Zapata_aislada_concéntrica_biaxial_V2

8/12/2019 Zapata_aislada_concntrica_biaxial_V2

1/45

Ps= 19.455 ton Pf= 20.428

Mxs= 0.000 ton-m Mxf= 0.000

Mzs= 0.000 ton-m Mzf= 0.000

Dx = 0.6 m qa= 63.25

Dz = 0.4 m q'a= 79.06

f'c = 250.0

fy= 4,220.0

0.000

0.000

3.05 m

1.75 m

3.645

q2s = 3.6453.645

q4s = 3.645

Lx/6 = 0.508 ex O.K. Lz/6 = 0.292

0.000

0.000

3.05 cm1.75 cm

3.827

q2f= 3.827

3.827

q4f= 3.827

(Pf/Lx*Lz)*(1-(6*exf/Lx)+(6*ezf/Lz)) =

q3f=(Pf/Lx*Lz)*(1+(6*exf/Lx)+(6*ezf/Lz))=

(Pf/Lx*Lz)*(1+(6*exf/Lx)-(6*ezf/Lz)) =

excentricidades: exf= -(Mzf/pf)=

ezf= Mxf/pf=

Longitud de zapata, Lx =Longitud de zapata, Lz =

q1f=(Pf/Lx*Lz)*(1-(6*exf/Lx)-(6*ezf/Lz))=

presiones de base para cargas de servicio, (ton/m2):

q1s=(Ps/Lx*Lz)*(1-(6*ex/Lx)-(6*ez/Lz))=

(Ps/Lx*Lz)*(1-(6*ex/Lx)+(6*ez/Lz) ) =q3s=(Ps/Lx*Lz)*(1+(6*ex/Lx)+(6*ez/Lz))=

(Ps/Lx*Lz)*(1+(6*ex/Lx)-(6*ez/Lz)) =

presiones de base para cargas factorizadas, (ton/m2):

ezs= Mxs/ps=

Longitud de zapata, Lx =

Longitud de zapata, Lz =

combinacin de cargas

gravitacionales o accidentales?

(0,1) =1

1.Dimensiones de la zapata:

excentricidades: exs= -(Mzs/ps)=

Diseo de zapata aislada con flexion biaxial ACI 31

Celdas a llenar: Celdas calculadas:

Datos:

Cargas de servicio: Cargas factorizadas:

Dimensiones del dado: Datos de materiales:


2/45

Lx/6 = 0.508 ex O.K. Lz/6 = 0.292

0.45 m

0.04 m

0.41 m

17.297

3.64

11.590

lc = Dx = 0.60 m

1.50 adim. s = 7.5

184.466

212.628

158.114

0.85

142.302

3.827

5.459

7.608

0.85

67.198

3.827

1.225

175.0 cm

45.0 cm

4.0 cm

41.0 cmPeralte efectivo,d = h-r =

Ancho de la seccin, b= Lz=

Peralte de la seccin,h=

recubrimiento refuerzo,r =

Lv = (Lx-Dx)/2 =

Mu = (((q3f-quf)/2)*(2*Lv2/3))+(quf*(Lv

2/2)))*Lz =

check code:

vr= *0.5*f'c=

4.Revisin a flexin, en la dir."X":

quf= q3f-((q3f-qdf)/Lx)*((Lx-Dx)/2) =

vu= Vuc/(Lz*d) =

check code:

factor de reduccin, =

3.Cortante por flexin (uni-direccional), en la dir. "X":

quc= q3f-((q3f-qdf)/Lx)*(((Lx-Dx)/2)-d) =

Vuc= ((quc+q3f)/2)*(((Lx-Dx)/2)-d)*Lz =

vr1= (0.5 +(1/c))*f'c=

vr2= (0.5 +((s*d)/b0))*f'c=

check code:

vr3= f'c=


vr= *vr1,2,3=

Peralte efectivo de la zapata,d=

cortante por penetracin del dado sobre la zapata:

Vu= Pf-((q2f+q3f)/2)*(Dx+d)*(Dz+d)) =

b0= 2*((Dx+d)+(Dz+d)) =

vu= Vu/(b0*d) =

c = lc/bc=

2.Cortante por punzonamiento (bi-direccional):

Peralte total de la zapata, h =

Recubrimiento del refuerzo, r =


3/45

4,220.0 kg/cm2

250.0 kg/cm2

0.85 adim.

