 77961.04

∑FHo= 26577.63

Abajo S/4 = 0.50

d 44.00

Vu= #REF!

qt4 #REF!

2.04 579.60

0.45 423.00

0.50 512.00

σt < 1

0.00 4.400 0.00

26577.63 2.933 77961.04

26577.63 ∑MA 77961.04

#REF! 2.60 #REF!

#REF! 1.43 #REF!

#REF! 1.65 #REF!

38080.00 3.50 133280.00

0.00 4.07 0.00

0.00 5.20 0.00

0.00 3.50 0.00

#REF! ∑MR #REF!

NUEVOS SIN SC

LOS ANTERIORES

#REF!0.240.44

#REF! 34

#REF!#REF!#REF!

54917055

#REF! 29550.00

1.2#REF!

MURO EN VOLADIZO

f´c(Kg/cm2) 210.00

f´y(Kg/cm2) 4200.00

u C - T 0.50

W(Kg/m3) 1400.00

ф (°) 20.00

Beta (°) 0.00

Ws/c(Kg/m2) 0.00

σt (kg/cm2) 2.00

Cos Beta = 1.00

Sen Beta = 0.00

Cos ф = 0.94

Sen ф = 0.34

htz(m) 0.80

H(m) 8.80

** Kp 2.04

** Ca 0.49

** Ca*W(Kg/m3) 686.41

** B/(H+hs)= 0.59

** hs= Wsc/W 0.00

** H+hs = 8.80

** B= 5.23

** B/3= 1.74

ba 1.49

C 0.30

bd 0.50

B 5.25

ba 1.30

bp 3.45

S esp. 2.00

e espesor 0.20

S' 1.80

w1 #REF! 5.25 0.80

w2 #REF! 0.10 8.00

w3 #REF! 0.30 8.00

Wr4 1400.00 3.45 8.00

S/C 1400.00 3.45 0.00

FSV =MR/MA #REF!

FSD =u*FV/FH #REF!

CON DENTELLON

σps 2284.36

σpi 2284.36

Ep 0.00

FSD #REF!

∑M = #REF!

X(m) = #REF!

B/6 = 0.87

e = #REF!

q1 = #REF!

q2 = #REF!

SIN SOBRECARGA

∑FVo = #REF!

∑MRo = #REF!

∑MAo= 77961.04

∑FHo= 26577.63

Abajo S/4 = 0.50

d 44.00

Vu= #REF!

qt4 #REF!

2.04 579.60

0.45 423.00

0.50 512.00

σt < 1

0.00 4.400 0.00

26577.63 2.933 77961.04

26577.63 ∑MA 77961.04

#REF! 2.62 #REF!

#REF! 1.43 #REF!

#REF! 1.65 #REF!

38640.00 3.52 136206.00

0.00 4.10 0.00

0.00 5.25 0.00

0.00 3.52 0.00

#REF! ∑MR #REF!

NUEVOS SIN SC

LOS ANTERIORES

#REF!0.240.44

#REF! 34

#REF!#REF!#REF!

54917055

#REF! 29550.00

1.2#REF!

MURO EN VOLADIZO

f´c(Kg/cm2) 210.00

f´y(Kg/cm2) 4200.00

u C - T 0.50

W(Kg/m3) 1400.00

ф (°) 20.00

Beta (°) 0.00

Ws/c(Kg/m2) 0.00

σt (kg/cm2) 2.00

Cos Beta = 1.00

Sen Beta = 0.00

Cos ф = 0.94

Sen ф = 0.34

htz(m) 0.80

H(m) 8.80

** Kp 2.04

** Ca 0.49

** Ca*W(Kg/m3) 686.41

** B/(H+hs)= 0.59

** hs= Wsc/W 0.00

** H+hs = 8.80

** B= 5.23

** B/3= 1.74

ba 1.49

C 0.30

bd 0.50

B 5.30

ba 1.30

bp 3.50

S esp. 2.00

e espesor 0.20

S' 1.80

w1 #REF! 5.30 0.80

w2 #REF! 0.10 8.00

w3 #REF! 0.30 8.00

Wr4 1400.00 3.50 8.00

S/C 1400.00 3.50 0.00

FSV =MR/MA #REF!

FSD =u*FV/FH #REF!

CON DENTELLON

σps 2284.36

σpi 2284.36

Ep 0.00

FSD #REF!

∑M = #REF!

X(m) = #REF!

B/6 = 0.88

e = #REF!

q1 = #REF!

q2 = #REF!

SIN SOBRECARGA

∑FVo = #REF!

∑MRo = #REF!

∑MAo= 77961.04

∑FHo= 26577.63

Abajo S/4 = 0.50

d 44.00

Vu= #REF!

qt4 #REF!

2.04 579.60

0.45 423.00

0.50 512.00

σt < 1

0.00 4.400 0.00

26577.63 2.933 77961.04

26577.63 ∑MA 77961.04

#REF! 2.65 #REF!

#REF! 1.43 #REF!

#REF! 1.65 #REF!

39200.00 3.55 139160.00

0.00 4.13 0.00

0.00 5.30 0.00

0.00 3.55 0.00

#REF! ∑MR #REF!

NUEVOS SIN SC

LOS ANTERIORES

#REF!0.240.44

#REF! 34

#REF!#REF!#REF!

54917055

#REF! 29550.00

1.2#REF!

