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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
ф1
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
ф1
** 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
1
3648.00
Fh1 ACT. S/C. Ca(hs)W 0.000
Fh2 ACT. RELL Ca(H)W 8236.87
∑FH
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
∑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 = 0.83
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
1.00
ф2
0.85
0.53
ALTURA PANTALLA DEL MURO
2.04 CON DENTELLON
2.04 &
ф2
0.307
PREDIMENSIO. DEL MURO
0.50 512.00
0.55 605.00
0.00
σt < 1
2.20
1 2
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!
#REF!
#REF!
CON DENTELLON
#REF!
#REF!
#REF!
#REF!
#REF!
.
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
d70
#REF!CARA DEL TALON ANTERIOR
#REF! CARA DEL CONTRAFUERTE
#REF! 29550.00 AFINANDO A UNA DIS.
Ln
1.2 Verificacion CONTRAFUERTE CORTE
#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
0.00
0.00
Cos Beta = 1.00 0.00
Sen Beta = 0.00
Cos ф = 0.94
Sen ф = 0.34
0.00
h(m) 8.00
htz(m) 0.80
H(m) 8.80
0.00
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
0.00
C 0.30
bd 0.50
B 5.05 σt < 1
ba 1.30 2.20
bp 3.25
0.00
S Log 2.00
e espesor 0.20
S' 1.80
2
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!
Arrib H/2 = 4Medio = 3.50
Abajo S/4 = 0.50
d 44.00
Vu= #REF! ØVc = #REF! #REF!
Wu arriba = #REF!Wu izqui = #REF!Wu dere = #REF!
Wu izqui = #REF! 549Wu dere = #REF! 17055
Vu = #REF!ØVc = #REF! #REF!
Vu = #REF! #REF!
qt4 #REF!
qt5 #REF!Wu izqui = #REF!Wu dere = #REF!
Vu = #REF!
ØVc = #REF! #REF!
Vu = #REF! #REF!
ØVc = #REF!Vu = #REF! #REF!
ALTURA PANTALLA DEL MURO
CON DENTELLON
579.60 **
PREDIMENSIO. DEL MURO
**
423.00 **
512.00 **
**
**
**
**
2 3
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
d70
#REF!CARA DEL TALON ANTERIOR
CARA DEL CONTRAFUERTE
29550.00 AFINANDO A UNA DIS.
Ln
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
0.00
0.00
Cos Beta = 1.00 0.00
Sen Beta = 0.00
Cos ф = 0.94
Sen ф = 0.34
0.00
h(m) 8.00
htz(m) 0.80
H(m) 8.80
0.00
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
0.00
C 0.30
bd 0.50
B 5.10 σt < 1
ba 1.30 2.30
bp 3.30
0.00
S esp. 2.00
e espesor 0.20
S' 1.80
3
FUERZAS BRAZO DE PALANCA MOMENTO
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!
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 = 0.85 #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! 0.24Vu = #REF! 0.44ØVc = #REF! #REF! 34
Arrib H/2 = 4Medio = 3.50
Abajo S/4 = 0.50
d 44.00
Vu= #REF! ØVc = #REF! #REF!
#REF!Wu arriba = #REF! #REF!
Wu izqui = #REF!Wu dere = #REF!
Wu izqui = #REF! 549Wu dere = #REF! 17055
Vu = #REF!ØVc = #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
Ln
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
0.00
0.00
Cos Beta = 1.00
Sen Beta = 0.00
Cos ф = 0.94
Sen ф = 0.34
0.00
ALTURA PANTALLA DEL MURO h(m) 8.00
htz(m) 0.80
H(m) 8.80
0.00
CON DENTELLON hd 0.00
** Kp 2.04
ф1
PREDIMENSIO. DEL MURO
** 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
0.00
C 0.30
bd 0.50
B 5.15
ba 1.30
bp 3.35
0.00
S esp. 2.00
e espesor 0.20
S' 1.80
4
Fh1 ACT. S/C. Ca(hs)W 0.000
Fh2 ACT. RELL Ca(H)W 6040.37
∑FH
REP. ϒ LARGO ALTURA
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
wr5(Terr-Triangular) 1400.00 1.67 0.00
Fv1+Fv2 Fv1+Fv2 Fv1+Fv2
S/C 1400.00 3.35 0.00
∑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 = 0.86
e = #REF!
q1 = #REF!
q2 = #REF!
SIN SOBRECARGA
∑FVo = #REF!
∑MRo = #REF!