0.00300 adim.

0.02513

0.01759 adim.

6 adim.

1.90 cm

2.85 cm2

20.0 cm

25.65 cm2

0.00357

0.06034

0.90

Mr =

Mr =

Momento resistente, Mr = *b*d2*f'c**(1 - 0.59*) =

porcentaje ac. de ref., = As/(b*d) =

ndice de refuerzo,=*(fy/f'c) =

factor de reduccin a flexin, =

nmero entero de varillas, N =

separacin corregida de v's, s' =

rea ac. de ref., As = A*N =

rea de varilla, A =

separacin de v's, s =

longitud de distribucin para varillas, L = Lz-2*r-=

max= 0.70bal=

# de varilla =

dimetro de varilla, =

Constante,1= (1.05 - (f'c/1400)) =

min = 0.8*(f'c/fy) =bal =(1*0.85*f'c/fy)*(6'000/(6'000+fy)) =

para el acero de ref.fy=

para el concreto. f'c =


4/45

FX FY FZ MX

ton (kN) (kN) (kN) (kN-m)

ton-m

ton-m (ton) (ton) (ton) (ton-m)

0.000 0.000 0.000 0.000

ton/m2 FX FY FZ MX

ton/m2 (kN) (kN) (kN) (kN-m)

kg/cm2

kg/cm2 (ton) (ton) (ton) (ton-m)

0.000 0.000 0.000 0.000

m

m 1.35

13.691

5.765

0 O.K.

0 O.K.qa O.K.

0 O.K.

q3f

ez O.K. 3.827

m

m

0 O.K.

0 O.K.

qa O.K. FALSE

0 O.K. FALSE

Peso de relleno,Wr=D*Lx*Lz=

Altura de relleno, D:

Peso de zapata,Wz=h*Lx*Lz =

LC

8-02

LC

Lz

Dz

Lx

Z

X

Mz(+)


5/45

ez O.K.

ton

m

ton/m2

bc = Dz = 0.40 m

adim.

ton/m2

ton/m2

ton/m2

adim.

ton/m2 vu O.K.

ton/m2 qdf= 3.827 ton/m

2

ton

ton/m2

adim.

ton/m2 vu O.K.

ton/m2

m

5.025

Peralte efectivo,d = h-r =

Ancho de la seccin, b= Lx=



Mu = (((q3f-quf)/2)*(2ton-m

check code:

quf= q3f-((q3f-qdf)/

4.Revisin a flexin, en la d

check code:

factor

quc= q3f-((q3f-qdf)/Lz)*

3.Cortante por flexin (uni-d

Vuc= ((quc+q3f)/2)*(((


6/45

adim.

0.01759

165.1 cm

9 pza

18.3 cm

adim. >mn O.K.

Mu

377.9 kN-m O.K.

Momento resistente, Mr = *b

porcentaje ac. de r

ndice de refuerzo

factor de reducc

nmer

separa

rea ac. de ref., As

rea de varilla, A =


longitud de distribucin par

max= 0.70bal=

# de varilla =


Constante,1= (1.05 - (f'c/1

min = 0.8*(f'c/fy) =bal=(1*0.85*f'c/fy)*(6'000/(




7/45

MY MZ

(kN-m) (kN-m)

(ton-m) (ton-m)

0.000 0.000

MY MZ

(kN-m) (kN-m)

(ton-m) (ton-m)

0.000 0.000

m

ton

ton

FALSE

FALSE

3.827

q1f

Dx

x(+)


8/45

3.827 ton/m2 qdf= 3.827 ton/m

2

3.093 ton

4.311 ton/m2

0.85 adim.

67.198 ton/m2 vu O.K.

3.827 ton/m2

0.675 m

2.659

305.0 cm

45.0 cm

4.0 cm

41.0 cm

ton-m

Lv = (Lz-Dz)/2 =

*Lv2/3))+(quf*(Lv

2/2)))*Lx =

vr= *0.5*f'c=

Lz)*((Lz-Dz)/2) =

r."Z":

vu= Vuc/(Lx*d) =

de reduccin, =

(((Lz-Dz)/2)-d) =

reccional), en la dir. "Z":

Lz-Dz)/2)-d)*Lx =


9/45

4,220.0 kg/cm2

250.0 kg/cm2

0.85 adim.