MURO EN VOLADIZO

f´c(Kg/cm2) 210.00

f´y(Kg/cm2) 4200.00

u C - T 0.50

W(Kg/m3) 1400.00

ф (°) 20.00

Beta (°) 0.00

Ws/c(Kg/m2) 0.00

σt (kg/cm2) 2.00

Cos Beta = 1.00

Sen Beta = 0.00

Cos ф = 0.94

Sen ф = 0.34

htz(m) 0.80

H(m) 8.80

** Kp 2.04

** Ca 0.49

** Ca*W(Kg/m3) 686.41

** B/(H+hs)= 0.59

** hs= Wsc/W 0.00

** H+hs = 8.80

** B= 5.23

** B/3= 1.74

ba 1.49

C 0.30

bd 0.50

B 5.35

ba 1.30

bp 3.55

S esp. 2.00

e espesor 0.20

S' 1.80

w1 #REF! 5.35 0.80

w2 #REF! 0.10 8.00

w3 #REF! 0.30 8.00

Wr4 1400.00 3.55 8.00

S/C 1400.00 3.55 0.00

FSV =MR/MA #REF!

FSD =u*FV/FH #REF!

CON DENTELLON

σps 2284.36

σpi 2284.36

Ep 0.00

FSD #REF!

∑M = #REF!

X(m) = #REF!

B/6 = 0.89

e = #REF!

q1 = #REF!

q2 = #REF!

SIN SOBRECARGA

∑FVo = #REF!

∑MRo = #REF!

∑MAo= 77961.04

∑FHo= 26577.63

Abajo S/4 = 0.50

d 44.00

Vu= #REF!

qt4 #REF!

2.04 579.60

0.45 423.00

0.50 512.00

σt < 1

0.00 4.400 0.00

26577.63 2.933 77961.04

26577.63 ∑MA 77961.04

#REF! 2.67 #REF!

#REF! 1.43 #REF!

#REF! 1.65 #REF!

39760.00 3.57 142142.00

0.00 4.17 0.00

0.00 5.35 0.00

0.00 3.57 0.00

#REF! ∑MR #REF!

NUEVOS SIN SC

LOS ANTERIORES

#REF!0.240.44

#REF! 34

#REF!#REF!#REF!

54917055

#REF! 29550.00

1.2#REF!

MURO EN VOLADIZO

f´c(Kg/cm2) 210.00

f´y(Kg/cm2) 4200.00

u C - T 0.50

W(Kg/m3) 1400.00

ф (°) 20.00

Beta (°) 0.00

Ws/c(Kg/m2) 0.00

σt (kg/cm2) 2.00

Cos Beta = 1.00 0.00

Sen Beta = 0.00

Cos ф = 0.94

Sen ф = 0.34

htz(m) 0.80

H(m) 8.80

CON DENTELLON hd 0.00 2.04

** Kp 2.04 2.04

ф1 0.49

** Ca 0.49 0.49

** Ca*W(Kg/m3) 686.41 0.45

** B/(H+hs)= 0.59 0.50

** hs= Wsc/W 0.00

** H+hs = 8.80

** B= 5.23

** B/3= 1.74 0.00

ba 1.49

C 0.30

bd 0.50

B 5.40 σt < 1

ba 1.30 2.40

bp 3.60

S esp. 2.00

e espesor 0.20

S' 1.80

FUERZAS

Fh1 ACT. S/C. Ca(hs)W 0.000 0.00

Fh2 ACT. RELL Ca(H)W 6040.37 26577.63

∑FH 26577.63

REP. ϒ LARGO ALTURA FUERZAS

w1 #REF! 5.40 0.80 #REF!

w2 #REF! 0.10 8.00 #REF!

w3 #REF! 0.30 8.00 #REF!

Wr4 1400.00 3.60 8.00 40320.00

wr5(Terr-Triangular) 1400.00 1.80 0.00 0.00

Fv1+Fv2 Fv1+Fv2 Fv1+Fv2 0.00

S/C 1400.00 3.60 0.00 0.00

∑Fv #REF!

CON DENTELLON

σps 2284.36

σpi 2284.36

Ep 0.00

FSD #REF! #REF!

∑M = #REF!

X(m) = #REF!

B/6 = 0.90 #REF!

e = #REF! #REF!

q1 = #REF! #REF!

q2 = #REF! #REF!

SIN SOBRECARGA

∑MRo = #REF!

∑FHo= 26577.63

F.S. = ∑MR/∑MA = FSV #REF! #REF!

F.S. = µ∑FV/∑FH = FSD #REF! #REF!

CON DENTELLON FSD_dent #REF! #REF!Wu = #REF!Vu = #REF!

corte en la pantalla ØVc = #REF! #REF!

Abajo S/4 = 0.50

d 44.00

Vu= #REF!

EN LA BASE D LA PANT. ØVc = #REF! #REF!

Vu = #REF!CARA DEL TALON POSTERIOR ØVc = #REF! #REF!

CARA DEL CONTRAFUERTE Vu = #REF! #REF!

qt4 #REF!

CARA DEL CONTRAFUERTE ØVc = #REF! #REF!

AFINANDO A UNA DIS. Vu = #REF! #REF!

Verificacion CONTRAFUERTE CORTE Vu = #REF!ØVc = #REF! #REF!

CON DENTELLON

579.60 **

423.00 **

512.00 **

4.400 0.00 Fh1 ACT. S/C.

2.933 77961.04 Fh2 ACT. RELL

∑MA 77961.04

BRAZO DE PALANCA MOMENTO REP. ϒ

2.70 #REF! w1 #REF!

1.43 #REF! w2 #REF!

1.65 #REF! w3 #REF!

3.60 145152.00 Wr4 1400.00

4.20 0.00 wr5(Terr-Triangular) 1400.00

5.40 0.00 Fv1+Fv2

3.60 0.00 S/C 1400.00

∑MR #REF!

CON DENTELLON

SIN SOBRECARGA

F.S. = ∑MR/∑MA =

F.S. = µ∑FV/∑FH =

CON DENTELLON0.240.44

34 corte en la pantalla

EN LA BASE D LA PANT.#REF!#REF!