∑MAo= 77961.04
∑FHo= 26577.63
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 Vu = #REF!ØVc = #REF!
0.00
2.04
2.04 579.60
0.49
0.49
0.45 423.00
0.50 512.00
0.00
σt < 1
2.30
4
FUERZAS BRAZO DE PALANCA MOMENTO
0.00 4.400 0.00
26577.63 2.933 77961.04
26577.63 ∑MA 77961.04
FUERZAS BRAZO DE PALANCA MOMENTO
#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!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
.
NUEVOS SIN SC
LOS ANTERIORES
#REF!
#REF!
#REF!0.240.44
#REF! 34
#REF!#REF!#REF!
54917055
#REF!
#REF!
d70
#REF!
#REF!
#REF! 29550.00
Ln
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
0.00
0.00
Cos Beta = 1.00
Sen Beta = 0.00
Cos ф = 0.94
Sen ф = 0.34
0.00
ALTURA PANTALLA DEL MURO h(m) 8.00
htz(m) 0.80
H(m) 8.80
0.00
CON DENTELLON hd 0.00
** Kp 2.04
ф1
PREDIMENSIO. DEL MURO
** 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
0.00
C 0.30
bd 0.50
B 5.20
ba 1.30
bp 3.40
0.00
S esp. 2.00
e espesor 0.20
S' 1.80
5
Fh1 ACT. S/C. Ca(hs)W 0.000
Fh2 ACT. RELL Ca(H)W 6040.37
∑FH
REP. ϒ LARGO ALTURA
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
wr5(Terr-Triangular) 1400.00 1.70 0.00
Fv1+Fv2 Fv1+Fv2 Fv1+Fv2
S/C 1400.00 3.40 0.00
∑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 = 0.87
e = #REF!
q1 = #REF!
q2 = #REF!
SIN SOBRECARGA
∑FVo = #REF!
∑MRo = #REF!
∑MAo= 77961.04
∑FHo= 26577.63
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 Vu = #REF!ØVc = #REF!
0.00
2.04
2.04 579.60
0.49
0.49
0.45 423.00
0.50 512.00
0.00
σt < 1
2.30
5
FUERZAS BRAZO DE PALANCA MOMENTO
0.00 4.400 0.00
26577.63 2.933 77961.04
26577.63 ∑MA 77961.04
FUERZAS BRAZO DE PALANCA MOMENTO
#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!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
.
NUEVOS SIN SC
LOS ANTERIORES
#REF!
#REF!
#REF!0.240.44
#REF! 34
#REF!#REF!#REF!
54917055
#REF!
#REF!
d70
#REF!
#REF!
#REF! 29550.00
Ln
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
0.00
0.00
Cos Beta = 1.00
Sen Beta = 0.00
Cos ф = 0.94
Sen ф = 0.34
0.00
ALTURA PANTALLA DEL MURO h(m) 8.00
htz(m) 0.80
H(m) 8.80
0.00
CON DENTELLON hd 0.00
** Kp 2.04
ф1
PREDIMENSIO. DEL MURO
** 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
0.00
C 0.30
bd 0.50
B 5.25
ba 1.30
bp 3.45
0.00
S esp. 2.00
e espesor 0.20
S' 1.80
6
Fh1 ACT. S/C. Ca(hs)W 0.000
Fh2 ACT. RELL Ca(H)W 6040.37
∑FH
REP. ϒ LARGO ALTURA
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
wr5(Terr-Triangular) 1400.00 1.72 0.00
Fv1+Fv2 Fv1+Fv2 Fv1+Fv2
S/C 1400.00 3.45 0.00
∑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 = 0.87
e = #REF!
q1 = #REF!
q2 = #REF!
SIN SOBRECARGA
∑FVo = #REF!
∑MRo = #REF!
∑MAo= 77961.04
∑FHo= 26577.63
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 Vu = #REF!ØVc = #REF!
0.00
2.04
2.04 579.60
0.49
0.49
0.45 423.00
0.50 512.00
0.00
σt < 1
2.30
6
FUERZAS BRAZO DE PALANCA MOMENTO
0.00 4.400 0.00
26577.63 2.933 77961.04
26577.63 ∑MA 77961.04
FUERZAS BRAZO DE PALANCA MOMENTO
#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!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
.
NUEVOS SIN SC
LOS ANTERIORES
#REF!
#REF!
#REF!0.240.44
#REF! 34
#REF!#REF!#REF!
54917055
#REF!
#REF!
d70
#REF!
#REF!