0.00300 adim.

0.02513 adim.

adim.

6 adim.

1.90 cm

2.85 cm2

20.0 cm

295.1 cm

15 pza

19.7 cm

42.75 cm2

0.00342 adim. >mn O.K.

Mu

Mu = 630.8 kN-m O.K.

d2*f'c**(1 - 0.59*) =

f., = As/(b*d) =

,=*(fy/f'c) =

in a flexin, =

entero de varillas, N =

in corregida de v's, s' =

= A*N =

a varillas, L = Lx-2*r-=

00)) =

6'000+fy))=


10/45

Ps= 19.455 ton Pf= 20.428

Mxs= 0.000 ton-m Mxf= 0.000

Mzs= 0.000 ton-m Mzf= 0.000

Dx = 0.6 m qa= 63.25

Dz = 0.4 m q'a= 79.06

f'c = 250.0

fy= 4,220.0

0.000

0.000

3.05 m

1.75 m

3.645

q2s = 3.6453.645

q4s = 3.645

Lx/6 = 0.508 ex O.K. Lz/6 = 0.292

0.000

0.000

3.05 cm1.75 cm

3.827

q2f= 3.827

3.827

q4f= 3.827





ezf= Mxf/pf=






(Ps/Lx*Lz)*(1+(6*ex/Lx)-(6*ez/Lz)) =


ezs= Mxs/ps=





(0,1) =1





Datos:




11/45

Lx/6 = 0.508 ex O.K. Lz/6 = 0.292

0.45 m

0.04 m

0.41 m

17.297

3.64

11.590

lc = Dx = 0.60 m

1.50 adim. s = 7.5

184.466

212.628

158.114

0.85

142.302

3.827

5.459

7.608

0.85

67.198

3.827

1.225

175.0 cm

45.0 cm

4.0 cm





Lv = (Lx-Dx)/2 =

Mu = (((q3f-quf)/2)*(2*Lv2/3))+(quf*(Lv

2/2)))*Lz =

check code:

vr= *0.5*f'c=



vu= Vuc/(Lz*d) =

check code:





vr1= (0.5 +(1/c))*f'c=

vr2= (0.5 +((s*d)/b0))*f'c=

check code:

vr3= f'c=


vr= *vr1,2,3=



Vu= Pf-((q2f+q3f)/2)*(Dx+d)*(Dz+d)) =

b0= 2*((Dx+d)+(Dz+d)) =

vu= Vu/(b0*d) =

c = lc/bc=





12/45

4,220.0 kg/cm2

250.0 kg/cm2

0.85 adim.

0.00300 adim.

0.02513

0.01759 adim.

6 adim.

1.90 cm

2.85 cm2

20.0 cm

25.65 cm2

0.00357

0.06034

0.90

Mr =

Mr =








rea de varilla, A =



max= 0.70bal=

# de varilla =


Constante,1= (1.05 - (f'c/1400)) =





13/45

FX FY FZ MX


ton-m


0.000 0.000 0.000 0.000

ton/m2 FX FY FZ MX


kg/cm2


0.000 0.000 0.000 0.000

m

m 1.35

13.691

5.765

0 O.K.

0 O.K.qa O.K.

0 O.K.

q3f

ez O.K. 3.827

m

m

0 O.K.

0 O.K.

qa O.K. FALSE

0 O.K. FALSE




LC

8-02

LC

Lz

Dz

Lx

Z

X

Mz(+)


14/45

ez O.K.

ton

m

ton/m2

bc = Dz = 0.40 m

adim.

ton/m2

ton/m2

ton/m2

adim.

ton/m2 vu O.K.


2

ton

ton/m2

adim.

ton/m2 vu O.K.

ton/m2

m

5.025






check code:



check code:

factor



Vuc= ((quc+q3f)/2)*(((


15/45

adim.

0.01759

165.1 cm

9 pza

18.3 cm

adim. >mn O.K.