CARA DEL TALON POSTERIOR

29550.00 AFINANDO A UNA DIS.

MURO EN VOLADIZO

f´c(Kg/cm2) 210.00

f´y(Kg/cm2) 4200.00

u C - T 0.50

W(Kg/m3) 1400.00

ф (°) 20.00

Beta (°) 0.00

Ws/c(Kg/m2) 0.00

σt (kg/cm2) 2.00

Cos Beta = 1.00 0.00

Sen Beta = 0.00

Cos ф = 0.94

Sen ф = 0.34

h(m) 8.00

htz(m) 0.80

H(m) 8.80

hd 0.00 2.04

Kp 2.04 2.04 579.60

ф1 0.49

Ca 0.49 0.49

Ca*W(Kg/m3) 686.41 0.45 423.00

B/(H+hs)= 0.59 0.50 512.00

hs= Wsc/W 0.00

H+hs = 8.80

B= 5.23

B/3= 1.74 0.00

ba 1.49

C 0.30

bd 0.50

B 5.45 σt < 1

ba 1.30 2.40

bp 3.65

S esp. 2.00

e espesor 0.20

S' 1.80

FUERZAS BRAZO DE PALANCA

Ca(hs)W 0.000 0.00 4.400

Ca(H)W 6040.37 26577.63 2.933

∑FH 26577.63 ∑MA

LARGO ALTURA FUERZAS BRAZO DE PALANCA

5.45 0.80 #REF! 2.72

0.10 8.00 #REF! 1.43

0.30 8.00 #REF! 1.65

3.65 8.00 40880.00 3.62

1.82 0.00 0.00 4.23

Fv1+Fv2 Fv1+Fv2 0.00 5.45

3.65 0.00 0.00 3.62

∑Fv #REF! ∑MR

σps 2284.36

σpi 2284.36

Ep 0.00

FSD #REF! #REF!

∑M = #REF!

X(m) = #REF!

B/6 = 0.91 #REF!

e = #REF! #REF!

q1 = #REF! #REF!

q2 = #REF! #REF!

∑MRo = #REF!

∑FHo= 26577.63

FSV #REF! #REF!

FSD #REF! #REF!

FSD_dent #REF! #REF!Wu = #REF! 0.24Vu = #REF! 0.44ØVc = #REF! #REF! 34

Abajo S/4 = 0.50

d 44.00

#REF!Wu arriba = #REF! #REF!

Vu = #REF! #REF!

qt4 #REF!

qt5 #REF! dWu izqui = #REF! 70Wu dere = #REF! #REF!

Vu = #REF!

ØVc = #REF! #REF!

Vu = #REF! #REF! 29550.00

Vu = #REF! 1.2ØVc = #REF! #REF!

MURO EN VOLADIZO

f´c(Kg/cm2) 210.00

f´y(Kg/cm2) 4200.00

u C - T 0.50

W(Kg/m3) 1400.00

ф (°) 20.00

Beta (°) 0.00

Ws/c(Kg/m2) 0.00

σt (kg/cm2) 2.00

Cos Beta = 1.00

Sen Beta = 0.00

Cos ф = 0.94

Sen ф = 0.34

htz(m) 0.80

H(m) 8.80

** Kp 2.04

** Ca 0.49

** Ca*W(Kg/m3) 686.41

** B/(H+hs)= 0.59

** hs= Wsc/W 0.00

** H+hs = 8.80

** B= 5.23

** B/3= 1.74

ba 1.49

C 0.30

bd 0.50

B 5.50

ba 1.30

bp 3.70

S esp. 2.00

e espesor 0.20

S' 1.80

MOMENTO

0.00 Fh1 ACT. S/C. Ca(hs)W 0.000

77961.04 Fh2 ACT. RELL Ca(H)W 6040.37

77961.04 ∑FH

MOMENTO REP. ϒ LARGO ALTURA

#REF! w1 #REF! 5.50 0.80

#REF! w2 #REF! 0.10 8.00

#REF! w3 #REF! 0.30 8.00

148190.00 Wr4 1400.00 3.70 8.00

0.00 wr5(Terr-Triangular) 1400.00 1.85 0.00

0.00 Fv1+Fv2 Fv1+Fv2 Fv1+Fv2

0.00 S/C 1400.00 3.70 0.00

#REF! ∑Fv

FSV =MR/MA #REF!

FSD =u*FV/FH #REF!

CON DENTELLON

σps 2284.36

σpi 2284.36

Ep 0.00

FSD #REF!

∑M = #REF!

X(m) = #REF!

B/6 = 0.92

e = #REF!

q1 = #REF!

q2 = #REF!

SIN SOBRECARGA

∑FVo = #REF!

∑MRo = #REF!

∑MAo= 77961.04

∑FHo= 26577.63

Abajo S/4 = 0.50

d 44.00

Vu= #REF!

qt4 #REF!

2.04 579.60

0.45 423.00

0.50 512.00

σt < 1

0.00 4.400 0.00

26577.63 2.933 77961.04

26577.63 ∑MA 77961.04

#REF! 2.75 #REF!

#REF! 1.43 #REF!

#REF! 1.65 #REF!

41440.00 3.65 151256.00

0.00 4.27 0.00

0.00 5.50 0.00

0.00 3.65 0.00

#REF! ∑MR #REF!

NUEVOS SIN SC

LOS ANTERIORES

#REF!0.240.44

#REF! 34

#REF!#REF!#REF!

54917055

#REF! 29550.00

1.2#REF!