#REF! 29550.00
Ln
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
0.00
0.00
Cos Beta = 1.00
Sen Beta = 0.00
Cos ф = 0.94
Sen ф = 0.34
0.00
ALTURA PANTALLA DEL MURO h(m) 8.00
htz(m) 0.80
H(m) 8.80
0.00
CON DENTELLON hd 0.00
** Kp 2.04
ф1
PREDIMENSIO. DEL MURO
** 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
0.00
C 0.30
bd 0.50
B 5.30
ba 1.30
bp 3.50
0.00
S esp. 2.00
e espesor 0.20
S' 1.80
7
Fh1 ACT. S/C. Ca(hs)W 0.000
Fh2 ACT. RELL Ca(H)W 6040.37
∑FH
REP. ϒ LARGO ALTURA
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
wr5(Terr-Triangular) 1400.00 1.75 0.00
Fv1+Fv2 Fv1+Fv2 Fv1+Fv2
S/C 1400.00 3.50 0.00
∑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 = 0.88
e = #REF!
q1 = #REF!
q2 = #REF!
SIN SOBRECARGA
∑FVo = #REF!
∑MRo = #REF!
∑MAo= 77961.04
∑FHo= 26577.63
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 Vu = #REF!ØVc = #REF!
0.00
2.04
2.04 579.60
0.49
0.49
0.45 423.00
0.50 512.00
0.00
σt < 1
2.40
7
FUERZAS BRAZO DE PALANCA MOMENTO
0.00 4.400 0.00
26577.63 2.933 77961.04
26577.63 ∑MA 77961.04
FUERZAS BRAZO DE PALANCA MOMENTO
#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!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
.
NUEVOS SIN SC
LOS ANTERIORES
#REF!
#REF!
#REF!0.240.44
#REF! 34
#REF!#REF!#REF!
54917055
#REF!
#REF!
d70
#REF!
#REF!
#REF! 29550.00
Ln
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
0.00
0.00
Cos Beta = 1.00
Sen Beta = 0.00
Cos ф = 0.94
Sen ф = 0.34
0.00
ALTURA PANTALLA DEL MURO h(m) 8.00
htz(m) 0.80
H(m) 8.80
0.00
CON DENTELLON hd 0.00
** Kp 2.04
ф1
PREDIMENSIO. DEL MURO
** 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
0.00
C 0.30
bd 0.50
B 5.35
ba 1.30
bp 3.55
0.00
S esp. 2.00
e espesor 0.20
S' 1.80
8
Fh1 ACT. S/C. Ca(hs)W 0.000
Fh2 ACT. RELL Ca(H)W 6040.37
∑FH
REP. ϒ LARGO ALTURA
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
wr5(Terr-Triangular) 1400.00 1.77 0.00
Fv1+Fv2 Fv1+Fv2 Fv1+Fv2
S/C 1400.00 3.55 0.00
∑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 = 0.89
e = #REF!
q1 = #REF!
q2 = #REF!
SIN SOBRECARGA
∑FVo = #REF!
∑MRo = #REF!
∑MAo= 77961.04
∑FHo= 26577.63
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 Vu = #REF!ØVc = #REF!
0.00
2.04
2.04 579.60
0.49
0.49
0.45 423.00
0.50 512.00
0.00
σt < 1
2.40
8
FUERZAS BRAZO DE PALANCA MOMENTO
0.00 4.400 0.00
26577.63 2.933 77961.04
26577.63 ∑MA 77961.04
FUERZAS BRAZO DE PALANCA MOMENTO
#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!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
.
NUEVOS SIN SC
LOS ANTERIORES
#REF!
#REF!
#REF!0.240.44
#REF! 34
#REF!#REF!#REF!
54917055
#REF!
#REF!
d70
#REF!
#REF!
#REF! 29550.00
Ln
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
0.00
0.00
Cos Beta = 1.00 0.00
Sen Beta = 0.00
Cos ф = 0.94
Sen ф = 0.34
0.00
ALTURA PANTALLA DEL MURO h(m) 8.00
htz(m) 0.80
H(m) 8.80
0.00
CON DENTELLON hd 0.00 2.04
** Kp 2.04 2.04
ф1 0.49
PREDIMENSIO. DEL MURO
** 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
0.00
C 0.30
bd 0.50
B 5.40 σt < 1
ba 1.30 2.40
bp 3.60
0.00
S esp. 2.00
e espesor 0.20
S' 1.80
9
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!
FSV =MR/MA #REF! #REF!
FSD =u*FV/FH #REF! #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
∑FVo = #REF!NUEVOS SIN SC
∑MRo = #REF!