Mu

377.9 kN-m O.K.


porcentaje ac. de r

ndice de refuerzo

factor de reducc

nmer

separa

rea ac. de ref., As

rea de varilla, A =



max= 0.70bal=

# de varilla =



min = 0.8*(f'c/fy) =bal=(1*0.85*f'c/fy)*(6'000/(




16/45

MY MZ

(kN-m) (kN-m)

(ton-m) (ton-m)

0.000 0.000

MY MZ

(kN-m) (kN-m)

(ton-m) (ton-m)

0.000 0.000

m

ton

ton

FALSE

FALSE

3.827

q1f

Dx

x(+)


17/45

3.827 ton/m2 qdf= 3.827 ton/m

2

3.093 ton

4.311 ton/m2

0.85 adim.

67.198 ton/m2 vu O.K.

3.827 ton/m2

0.675 m

2.659

305.0 cm

45.0 cm

4.0 cm

41.0 cm

ton-m

Lv = (Lz-Dz)/2 =

*Lv2/3))+(quf*(Lv

2/2)))*Lx =

vr= *0.5*f'c=

Lz)*((Lz-Dz)/2) =

r."Z":

vu= Vuc/(Lx*d) =

de reduccin, =

(((Lz-Dz)/2)-d) =


Lz-Dz)/2)-d)*Lx =


18/45

4,220.0 kg/cm2

250.0 kg/cm2

0.85 adim.

0.00300 adim.

0.02513 adim.

adim.

6 adim.

1.90 cm

2.85 cm2

20.0 cm

295.1 cm

15 pza

19.7 cm

42.75 cm2

0.00342 adim. >mn O.K.

Mu

Mu = 630.8 kN-m O.K.

d2*f'c**(1 - 0.59*) =

f., = As/(b*d) =

,=*(fy/f'c) =

in a flexin, =



= A*N =


00)) =

6'000+fy))=


19/45

Ps= 19.455 ton Pf= 20.428

Mxs= 0.000 ton-m Mxf= 0.000

Mzs= 0.000 ton-m Mzf= 0.000

Dx = 0.6 m qa= 63.25

Dz = 0.4 m q'a= 79.06

f'c = 250.0

fy= 4,220.0

0.000

0.000

3.05 m

1.75 m

3.645

q2s = 3.6453.645

q4s = 3.645

Lx/6 = 0.508 ex O.K. Lz/6 = 0.292

0.000

0.000

3.05 cm1.75 cm

3.827

q2f= 3.827

3.827

q4f= 3.827





ezf= Mxf/pf=






(Ps/Lx*Lz)*(1+(6*ex/Lx)-(6*ez/Lz)) =


ezs= Mxs/ps=





(0,1) =1





Datos:




20/45

Lx/6 = 0.508 ex O.K. Lz/6 = 0.292

0.45 m

0.04 m

0.41 m

17.297

3.64

11.590

lc = Dx = 0.60 m

1.50 adim. s = 7.5

184.466

212.628

158.114

0.85

142.302

3.827

5.459

7.608

0.85

67.198

3.827

1.225

175.0 cm

45.0 cm

4.0 cm





Lv = (Lx-Dx)/2 =

Mu = (((q3f-quf)/2)*(2*Lv2/3))+(quf*(Lv

2/2)))*Lz =

check code:

vr= *0.5*f'c=



vu= Vuc/(Lz*d) =

check code:





vr1= (0.5 +(1/c))*f'c=

vr2= (0.5 +((s*d)/b0))*f'c=

check code:

vr3= f'c=


vr= *vr1,2,3=



Vu= Pf-((q2f+q3f)/2)*(Dx+d)*(Dz+d)) =

b0= 2*((Dx+d)+(Dz+d)) =

vu= Vu/(b0*d) =

c = lc/bc=





21/45

4,220.0 kg/cm2

250.0 kg/cm2

0.85 adim.

0.00300 adim.

0.02513

0.01759 adim.

6 adim.

1.90 cm

2.85 cm2

20.0 cm

25.65 cm2

0.00357

0.06034

0.90

Mr =

Mr =








rea de varilla, A =



max= 0.70bal=

# de varilla =


Constante,1= (1.05 - (f'c/1400)) =





22/45

FX FY FZ MX


ton-m


0.000 0.000 0.000 0.000

ton/m2 FX FY FZ MX


kg/cm2


0.000 0.000 0.000 0.000

m

m 1.35

13.691

5.765

0 O.K.

0 O.K.qa O.K.

0 O.K.

q3f

ez O.K. 3.827

m

m

0 O.K.

0 O.K.

qa O.K. FALSE

0 O.K. FALSE




LC

8-02

LC

Lz

Dz

Lx

Z

X

Mz(+)


23/45

ez O.K.

ton

m

ton/m2

bc = Dz = 0.40 m

adim.

ton/m2

ton/m2

ton/m2

adim.

ton/m2 vu O.K.