MURO EN VOLADIZO

f´c(Kg/cm2) 210.00

f´y(Kg/cm2) 4200.00

u C - T 0.50

W(Kg/m3) 1400.00

ф (°) 20.00

Beta (°) 0.00

Ws/c(Kg/m2) 0.00

σt (kg/cm2) 2.00

Cos Beta = 1.00

Sen Beta = 0.00

Cos ф = 0.94

Sen ф = 0.34

htz(m) 0.80

H(m) 8.80

** Kp 2.04

** Ca 0.49

** Ca*W(Kg/m3) 686.41

** B/(H+hs)= 0.59

** hs= Wsc/W 0.00

** H+hs = 8.80

** B= 5.23

** B/3= 1.74

ba 1.49

C 0.30

bd 0.50

B 5.55

ba 1.30

bp 3.75

S esp. 2.00

e espesor 0.20

S' 1.80

w1 #REF! 5.55 0.80

w2 #REF! 0.10 8.00

w3 #REF! 0.30 8.00

Wr4 1400.00 3.75 8.00

S/C 1400.00 3.75 0.00

FSV =MR/MA #REF!

FSD =u*FV/FH #REF!

CON DENTELLON

σps 2284.36

σpi 2284.36

Ep 0.00

FSD #REF!

∑M = #REF!

X(m) = #REF!

B/6 = 0.92

e = #REF!

q1 = #REF!

q2 = #REF!

SIN SOBRECARGA

∑FVo = #REF!

∑MRo = #REF!

∑MAo= 77961.04

∑FHo= 26577.63

Abajo S/4 = 0.50

d 44.00

Vu= #REF!

qt4 #REF!

2.04 579.60

0.45 423.00

0.50 512.00

σt < 1

0.00 4.400 0.00

26577.63 2.933 77961.04

26577.63 ∑MA 77961.04

#REF! 2.77 #REF!

#REF! 1.43 #REF!

#REF! 1.65 #REF!

42000.00 3.67 154350.00

0.00 4.30 0.00

0.00 5.55 0.00

0.00 3.67 0.00

#REF! ∑MR #REF!

NUEVOS SIN SC

LOS ANTERIORES

#REF!0.240.44

#REF! 34

#REF!#REF!#REF!

54917055

#REF! 29550.00

1.2#REF!

MURO EN VOLADIZO

f´c(Kg/cm2) 210.00

f´y(Kg/cm2) 4200.00

u C - T 0.50

W(Kg/m3) 1400.00

ф (°) 20.00

Beta (°) 0.00

Ws/c(Kg/m2) 0.00

σt (kg/cm2) 2.00

Cos Beta = 1.00

Sen Beta = 0.00

Cos ф = 0.94

Sen ф = 0.34

htz(m) 0.80

H(m) 8.80

** Kp 2.04

** Ca 0.49

** Ca*W(Kg/m3) 686.41

** B/(H+hs)= 0.59

** hs= Wsc/W 0.00

** H+hs = 8.80

** B= 5.23

** B/3= 1.74

ba 1.49

C 0.30

bd 0.50

B 5.60

ba 1.30

bp 3.80

S esp. 2.00

e espesor 0.20

S' 1.80

w1 #REF! 5.60 0.80

w2 #REF! 0.10 8.00

w3 #REF! 0.30 8.00

Wr4 1400.00 3.80 8.00

S/C 1400.00 3.80 0.00

FSV =MR/MA #REF!

FSD =u*FV/FH #REF!

CON DENTELLON

σps 2284.36

σpi 2284.36

Ep 0.00

FSD #REF!

∑M = #REF!

X(m) = #REF!

B/6 = 0.93

e = #REF!

q1 = #REF!

q2 = #REF!

SIN SOBRECARGA

∑FVo = #REF!

∑MRo = #REF!

∑MAo= 77961.04

∑FHo= 26577.63

Abajo S/4 = 0.50

d 44.00

Vu= #REF!

qt4 #REF!

2.04 579.60

0.45 423.00

0.50 512.00

σt < 1

0.00 4.400 0.00

26577.63 2.933 77961.04

26577.63 ∑MA 77961.04

#REF! 2.80 #REF!

#REF! 1.43 #REF!

#REF! 1.65 #REF!

42560.00 3.70 157472.00

0.00 4.33 0.00

0.00 5.60 0.00

0.00 3.70 0.00

#REF! ∑MR #REF!

NUEVOS SIN SC

LOS ANTERIORES

#REF!0.240.44

#REF! 34

#REF!#REF!#REF!

54917055

#REF! 29550.00

1.2#REF!

MURO EN VOLADIZO

f´c(Kg/cm2) 210.00

f´y(Kg/cm2) 4200.00

u C - T 0.50

W(Kg/m3) 1400.00

ф (°) 20.00

Beta (°) 0.00

Ws/c(Kg/m2) 0.00

σt (kg/cm2) 2.00

Cos Beta = 1.00

Sen Beta = 0.00

Cos ф = 0.94

Sen ф = 0.34

htz(m) 0.80

H(m) 8.80

** Kp 2.04

** Ca 0.49

** Ca*W(Kg/m3) 686.41

** B/(H+hs)= 0.59

** hs= Wsc/W 0.00

** H+hs = 8.80

** B= 5.23

** B/3= 1.74

ba 1.49

C 0.30

bd 0.50

B 5.65

ba 1.30

bp 3.85

S esp. 2.00

e espesor 0.20

S' 1.80

w1 #REF! 5.65 0.80

w2 #REF! 0.10 8.00

w3 #REF! 0.30 8.00

Wr4 1400.00 3.85 8.00

S/C 1400.00 3.85 0.00

FSV =MR/MA #REF!

FSD =u*FV/FH #REF!

CON DENTELLON

σps 2284.36

σpi 2284.36

Ep 0.00

FSD #REF!

∑M = #REF!

X(m) = #REF!

B/6 = 0.94

e = #REF!

q1 = #REF!

q2 = #REF!

SIN SOBRECARGA

∑FVo = #REF!

∑MRo = #REF!