∑MAo= 77961.04LOS ANTERIORES
∑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!
Arrib H/2 = 4Medio = 3.50
Abajo S/4 = 0.50
d 44.00
Vu= #REF!
EN LA BASE D LA PANT. ØVc = #REF! #REF!
Wu arriba = #REF!Wu izqui = #REF!Wu dere = #REF!
Wu izqui = #REF! 549Wu dere = #REF! 17055
Vu = #REF!CARA DEL TALON POSTERIOR ØVc = #REF! #REF!
CARA DEL CONTRAFUERTE Vu = #REF! #REF!
qt4 #REF!
qt5 #REF!Wu izqui = #REF!Wu dere = #REF!
CARA DEL TALON ANTERIOR Vu = #REF!
CARA DEL CONTRAFUERTE ØVc = #REF! #REF!
AFINANDO A UNA DIS. Vu = #REF! #REF!
Verificacion CONTRAFUERTE CORTE Vu = #REF!ØVc = #REF! #REF!
ALTURA PANTALLA DEL MURO
CON DENTELLON
579.60 **
PREDIMENSIO. DEL MURO
**
423.00 **
512.00 **
**
**
**
**
9 10
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
2.70 #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
CARA DEL CONTRAFUERTE
d70
#REF!CARA DEL TALON ANTERIOR
CARA DEL CONTRAFUERTE
29550.00 AFINANDO A UNA DIS.
Ln
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
0.00
0.00
Cos Beta = 1.00 0.00
Sen Beta = 0.00
Cos ф = 0.94
Sen ф = 0.34
0.00
h(m) 8.00
htz(m) 0.80
H(m) 8.80
0.00
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
0.00
C 0.30
bd 0.50
B 5.45 σt < 1
ba 1.30 2.40
bp 3.65
0.00
S esp. 2.00
e espesor 0.20
S' 1.80
10
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
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 = 0.91 #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! 0.24Vu = #REF! 0.44ØVc = #REF! #REF! 34
Arrib H/2 = 4Medio = 3.50
Abajo S/4 = 0.50
d 44.00
Vu= #REF! ØVc = #REF! #REF!
#REF!Wu arriba = #REF! #REF!
Wu izqui = #REF!Wu dere = #REF!
Wu izqui = #REF! 549Wu dere = #REF! 17055
Vu = #REF!ØVc = #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
Ln
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
0.00
0.00
Cos Beta = 1.00
Sen Beta = 0.00
Cos ф = 0.94
Sen ф = 0.34
0.00
ALTURA PANTALLA DEL MURO h(m) 8.00
htz(m) 0.80
H(m) 8.80
0.00
CON DENTELLON hd 0.00
** Kp 2.04
ф1
PREDIMENSIO. DEL MURO
** 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
0.00
C 0.30
bd 0.50
B 5.50
ba 1.30
bp 3.70
0.00
S esp. 2.00
e espesor 0.20
S' 1.80
10 11
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
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 Vu = #REF!ØVc = #REF!
0.00
2.04
2.04 579.60
0.49
0.49
0.45 423.00
0.50 512.00
0.00
σt < 1
2.50
11
FUERZAS BRAZO DE PALANCA MOMENTO
0.00 4.400 0.00
26577.63 2.933 77961.04
26577.63 ∑MA 77961.04
FUERZAS BRAZO DE PALANCA MOMENTO
#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!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
.
NUEVOS SIN SC
LOS ANTERIORES
#REF!
#REF!
#REF!0.240.44
#REF! 34
#REF!#REF!#REF!
54917055
#REF!
#REF!
d70
#REF!
#REF!
#REF! 29550.00
Ln
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
0.00
0.00
Cos Beta = 1.00
Sen Beta = 0.00
Cos ф = 0.94
Sen ф = 0.34
0.00
ALTURA PANTALLA DEL MURO h(m) 8.00
htz(m) 0.80
H(m) 8.80
0.00
CON DENTELLON hd 0.00
** Kp 2.04
ф1
PREDIMENSIO. DEL MURO
** 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
0.00
C 0.30
bd 0.50
B 5.55
ba 1.30
bp 3.75
0.00
S esp. 2.00
e espesor 0.20
S' 1.80
12
Fh1 ACT. S/C. Ca(hs)W 0.000
Fh2 ACT. RELL Ca(H)W 6040.37
∑FH
REP. ϒ LARGO ALTURA
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
wr5(Terr-Triangular) 1400.00 1.87 0.00
Fv1+Fv2 Fv1+Fv2 Fv1+Fv2
S/C 1400.00 3.75 0.00
∑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
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 Vu = #REF!ØVc = #REF!