2

ton

ton/m2

adim.

ton/m2 vu O.K.

ton/m2

m

5.025






check code:



check code:

factor



Vuc= ((quc+q3f)/2)*(((


24/45

adim.

0.01759

165.1 cm

9 pza

18.3 cm

adim. >mn O.K.

Mu

377.9 kN-m O.K.


porcentaje ac. de r

ndice de refuerzo

factor de reducc

nmer

separa

rea ac. de ref., As

rea de varilla, A =



max= 0.70bal=

# de varilla =



min = 0.8*(f'c/fy) =bal=(1*0.85*f'c/fy)*(6'000/(




25/45

MY MZ

(kN-m) (kN-m)

(ton-m) (ton-m)

0.000 0.000

MY MZ

(kN-m) (kN-m)

(ton-m) (ton-m)

0.000 0.000

m

ton

ton

FALSE

FALSE

3.827

q1f

Dx

x(+)


26/45

3.827 ton/m2 qdf= 3.827 ton/m

2

3.093 ton

4.311 ton/m2

0.85 adim.

67.198 ton/m2 vu O.K.

3.827 ton/m2

0.675 m

2.659

305.0 cm

45.0 cm

4.0 cm

41.0 cm

ton-m

Lv = (Lz-Dz)/2 =

*Lv2/3))+(quf*(Lv

2/2)))*Lx =

vr= *0.5*f'c=

Lz)*((Lz-Dz)/2) =

r."Z":

vu= Vuc/(Lx*d) =

de reduccin, =

(((Lz-Dz)/2)-d) =


Lz-Dz)/2)-d)*Lx =


27/45

4,220.0 kg/cm2

250.0 kg/cm2

0.85 adim.

0.00300 adim.

0.02513 adim.

adim.

6 adim.

1.90 cm

2.85 cm2

20.0 cm

295.1 cm

15 pza

19.7 cm

42.75 cm2

0.00342 adim. >mn O.K.

Mu

Mu = 630.8 kN-m O.K.

d2*f'c**(1 - 0.59*) =

f., = As/(b*d) =

,=*(fy/f'c) =

in a flexin, =



= A*N =


00)) =

6'000+fy))=


28/45

Ps= 19.455 ton Pf= 20.428

Mxs= 0.000 ton-m Mxf= 0.000

Mzs= 0.000 ton-m Mzf= 0.000

Dx = 0.6 m qa= 63.25

Dz = 0.4 m q'a= 79.06

f'c = 250.0

fy= 4,220.0

0.000

0.000

3.05 m

1.75 m

3.645

q2s = 3.6453.645

q4s = 3.645

Lx/6 = 0.508 ex O.K. Lz/6 = 0.292

0.000

0.000

3.05 cm1.75 cm

3.827

q2f= 3.827

3.827

q4f= 3.827





ezf= Mxf/pf=






(Ps/Lx*Lz)*(1+(6*ex/Lx)-(6*ez/Lz)) =


ezs= Mxs/ps=





(0,1) =1





Datos:




29/45

Lx/6 = 0.508 ex O.K. Lz/6 = 0.292

0.45 m

0.04 m

0.41 m

17.297

3.64

11.590

lc = Dx = 0.60 m

1.50 adim. s = 7.5

184.466

212.628

158.114

0.85

142.302

3.827

5.459

7.608

0.85

67.198

3.827

1.225

175.0 cm

45.0 cm

4.0 cm





Lv = (Lx-Dx)/2 =

Mu = (((q3f-quf)/2)*(2*Lv2/3))+(quf*(Lv

2/2)))*Lz =

check code:

vr= *0.5*f'c=



vu= Vuc/(Lz*d) =

check code:





vr1= (0.5 +(1/c))*f'c=

vr2= (0.5 +((s*d)/b0))*f'c=

check code:

vr3= f'c=


vr= *vr1,2,3=



Vu= Pf-((q2f+q3f)/2)*(Dx+d)*(Dz+d)) =

b0= 2*((Dx+d)+(Dz+d)) =

vu= Vu/(b0*d) =

c = lc/bc=





30/45

4,220.0 kg/cm2

250.0 kg/cm2

0.85 adim.