∑MAo= 77961.04

∑FHo= 26577.63

Abajo S/4 = 0.50

d 44.00

Vu= #REF!

qt4 #REF!

2.04 579.60

0.45 423.00

0.50 512.00

σt < 1

0.00 4.400 0.00

26577.63 2.933 77961.04

26577.63 ∑MA 77961.04

#REF! 2.82 #REF!

#REF! 1.43 #REF!

#REF! 1.65 #REF!

43120.00 3.72 160622.00

0.00 4.37 0.00

0.00 5.65 0.00

0.00 3.72 0.00

#REF! ∑MR #REF!

NUEVOS SIN SC

LOS ANTERIORES

#REF!0.240.44

#REF! 34

#REF!#REF!#REF!

54917055

#REF! 29550.00

1.2#REF!

MURO EN VOLADIZO

f´c(Kg/cm2) 210.00

f´y(Kg/cm2) 4200.00

u C - T 0.50

W(Kg/m3) 1400.00

ф (°) 20.00

Beta (°) 0.00

Ws/c(Kg/m2) 0.00

σt (kg/cm2) 2.00

Cos Beta = 1.00 0.00

Sen Beta = 0.00

Cos ф = 0.94

Sen ф = 0.34

htz(m) 0.80

H(m) 8.80

CON DENTELLON hd 0.00 2.04

** Kp 2.04 2.04

ф1 0.49

** Ca 0.49 0.49

** Ca*W(Kg/m3) 686.41 0.45

** B/(H+hs)= 0.59 0.50

** hs= Wsc/W 0.00

** H+hs = 8.80

** B= 5.23

** B/3= 1.74 0.00

ba 1.49

C 0.30

bd 0.50

B 5.70 σt < 1

ba 1.30 2.60

bp 3.90

S esp. 2.00

e espesor 0.20

S' 1.80

FUERZAS

Fh1 ACT. S/C. Ca(hs)W 0.000 0.00

Fh2 ACT. RELL Ca(H)W 6040.37 26577.63

∑FH 26577.63

REP. ϒ LARGO ALTURA FUERZAS

w1 #REF! 5.70 0.80 #REF!

w2 #REF! 0.10 8.00 #REF!

w3 #REF! 0.30 8.00 #REF!

Wr4 1400.00 3.90 8.00 43680.00

wr5(Terr-Triangular) 1400.00 1.95 0.00 0.00

Fv1+Fv2 Fv1+Fv2 Fv1+Fv2 0.00

S/C 1400.00 3.90 0.00 0.00

∑Fv #REF!

CON DENTELLON

σps 2284.36

σpi 2284.36

Ep 0.00

FSD #REF! #REF!

∑M = #REF!

X(m) = #REF!

B/6 = 0.95 #REF!

e = #REF! #REF!

q1 = #REF! #REF!

q2 = #REF! #REF!

SIN SOBRECARGA

∑MRo = #REF!

∑FHo= 26577.63

F.S. = ∑MR/∑MA = FSV #REF! #REF!

F.S. = µ∑FV/∑FH = FSD #REF! #REF!

CON DENTELLON FSD_dent #REF! #REF!Wu = #REF!Vu = #REF!

corte en la pantalla ØVc = #REF! #REF!

Abajo S/4 = 0.50

d 44.00

Vu= #REF!

EN LA BASE D LA PANT. ØVc = #REF! #REF!

Vu = #REF!CARA DEL TALON POSTERIOR ØVc = #REF! #REF!

CARA DEL CONTRAFUERTE Vu = #REF! #REF!

qt4 #REF!

CARA DEL CONTRAFUERTE ØVc = #REF! #REF!

AFINANDO A UNA DIS. Vu = #REF! #REF!

Verificacion CONTRAFUERTE CORTE Vu = #REF!ØVc = #REF! #REF!

579.60

423.00

512.00

4.400 0.00

2.933 77961.04

∑MA 77961.04

2.85 #REF!

1.43 #REF!

1.65 #REF!

3.75 163800.00

4.40 0.00

5.70 0.00

3.75 0.00

∑MR #REF!

0.240.44

#REF!#REF!

29550.00

MURO EN VOLADIZOf´c(Kg/cm2) 210.00

S esp. 2.00

e espesor 0.20

S' 1.800.00

** Ca 0.49

** Ca*W(Kg/m3) 686.41

** B/(H+hs)= 0.59

** hs= Wsc/W 0.00

** H+hs = 8.80

** B= 5.23

** B/3= 1.74

ba 1.49

C 0.30

bd 0.50

B 11.30

ba 1.30

bp 9.50

FSV =MR/MA #NAME?FSD =u*FV/FH #NAME?FSD #NAME?

e = #NAME?q1 = #NAME?q2 = #NAME?

F.S. = ∑MR/∑MA = FSV #NAME?F.S. = µ∑FV/∑FH = FSD #NAME?CON DENTELLON FSD_dent #NAME?corte en la pantalla ØVc = #NAME?EN LA BASE D LA PANT. ØVc = #NAME?CARA DEL TALON POSTERIOR ØVc = #NAME?CARA DEL CONTRAFUERTE ØVc = #NAME?CARA DEL CONTRAFUERTE ØVc = #NAME?AFINANDO A UNA DIS. ØVc = #NAME?Verificacion CONTRAFUERTE CORTE ØVc = #NAME?

w1 #NAME? 11.30 0.80

w2 #NAME? 0.10 8.00

w3 #NAME? 0.30 8.00

Wr4 1400.00 9.50 8.00

S/C 1400.00 9.50 0.00

FSV =MR/MA #NAME?

FSD =u*FV/FH #NAME?

CON DENTELLON

σps 2284.36

σpi 2284.36

Ep 0.00

FSD #NAME?

∑M = #NAME?