0.00
2.04
2.04 579.60
0.49
0.49
0.45 423.00
0.50 512.00
0.00
σt < 1
2.50
12
FUERZAS BRAZO DE PALANCA MOMENTO
0.00 4.400 0.00
26577.63 2.933 77961.04
26577.63 ∑MA 77961.04
FUERZAS BRAZO DE PALANCA MOMENTO
#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!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
.
NUEVOS SIN SC
LOS ANTERIORES
#REF!
#REF!
#REF!0.240.44
#REF! 34
#REF!#REF!#REF!
54917055
#REF!
#REF!
d70
#REF!
#REF!
#REF! 29550.00
Ln
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
0.00
0.00
Cos Beta = 1.00
Sen Beta = 0.00
Cos ф = 0.94
Sen ф = 0.34
0.00
ALTURA PANTALLA DEL MURO h(m) 8.00
htz(m) 0.80
H(m) 8.80
0.00
CON DENTELLON hd 0.00
** Kp 2.04
ф1
PREDIMENSIO. DEL MURO
** 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
0.00
C 0.30
bd 0.50
B 5.60
ba 1.30
bp 3.80
0.00
S esp. 2.00
e espesor 0.20
S' 1.80
13
Fh1 ACT. S/C. Ca(hs)W 0.000
Fh2 ACT. RELL Ca(H)W 6040.37
∑FH
REP. ϒ LARGO ALTURA
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
wr5(Terr-Triangular) 1400.00 1.90 0.00
Fv1+Fv2 Fv1+Fv2 Fv1+Fv2
S/C 1400.00 3.80 0.00
∑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 = 0.93
e = #REF!
q1 = #REF!
q2 = #REF!
SIN SOBRECARGA
∑FVo = #REF!
∑MRo = #REF!
∑MAo= 77961.04
∑FHo= 26577.63
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 Vu = #REF!ØVc = #REF!
0.00
2.04
2.04 579.60
0.49
0.49
0.45 423.00
0.50 512.00
0.00
σt < 1
2.50
13
FUERZAS BRAZO DE PALANCA MOMENTO
0.00 4.400 0.00
26577.63 2.933 77961.04
26577.63 ∑MA 77961.04
FUERZAS BRAZO DE PALANCA MOMENTO
#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!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
.
NUEVOS SIN SC
LOS ANTERIORES
#REF!
#REF!
#REF!0.240.44
#REF! 34
#REF!#REF!#REF!
54917055
#REF!
#REF!
d70
#REF!
#REF!
#REF! 29550.00
Ln
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
0.00
0.00
Cos Beta = 1.00
Sen Beta = 0.00
Cos ф = 0.94
Sen ф = 0.34
0.00
ALTURA PANTALLA DEL MURO h(m) 8.00
htz(m) 0.80
H(m) 8.80
0.00
CON DENTELLON hd 0.00
** Kp 2.04
ф1
PREDIMENSIO. DEL MURO
** 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
0.00
C 0.30
bd 0.50
B 5.65
ba 1.30
bp 3.85
0.00
S esp. 2.00
e espesor 0.20
S' 1.80
14
Fh1 ACT. S/C. Ca(hs)W 0.000
Fh2 ACT. RELL Ca(H)W 6040.37
∑FH
REP. ϒ LARGO ALTURA
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
wr5(Terr-Triangular) 1400.00 1.92 0.00
Fv1+Fv2 Fv1+Fv2 Fv1+Fv2
S/C 1400.00 3.85 0.00
∑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 = 0.94
e = #REF!
q1 = #REF!
q2 = #REF!
SIN SOBRECARGA
∑FVo = #REF!
∑MRo = #REF!
∑MAo= 77961.04
∑FHo= 26577.63
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 Vu = #REF!ØVc = #REF!
0.00
2.04
2.04 579.60
0.49
0.49
0.45 423.00
0.50 512.00
0.00
σt < 1
2.50
14
FUERZAS BRAZO DE PALANCA MOMENTO
0.00 4.400 0.00
26577.63 2.933 77961.04
26577.63 ∑MA 77961.04
FUERZAS BRAZO DE PALANCA MOMENTO
#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!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
.
NUEVOS SIN SC
LOS ANTERIORES
#REF!
#REF!
#REF!0.240.44
#REF! 34
#REF!#REF!#REF!
54917055
#REF!