0.00300 adim.

0.02513

0.01759 adim.

6 adim.

1.90 cm

2.85 cm2

20.0 cm

25.65 cm2

0.00357

0.06034

0.90

Mr =

Mr =








rea de varilla, A =



max= 0.70bal=

# de varilla =


Constante,1= (1.05 - (f'c/1400)) =





31/45

FX FY FZ MX


ton-m


0.000 0.000 0.000 0.000

ton/m2 FX FY FZ MX


kg/cm2


0.000 0.000 0.000 0.000

m

m 1.35

13.691

5.765

0 O.K.

0 O.K.qa O.K.

0 O.K.

q3f

ez O.K. 3.827

m

m

0 O.K.

0 O.K.

qa O.K. FALSE

0 O.K. FALSE




LC

8-02

LC

Lz

Dz

Lx

Z

X

Mz(+)


32/45

ez O.K.

ton

m

ton/m2

bc = Dz = 0.40 m

adim.

ton/m2

ton/m2

ton/m2

adim.

ton/m2 vu O.K.


2

ton

ton/m2

adim.

ton/m2 vu O.K.

ton/m2

m

5.025






check code:



check code:

factor



Vuc= ((quc+q3f)/2)*(((


33/45

adim.

0.01759

165.1 cm

9 pza

18.3 cm

adim. >mn O.K.

Mu

377.9 kN-m O.K.


porcentaje ac. de r

ndice de refuerzo

factor de reducc

nmer

separa

rea ac. de ref., As

rea de varilla, A =



max= 0.70bal=

# de varilla =



min = 0.8*(f'c/fy) =bal=(1*0.85*f'c/fy)*(6'000/(




34/45

MY MZ

(kN-m) (kN-m)

(ton-m) (ton-m)

0.000 0.000

MY MZ

(kN-m) (kN-m)

(ton-m) (ton-m)

0.000 0.000

m

ton

ton

FALSE

FALSE

3.827

q1f

Dx

x(+)


35/45

3.827 ton/m2 qdf= 3.827 ton/m

2

3.093 ton

4.311 ton/m2

0.85 adim.

67.198 ton/m2 vu O.K.

3.827 ton/m2

0.675 m

2.659

305.0 cm

45.0 cm

4.0 cm

41.0 cm

ton-m

Lv = (Lz-Dz)/2 =

*Lv2/3))+(quf*(Lv

2/2)))*Lx =

vr= *0.5*f'c=

Lz)*((Lz-Dz)/2) =

r."Z":

vu= Vuc/(Lx*d) =

de reduccin, =

(((Lz-Dz)/2)-d) =


Lz-Dz)/2)-d)*Lx =


36/45

4,220.0 kg/cm2

250.0 kg/cm2

0.85 adim.

0.00300 adim.

0.02513 adim.

adim.

6 adim.

1.90 cm

2.85 cm2

20.0 cm

295.1 cm

15 pza

19.7 cm

42.75 cm2

0.00342 adim. >mn O.K.

Mu

Mu = 630.8 kN-m O.K.

d2*f'c**(1 - 0.59*) =

f., = As/(b*d) =

,=*(fy/f'c) =

in a flexin, =



= A*N =


00)) =

6'000+fy))=


37/45

Ps= 19.455 ton Pf= 20.428

Mxs= 0.000 ton-m Mxf= 0.000

Mzs= 0.000 ton-m Mzf= 0.000

Dx = 0.6 m qa= 63.25

Dz = 0.4 m q'a= 79.06

f'c = 250.0

fy= 4,220.0

0.000

0.000

3.05 m

1.75 m

3.645

q2s = 3.6453.645

q4s = 3.645

Lx/6 = 0.508 ex O.K. Lz/6 = 0.292

0.000

0.000

3.05 cm1.75 cm

3.827

q2f= 3.827

3.827

q4f= 3.827



Datos:




ezs= Mxs/ps=



(0,1) =1




(Ps/Lx*Lz)*(1+(6*ex/Lx)-(6*ez/Lz)) =









ezf= Mxf/pf=




38/45

Lx/6 = 0.508 ex O.K. Lz/6 = 0.292

0.45 m

0.04 m

0.41 m

17.297

3.64

11.590

lc = Dx = 0.60 m

1.50 adim. s = 7.5

184.466

212.628

158.114

0.85

142.302

3.827

5.459

7.608

0.85

67.198

3.827

1.225

175.0 cm

45.0 cm

4.0 cm

41.0 cm




Vu= Pf-((q2f+q3f)/2)*(Dx+d)*(Dz+d)) =



check code:

vr3= f'c=


b0= 2*((Dx+d)+(Dz+d)) =

vu= Vu/(b0*d) =

c = lc/bc=

vr1= (0.5 +(1/c))*f'c=

vr= *vr1,2,3=



vr2= (0.5 +((s*d)/b0))*f'c=

check code:



vu= Vuc/(Lz*d) =

vr= *0.5*f'c=



check code:


Lv = (Lx-Dx)/2 =

Mu = (((q3f-quf)/2)*(2*Lv2/3))+(quf*(Lv

2/2)))*Lz =





39/45

4,220.0 kg/cm2

250.0 kg/cm2

0.85 adim.

0.00300 adim.

0.02513

0.01759 adim.

6 adim.

1.90 cm

2.85 cm2

20.0 cm

25.65 cm2

0.00357

0.06034

0.90

Mr =

Mr =




Constante,1= (1.05 - (f'c/1400)) =


rea de varilla, A =

max= 0.70bal=

# de varilla =











40/45

FX FY FZ MX


ton-m


0.000 0.000 0.000 0.000

ton/m2 FX FY FZ MX


kg/cm2


0.000 0.000 0.000 0.000

m

m 1.35

13.691

5.765

0 O.K.

0 O.K.qa O.K.

0 O.K.

q3f

ez O.K. 3.827

m

m

0 O.K.

0 O.K.

qa O.K. FALSE

0 O.K. FALSE

8-02

LC



LC


Lz

Dz

Lx

Z

X

Mz(+)


41/45

ez O.K.

ton

m

ton/m2

bc = Dz = 0.40 m

adim.

ton/m2

ton/m2

ton/m2

adim.

ton/m2 vu O.K.


2

ton

ton/m2

adim.

ton/m2 vu O.K.

ton/m2

m

5.025



check code:

factor

Vuc= ((quc+q3f)/2)*(((



check code:







42/45

adim.

0.01759

165.1 cm

9 pza

18.3 cm

adim. >mn O.K.

Mu

377.9 kN-m O.K.


min = 0.8*(f'c/fy) =bal=(1*0.85*f'c/fy)*(6'000/(




rea de varilla, A =

max= 0.70bal=

# de varilla =

factor de reducc

nmer

separa



rea ac. de ref., As


porcentaje ac. de r

ndice de refuerzo


43/45

MY MZ

(kN-m) (kN-m)

(ton-m) (ton-m)

0.000 0.000

MY MZ

(kN-m) (kN-m)

(ton-m) (ton-m)

0.000 0.000

m

ton

ton

FALSE

FALSE

3.827

q1f

Dx

x(+)


44/45

3.827 ton/m2 qdf= 3.827 ton/m

2

3.093 ton

4.311 ton/m2

0.85 adim.

67.198 ton/m2 vu O.K.

3.827 ton/m2

0.675 m

2.659

305.0 cm

45.0 cm

4.0 cm

41.0 cm

(((Lz-Dz)/2)-d) =


de reduccin, =

Lz-Dz)/2)-d)*Lx =

vu= Vuc/(Lx*d) =

vr= *0.5*f'c=

Lz)*((Lz-Dz)/2) =

r."Z":

Lv = (Lz-Dz)/2 =

*Lv2/3))+(quf*(Lv

2/2)))*Lx = ton-m


45/45

4,220.0 kg/cm2

250.0 kg/cm2

0.85 adim.

0.00300 adim.

0.02513 adim.

adim.

6 adim.

1.90 cm

2.85 cm2

20.0 cm

295.1 cm

15 pza

19.7 cm

42.75 cm2

0.00342 adim. >mn O.K.

Mu

Mu = 630.8 kN-m O.K.

6'000+fy))=

00)) =

in a flexin, =




= A*N =

d2*f'c**(1 - 0.59*) =

f., = As/(b*d) =

,=*(fy/f'c) =

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