X(m) = #NAME?

B/6 = 1.88

e = #NAME?

q1 = #NAME?

q2 = #NAME?

SIN SOBRECARGA

∑FVo = #NAME?

∑MRo = #NAME?

∑MAo= 77961.04

∑FHo= 26577.63

F.S. = ∑MR/∑MA = FSV #NAME?

F.S. = µ∑FV/∑FH = FSD #NAME?

CON DENTELLON FSD_dent #NAME?Wu = #NAME?Vu = #NAME?

corte en la pantalla ØVc = #NAME?

Abajo S/4 = 0.50

d 44.00

Vu= #NAME?

EN LA BASE D LA PANT. ØVc = #NAME?

Wu arriba = #NAME?Wu izqui = #NAME?Wu dere = #NAME?

Wu izqui = #NAME?Wu dere = #NAME?

Vu = #NAME?CARA DEL TALON POSTERIOR ØVc = #NAME?CARA DEL CONTRAFUERTE ØVc = #NAME?

qt4 #NAME?

qt5 #NAME?Wu izqui = #NAME?Wu dere = #NAME?

CARA DEL TALON ANTERIOR Vu = #NAME?

CARA DEL CONTRAFUERTE ØVc = #NAME?AFINANDO A UNA DIS. Vu = #NAME?

Verificacion CONTRAFUERTE CORTE ØVc = #NAME?Vu = #NAME?

0.50 512.00

0.55 605.00

σt < 1

0.00 4.400 0.00

26577.63 2.933 77961.04

26577.63 ∑MA 77961.04

#NAME? 5.65 #NAME?

#NAME? 1.43 #NAME?

#NAME? 1.65 #NAME?

106400.00 6.55 696920.00

0.00 8.13 0.00

0.00 11.30 0.00

0.00 6.55 0.00

#NAME? ∑MR #NAME?

#NAME?

NUEVOS SIN SC

LOS ANTERIORES

#NAME?

#NAME?0.240.44

#NAME? 34

#NAME?#NAME?#NAME?

54917055

#NAME?

#NAME? 29550.00

1.2#NAME?

w 1700Ca 0.271 #REF!

Ca*W(Kg/m3) 460.70 0.45 423.00

B/(H+hs)= 0.471 0.50 512.00

htz(m) 0.70 S esp. 3.00

C 0.30 e espesor 0.20

bd 0.90 S' 2.80

B 6.00 u C - T 0.50

ba 1.20** bp 3.90

ф1 ф2Ca 0.49 0.31H1 = 5.00 4.00

W(Kg/m3) 1200.00 2500.00

******** FUERZAS FUERZAS ******** ********h*w ca*H*W ALTURA

6000 2940 1er inf 5.0017750 1860 2do Sup 5.00 4.70

5502.5 2do Inf 9.70

FUERZAS ACTIVASFUERZAS brazo momento

1er inf 7350 6.36666667 467952do Sup 8742 2.35 20543.72do Inf 8559.875 1.56666667 13410.4708

Sum_FH 24651.875 FHSum_momen 80749.1708 MA

FUERZAS RESISTENTES

ELEM W KG/M AREA FUERZA BRAZO MOMENTO1 2400 4.2 10080 3 302402 2400 2.7 6480 1.6 103683 2400 2.7 6480 1.95 12636

W1 1200 19.5 23400 4.05 94770W2 2500 15.6 39000 4.05 157950

FV Sum_FV 85440MR Sum_momen 305964

FSV = 3.78906677 > 2 .. OkFSD = 1.73293107 > 1.5 .. Ok

Reaccion del suelo X=MR-MA/FV 2.63594135

B/6 = 1

e = 0.36405865 < b/6 .. Ok

q1 = 1.94241951q2 = 0.90558049

DISEÑO ARMADURA**** PANTALLA VERTICAL

Mu(-) = 0.65333333Mu(+) = 0.32666667

1ER TRAMO H/3w= Ka1*W*H 1764Wu=1.7*w 2998.8

APOYO CENTROMu(-) = 195921.6 97960.8

xxx000 si el Mu xxx000AS=1.10-1.3 1.16 1.02h 0.5Asmin= 10 cm2 10 cm2varilla_cm2 1.98 cm2 1.98 cm2cada 19.8 cm 19.8 cm

2DO TRAMO 2*H/3w= Ka2*W*H 3487.5Wu=1.7*w 5928.75

APOYO CENTROMu(-) = 11738925 193672.5

xxx000 si el Mu xxx000AS=1.10-1.3 1.16 1.02h 0.6Asmin= 12 cm2 12 cm2varilla_cm2 1.98 cm2 1.98 cm2cada 16.5 cm 16.5 cm