#REF!
d70
#REF!
#REF!
#REF! 29550.00
Ln
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
0.00
0.00
Cos Beta = 1.00 0.00
Sen Beta = 0.00
Cos ф = 0.94
Sen ф = 0.34
0.00
ALTURA PANTALLA DEL MURO h(m) 8.00
htz(m) 0.80
H(m) 8.80
0.00
CON DENTELLON hd 0.00 2.04
** Kp 2.04 2.04
ф1 0.49
PREDIMENSIO. DEL MURO
** 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
0.00
C 0.30
bd 0.50
B 5.70 σt < 1
ba 1.30 2.60
bp 3.90
0.00
S esp. 2.00
e espesor 0.20
S' 1.80
15
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!
FSV =MR/MA #REF! #REF!
FSD =u*FV/FH #REF! #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
∑FVo = #REF!NUEVOS SIN SC
∑MRo = #REF!
∑MAo= 77961.04LOS ANTERIORES
∑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!
Arrib H/2 = 4Medio = 3.50
Abajo S/4 = 0.50
d 44.00
Vu= #REF!
EN LA BASE D LA PANT. ØVc = #REF! #REF!
Wu arriba = #REF!Wu izqui = #REF!Wu dere = #REF!
Wu izqui = #REF! 549Wu dere = #REF! 17055
Vu = #REF!CARA DEL TALON POSTERIOR ØVc = #REF! #REF!
CARA DEL CONTRAFUERTE Vu = #REF! #REF!
qt4 #REF!
qt5 #REF!Wu izqui = #REF!Wu dere = #REF!
CARA DEL TALON ANTERIOR Vu = #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
15
BRAZO DE PALANCA MOMENTO
4.400 0.00
2.933 77961.04
∑MA 77961.04
BRAZO DE PALANCA MOMENTO
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
34
#REF!#REF!
d70
#REF!
29550.00
Ln
1.2
MURO EN VOLADIZOf´c(Kg/cm2) 210.00
0.00
S esp. 2.00
e espesor 0.20
S' 1.800.00
PREDIMENSIO. DEL MURO
** 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?
1
Fh1 ACT. S/C. Ca(hs)W 0.000
Fh2 ACT. RELL Ca(H)W 6040.37
∑FH
REP. ϒ LARGO ALTURA
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
wr5(Terr-Triangular) 1400.00 4.75 0.00
Fv1+Fv2 Fv1+Fv2 Fv1+Fv2
S/C 1400.00 9.50 0.00
∑Fv
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?
Arrib H/2 = 4Medio = 3.50
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?
0.49
0.50 512.00
0.55 605.00
0.00
σt < 1
5.40
1
FUERZAS BRAZO DE PALANCA MOMENTO
0.00 4.400 0.00
26577.63 2.933 77961.04
26577.63 ∑MA 77961.04
FUERZAS BRAZO DE PALANCA MOMENTO
#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?
#NAME?
#NAME?
#NAME?
#NAME?
#NAME?
#NAME?
.
NUEVOS SIN SC
LOS ANTERIORES
#NAME?
#NAME?
#NAME?0.240.44
#NAME? 34
#NAME?#NAME?#NAME?
54917055
#NAME?
#NAME?
d70
#NAME?
#NAME?
#NAME? 29550.00
Ln
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
f´c(Kg/cm2) 210.00 210.00 f´c(Kg/cm 210.00 210.00 f´c(Kg/cm 210.00 210.00 f´c(Kg/cm2) f´c(Kg/cm2) f´c(Kg/cm2)
f´y(Kg/cm2) 4200.00 4200.00 f´y(Kg/cm 4200.00 4200.00 f´y(Kg/cm 4200.00 4200.00 f´y(Kg/cm2) f´y(Kg/cm2) f´y(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)
0.563
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)
h(m)
htz(m)
H(m)
hd
C
bd
B
ba
bp
S esp.
e espesor
S'
MURO EN VOLADIZO MURO EN VOLADIZO MURO EN VOLADIZO MURO EN VOLADIZO MURO EN VOLADIZO
f´c(Kg/cm2) 210.00 210.00 f´c(Kg/cm 210.00 210.00 f´c(Kg/cm2) 280.00 f´c(Kg/cm2) f´c(Kg/cm2)
f´y(Kg/cm2) 4200.00 4200.00 f´y(Kg/cm 4200.00 4200.00 f´y(Kg/cm2) 4200.00 f´y(Kg/cm2) f´y(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)
hd hd
C C
bd bd
B B
ba ba
bp bp