SE UNIFORMI 18.15 CM (colocar A)DEBIDO A Q LA DIFERENCIA ES MIN ENTRE

2.54cm cm2

2.54 5.071.905 2.85

1.5875 1.981.27 1.27

1 5.07 3/4 2.85 5/8 1.98 1/2 1.27

ca B u T-T ф (°) u T-T ф (°)ф (°) 0 5 10 15 20 25 30 0.4 21.8 0.7 35.010 0.7041 0.7352 0.9848 0.45 24.2 0.75 36.915 0.5888 0.6046 0.6636 0.9659 0.5 26.6 0.8 38.720 0.4903 0.4996 0.5312 0.6028 0.9397 0.55 28.8 0.85 40.421 0.4724 0.4808 0.5092 0.5714 0.7476 0.6 31.0 0.9 42.022 0.4550 0.4627 0.4883 0.5429 0.6768 0.65 33.0 0.95 43.523 0.4381 0.4451 0.4683 0.5166 0.625124 0.4217 0.4282 0.4492 0.4923 0.5830 ф (°) 1 3/4 5/8 1/225 0.4059 0.4117 0.4309 0.4695 0.5469 0.9063 As cm2 5.07 2.85 1.98 1.2726 0.3905 0.3959 0.4134 0.4480 0.5152 0.6999 5.0 101.4 57.0 39.6 25.427 0.3755 0.3805 0.3965 0.4278 0.4866 0.6259 5.5 92.2 51.8 36.0 23.128 0.3610 0.3656 0.3802 0.4086 0.4605 0.5727 6.0 84.5 47.5 33.0 21.229 0.3470 0.3512 0.3646 0.3903 0.4365 0.5299 6.5 78.0 43.8 30.5 19.530 0.3333 0.3372 0.3495 0.3729 0.4142 0.4936 0.8660 7.0 72.4 40.7 28.3 18.131 0.3201 0.3237 0.3350 0.3564 0.3934 0.4619 0.6498 7.5 67.6 38.0 26.4 16.932 0.3073 0.3105 0.3210 0.3405 0.3739 0.4336 0.5741 8.0 63.4 35.6 24.8 15.933 0.2948 0.2978 0.3074 0.3253 0.3555 0.4081 0.5203 8.5 59.6 33.5 23.3 14.934 0.2827 0.2855 0.2944 0.3108 0.3381 0.3847 0.4776 9.0 56.3 31.7 22.0 14.135 0.2710 0.2736 0.2817 0.2968 0.3216 0.3631 0.4416 9.5 53.4 30.0 20.8 13.436 0.2596 0.2620 0.2696 0.2834 0.3060 0.3431 0.4105 10.0 50.7 28.5 19.8 12.737 0.2486 0.2508 0.2578 0.2705 0.2911 0.3245 0.3830 10.5 48.3 27.1 18.9 12.138 0.2379 0.2399 0.2464 0.2581 0.2769 0.3070 0.3582 11.0 46.1 25.9 18.0 11.539 0.2275 0.2294 0.2354 0.2461 0.2634 0.2905 0.3357 11.5 44.1 24.8 17.2 11.040 0.2174 0.2192 0.2247 0.2346 0.2504 0.2750 0.3151 12.0 42.3 23.8 16.5 10.6

12.5 40.6 22.8 15.8 10.2ca B 13.0 39.0 21.9 15.2 9.8

ф (°) 0 5 10 15 20 25 30 13.5 37.6 21.1 14.7 9.410 1.4203 1.3499 0.9848 14.5 35.0 19.7 13.7 8.815 1.6984 1.6415 1.4616 0.9659 15.5 32.7 18.4 12.8 8.220 2.0396 1.9864 1.8257 1.5478 0.9397 16.5 30.7 17.3 12.0 7.721 2.1171 2.0640 1.9046 1.6328 1.1812 17.5 29.0 16.3 11.3 7.322 2.1980 2.1450 1.9862 1.7186 1.3047 18.5 27.4 15.4 10.7 6.923 2.2826 2.2295 2.0709 1.8059 1.4126 19.5 26.0 14.6 10.2 6.524 2.3712 2.3179 2.1589 1.8954 1.5146 20.5 24.7 13.9 9.7 6.225 2.4639 2.4103 2.2506 1.9874 1.6145 0.9063 21.5 23.6 13.3 9.2 5.926 2.5611 2.5070 2.3463 2.0826 1.7141 1.1736 22.5 22.5 12.7 8.8 5.627 2.6629 2.6083 2.4462 2.1812 1.8148 1.3123 23.5 21.6 12.1 8.4 5.428 2.7698 2.7145 2.5507 2.2836 1.9176 1.4343 24.5 20.7 11.6 8.1 5.229 2.8821 2.8260 2.6601 2.3903 2.0230 1.5502 25.5 19.9 11.2 7.8 5.030 3.0000 2.9431 2.7748 2.5017 2.1319 1.6641 0.8660 26.5 19.1 10.8 7.5 4.831 3.1240 3.0662 2.8952 2.6182 2.2446 1.7783 1.1542 27.5 18.4 10.4 7.2 4.632 3.2546 3.1957 3.0216 2.7401 2.3618 1.8942 1.3064 29.5 17.2 9.7 6.7 4.333 3.3921 3.3320 3.1546 2.8680 2.4840 2.0129 1.4414 31.5 16.1 9.0 6.3 4.034 3.5371 3.4758 3.2946 3.0024 2.6116 2.1352 1.5705 33.5 15.1 8.5 5.9 3.835 3.6902 3.6274 3.4422 3.1437 2.7454 2.2620 1.6982 35.5 14.3 8.0 5.6 3.636 3.8519 3.7876 3.5980 3.2926 2.8857 2.3938 1.8269 37.5 13.5 7.6 5.3 3.437 4.0228 3.9569 3.7625 3.4496 3.0333 2.5316 1.9584 39.5 12.8 7.2 5.0 3.238 4.2038 4.1361 3.9365 3.6154 3.1888 2.6758 2.0937 41.5 12.2 6.9 4.8 3.139 4.3955 4.3259 4.1208 3.7908 3.3528 2.8273 2.2340 43.5 11.7 6.6 4.6 2.940 4.5989 4.5273 4.3161 3.9766 3.5262 2.9867 2.3802 45.5 11.1 6.3 4.4 2.8

CONTRAFUERTE CONTRAFUERTE CONTRAFUERTE CONTRAFUERTE CONTRAFUERTE CONTRAFUERTE

fć(Kg/cm2) 210.00 210.00 fć(Kg/cm 210.00 210.00 fć(Kg/cm 210.00 210.00 fć(Kg/cm2) fć(Kg/cm2) fć(Kg/cm2)

fý(Kg/cm2) 4200.00 4200.00 fý(Kg/cm 4200.00 4200.00 fý(Kg/cm 4200.00 4200.00 fý(Kg/cm2) fý(Kg/cm2) fý(Kg/cm2)

u C - T 0.50 0.50 u C - T 0.50 0.50 u C - T 0.45 0.55 u C - T u C - T u C - T

W(Kg/m3) 1900.00 1900.00 W(Kg/m3 1900.00 1900.00 W(Kg/m3 1900.00 1700.00 W(Kg/m3) W(Kg/m3) W(Kg/m3)

ф (°) 30.00 32 ф (°) 30.00 32.00 ф (°) 30.00 35.00 ф (°) ф (°) ф (°)

Beta (°) 0.00 0.00 Beta (°) 0.00 0.00 Beta (°) 0.00 0.00 Beta (°) Beta (°) Beta (°)

Ws/c(Kg/m2) 0.00 0.00 Ws/c(Kg/ 1500.00 1500.00 Ws/c(Kg/ 0.00 0.00 Ws/c(Kg/m2) Ws/c(Kg/m2) Ws/c(Kg/m2)

σt (kg/cm2) 1.50 1.50 σt (kg/cm 1.50 1.50 σt (kg/cm 1.50 1.40 σt (kg/cm2) σt (kg/cm2) σt (kg/cm2)

h(m) 12.00 12.00 h(m) 12.00 12.00 h(m) 12.50 12.00 h(m) h(m) h(m)

htz(m) 1.60 1.60 htz(m) 2.00 2.00 htz(m) 2.00 0.80 htz(m) htz(m) htz(m)

H(m) 13.60 13.60 H(m) 14.00 14.00 H(m) 14.50 12.80 H(m) H(m) H(m)

hd 1.50 1.2 hd 1.80 1.50 hd 1.80 0.00 hd hd hd

C 0.50 0.50 C 0.50 0.50 C 0.50 0.30 C C C

bd 1.00 1.00 bd 1.00 0.90 bd 1.00 0.70 bd bd bd

B 9.60 9.60 B 11.00 10.20 B 10.50 8.00 B B B

ba 5.00 5.30 ba 7.00 6.10 ba 6.00 3.55 ba ba ba

bp 3.60 3.3 bp 3.00 3.20 bp 3.50 3.75 bp bp bp

S esp. 3.00 3.00 S esp. 3.00 2.00 S esp. 3.00 2.50 S esp. S esp. S esp.

e espesor 0.75 0.75 e espesor 0.90 0.20 e espesor 0.95 0.50 e espesor e espesor e espesor

S' 2.25 2.25 S' 2.10 1.80 S' 2.05 2.00 S' S' S'

CONTRAFUERTE CONTRAFUERTE

f´c(Kg/cm2)

f´y(Kg/cm2)

u C - T

W(Kg/m3)

ф (°)

Beta (°)

Ws/c(Kg/m2)

σt (kg/cm2)

htz(m)

S esp.

e espesor

MURO EN VOLADIZO MURO EN VOLADIZO MURO EN VOLADIZO MURO EN VOLADIZO MURO EN VOLADIZO

fć(Kg/cm2) 210.00 210.00 fć(Kg/cm 210.00 210.00 fć(Kg/cm2) 280.00 fć(Kg/cm2) fć(Kg/cm2)

fý(Kg/cm2) 4200.00 4200.00 fý(Kg/cm 4200.00 4200.00 fý(Kg/cm2) 4200.00 fý(Kg/cm2) fý(Kg/cm2)

u C - T 0.40 0.40 u C - T 0.40 0.40 u C - T 0.52 u C - T u C - T

W(Kg/m3) 1800.00 1900.00 W(Kg/m3) 1900.00 1900.00 W(Kg/m3) 1900.00 W(Kg/m3) W(Kg/m3)

ф (°) 35.00 30.00 ф (°) 32.00 30.00 ф (°) 27.00 ф (°) ф (°)

Beta (°) 20.00 0.00 Beta (°) 0.00 0.00 Beta (°) 0.00 Beta (°) Beta (°)

Ws/c(Kg/m2) 1500.00 1500.00 Ws/c(Kg/ 0.00 0.00 Ws/c(Kg/m2) 500.00 Ws/c(Kg/m2) Ws/c(Kg/m2)

σt (kg/cm2) 1.50 1.50 σt (kg/cm 1.50 1.50 σt (kg/cm2) 1.40 σt (kg/cm2) σt (kg/cm2)

h(m) 9.50 12.00 h(m) 12.00 12.00 h(m) 8.10 h(m) h(m)

htz(m) 1.50 2.00 htz(m) 2.00 2.00 htz(m) 0.50 htz(m) htz(m)

H(m) 11.00 14.00 H(m) 14.00 14.00 H(m) 8.60 H(m) H(m)

hd 2.30 2.50 hd 1.80 2.20 hd 0.00 hd hd

B/(H+hs)= 0.540 0.563 0.599

C 0.50 0.50 C 0.50 0.50 C 0.30 C C

bd 1.00 1.50 bd 1.50 1.50 bd 0.60 bd bd

B 7.60 10.60 B 9.60 10.00 B 8.00 B B

ba 5.80 6.20 ba 5.40 5.80 ba 1.55 ba ba

bp 0.80 2.90 bp 2.70 2.70 bp 5.85 bp bp

MURO EN VOLADIZO CONTRAFUERTE

f´c(Kg/cm2) f´c(Kg/cm2)

f´y(Kg/cm2) f´y(Kg/cm2)

u C - T u C - T

W(Kg/m3) W(Kg/m3)

ф (°) ф (°)

Beta (°) Beta (°)

Ws/c(Kg/m2) Ws/c(Kg/m2)

σt (kg/cm2) σt (kg/cm2)

h(m) h(m)

htz(m) htz(m)

H(m) H(m)

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