1/7 document.xls/VOLADIZO-SOPORTADO

Gonzalo Hincapié AgudeloIngeniero Civil

Estructuras - SuelosMatricula: 3441

DISEÑO ESTRUCTURAL - PTAR - VALPARAISO - COPA Nº1

1. ESPESOR DE MUROS H (m) = 4.40 m h = 440 cm

12 cm 3.35 m 335 cm

28 cm 8.00 m 800 cm

Se toma un espesor de 30 cm 1,100 kgf/m3 Rec = 7.0 cm

1,600 kgf/m3 d = 23.0 cm

Ang. Fricción= 30.0 ° Cap.de soporte = 0.5 Kgf/cm2

2. CÁLCULO Y DISTRIBUCIÓN DE PRESIONES. (VOLADIZO-SOPORTADO)El tanque se considerará dividido en unos marcos o anillos horizontales y en pórticos verticales en U

2.1 Presiones horizontales por el agua

5.7 Esp. Anillo= 0.5 m0.36 -1.60 m

642 kgf/m2 -1.10 m

569 kgf/m2 -0.60 m

496 kgf/m2 -0.10 m

423 kgf/m2 0.40 m

350 kgf/m2 0.90 m

277 kgf/m2 1.40 m

204 kgf/m2 1.90 m

132 kgf/m2 2.40 m

59 kgf/m2 2.90 m

-14 Kgf/m2 3.40 m

-87 Kgf/m2 3.90 m

-160 Kgf/m2 4.40 m

2.2 Presiones horizontales por tierra

5.68 0.5 m0.36

j= 30 °0.50 -1.60 m

467 kgf/m2 -1.10 m

414 kgf/m2 -0.60 m

361 kgf/m2 -0.10 m

308 kgf/m2 0.40 m

255 kgf/m2 0.90 m

202 kgf/m2 1.40 m

149 kgf/m2 1.90 m

96 kgf/m2 2.40 m

43 kgf/m2 2.90 m

-11 Kgf/m2 3.40 m

-64 Kgf/m2 3.90 m

-117 Kgf/m2 4.40 m

e1 (cm) = L/28 Lcorto 1 (m)= L1 =e2(cm) = h/10 Llargo 2 (m)= L2 =

g (agua)=

g(suelo) =

pi= gi x h x Dh x (f /(1 + f))

l = (L1+L2)/2 =f = h4/l4=

p1 (Kgf/m2)= p2 (Kgf/m2)= p1* (h1-Dh)/h1 =

p3 (Kgf/m2)=p4 (Kgf/m2)=p5 (Kgf/m2)=p6 (Kgf/m2)=p7 (Kgf/m2)=p6 (Kgf/m2)=p9 (Kgf/m2)=

p10 (Kgf/m2)=p11 (Kgf/m2)=p12 (Kgf/m2)=

pi= gi x h x Dh x Ko (f /(1 + f))

l = (L1+L2)/2 = Dh=f = h4/l4=

Ko=(1-senj)=p1 (Kgf/m2)=

p2 (Kgf/m2)= p1* (h1-Dh)/h1 =p3 (Kgf/m2)=p4 (Kgf/m2)=p5 (Kgf/m2)=p6 (Kgf/m2)=p7 (Kgf/m2)=p6 (Kgf/m2)=p9 (Kgf/m2)=

p10 (Kgf/m2)=p11 (Kgf/m2)=p12 (Kgf/m2)=

Memorias de Cálculo Estructural

2/7 document.xls/VOLADIZO-SOPORTADO

Gonzalo Hincapié AgudeloIngeniero Civil

Estructuras - SuelosMatricula: 3441

DISEÑO ESTRUCTURAL - PTAR - VALPARAISO - COPA Nº1

Memorias de Cálculo Estructural

2.3 Presiones verticales por agua

4.40 m+

Se consideran pórticos en U de 1,0m de ancho y sometidos a la presión máxima de:

1,100 kgf/m3

3,555 Kgf/m2 1,600 kgf/m3

4,589 kg x m 1,998 kg x m

2,065 kg x m -3,434 kg x m

2.4 Presiones verticales por tierra

2,586 Kgf/m2 2,049 kg x m

3,337 kg x m 3,111 kg x m

1,502 kg x m

3. CÁLCULO DE MOMENTOS Y TENSIONES (VOLADIZO-SOPORTADO)

3.1 Momentos horizontales por agua

k= 0.42

Factor de Empotramiento= 4.04 Lado corto Lado Largo

2,592 kgf x m -1,691 Kgfxm 2,547 kgf x m

2,298 kgf x m -1,499 Kgfxm 2,258 kgf x m

2,003 kgf x m -1,307 Kgfxm 1,968 kgf x m

1,709 kgf x m -1,115 Kgfxm 1,679 kgf x m

1,414 kgf x m -923 Kgfxm 1,389 kgf x m

1,120 kgf x m -730 Kgfxm 1,100 kgf x m

825 kgf x m -538 Kgfxm 811 kgf x m

531 kgf x m -346 Kgfxm 521 kgf x m

236 kgf x m -154 Kgfxm 232 kgf x m

-58 Kgfxm 38 kgf x m -57 Kgfxm

-353 Kgfxm 230 kgf x m -347 Kgfxm

-647 Kgfxm 422 kgf x m -636 Kgfxm

MA

MA MA

qA= gw x h x (1 /(1 + f)) gw =

qA= gs =

MA =(1/15)*(qAh2)= M l.f =(1/8gwhl2-MA)=

MC =(1/33.6)*(qAh2)= M L.f =(1/8gwhL2-MA)=

qT= gs x h x Ko (1 /(1 + f)) = M l.f =

MA= M L.f =

MC=

MEi=1/12*p*(L22+k*L1

2)/(1+k)

k= (I * L1)/(i *L2)

ML1(kgf*m)= 1/8*p*L22-MEi

ME1(kgf*m) = M l1(kgf*m)= ML1(kgf*m)=

ME2(kgf*m) = M l2(kgf*m)= ML2(kgf*m)=

ME3(kgf*m) = M l3(kgf*m)= ML3(kgf*m)=

ME4(kgf*m) = M l4(kgf*m)= ML4(kgf*m)=

ME5(kgf*m) = M l5(kgf*m)= ML5(kgf*m)=

ME6(kgf*m) = M l6(kgf*m)= ML6(kgf*m)=

ME7(kgf*m) = M l7(kgf*m)= ML7(kgf*m)=

ME8(kgf*m) = M l8(kgf*m)= ML8(kgf*m)=

ME9(kgf*m) = M l9(kgf*m)= ML9(kgf*m)=

ME10(kgf*m) = M l10(kgf*m) = ML10(kgf*m)=

ME11(kgf*m) = M l11(kgf*m) = M L11(kgf*m) =

ME12(kgf*m) = M l12(kgf*m) = M L12(kgf*m) =

3/7 document.xls/VOLADIZO-SOPORTADO

Gonzalo Hincapié AgudeloIngeniero Civil

Estructuras - SuelosMatricula: 3441

DISEÑO ESTRUCTURAL - PTAR - VALPARAISO - COPA Nº1

Memorias de Cálculo Estructural

3.2 Momentos horizontales por tierra

k= 0.42

Factor de Empotramiento= 4.04 Lado corto Lado largo

1,885 kgf x m -1,230 Kgfxm 1,852 kgf x m

1,671 kgf x m -1,090 Kgfxm 1,642 kgf x m

1,457 kgf x m -950 Kgfxm 1,431 kgf x m

1,243 kgf x m -811 Kgfxm 1,221 kgf x m

1,028 kgf x m -671 Kgfxm 1,011 kgf x m

814 kgf x m -531 Kgfxm 800 kgf x m

600 kgf x m -391 Kgfxm 590 kgf x m

386 kgf x m -252 Kgfxm 379 kgf x m

172 kgf x m -112 Kgfxm 169 kgf x m

-42 Kgfxm 28 kgf x m -42 Kgfxm

-257 Kgfxm 167 kgf x m -252 Kgfxm

-471 Kgfxm 307 kgf x m -463 Kgfxm

3.3 Momentos verticales por agua

4.40 m

Se consideran póritcos en U de 1,0m de ancho y sometidos a la presión máxima de:

3,555 Kgf/m2 1,100 kgf/m3

4,589 kg x m 1,998 kg x m

2,065 kg x m -3,434 kg x m

3.4 Momentos verticales por tierra

2,586 Kgf/m

3,337 2,049

1,502 3,111

MEi= -1/12*p*(L22+k*L1

2)/(1+k)

k= (I * L1)/(i *L2)

ML1(kgf*m)= 1/8*p*L22-MEi

Factor de Emp. *P1 = ME1(kgf*m) = M l1(kgf*m)= ML1(kgf*m)=

ME2(kgf*m) = M l2(kgf*m)= ML2(kgf*m)=

ME3(kgf*m) = M l3(kgf*m)= ML3(kgf*m)=

ME4(kgf*m) = M l4(kgf*m)= ML4(kgf*m)=

ME5(kgf*m) = M l5(kgf*m)= ML5(kgf*m)=

ME6(kgf*m) = M l6(kgf*m)= ML6(kgf*m)=

ME7(kgf*m) = M l7(kgf*m)= ML7(kgf*m)=

ME8(kgf*m) = M l8(kgf*m)= ML8(kgf*m)=

ME9(kgf*m) = M l9(kgf*m)= ML9(kgf*m)=

ME10(kgf*m) = M l10(kgf*m) = ML10(kgf*m)=

ME11(kgf*m) = M l11(kgf*m) = M L11(kgf*m) =

ME12(kgf*m) = M l12(kgf*m) = M L12(kgf*m) =

MA MA

qW= gs x h x Ko (1 /(1 + f)) = gw =

MA= MF l corto=

MC= MF L largo=

qT= gs x h x Ko (1 /(1 + f)) =MA= MF Lcorto=

MC= MF L largo=

4/7 document.xls/VOLADIZO-SOPORTADO

Gonzalo Hincapié AgudeloIngeniero Civil

Estructuras - SuelosMatricula: 3441

DISEÑO ESTRUCTURAL - PTAR - VALPARAISO - COPA Nº1

Memorias de Cálculo Estructural

3.5 TENSIONES EN LAS PAREDES

Lado largo Lado corto

1,076 kgf 2,569 kgf

954 kgf 2,278 kgf

831 kgf 1,986 kgf

709 kgf 1,694 kgf

587 kgf 1,402 kgf

465 kgf 1,110 kgf

343 kgf 818 kgf

220 kgf 526 kgf

98 kgf 234 kgf

-24 Kgf -58 Kgf

-146 Kgf -350 Kgf

-269 Kgf -642 Kgf

3.6 TENSIONES EN LA LOSA DE FONDO2,420 kgf/m

3.7 PUNTO DE INFLEXIÓN PARA LOSA DE FONDO(TANQUE LLENO)

No existe

0.75 m

3.8 PUNTO DE INFLEXIÓN PAREDES LATERALES. (TANQUE LLENO)Lado corto = 3.35 m

No existeLado largo = 8.00 m

1.18 m

4.0 COEFICIENTE DE ACELERACIÓN SÍSMICA DE TIERRAS

Kh= 0.20 a= 90 ° 1.57 rad

Kv= 0.15 b= 0 ° 0.00 rad

Ko= 0.50 q= 13 ° 0.23 radf= 30 ° 0.52 rad

0.22 d= 20 ° 0.35 rad

El empuje sísmico es menor que el del reposo, 0K!, no es necesario tener en cuenta el efecto sísmico

T L=pixl/2 T l =pixL/2

T1= T1=

T2= T2=

T3= T3=

T4= T4=

T5= T5=

T6= T6=

T7= T7=

T8= T8=

T9= T9=

T10= T10=

T11= T11=

T12= T12=

Tl.F=gh/2=

P.I=L/2(1-(1/((Ma+MLf)/MLf)1/2))=

P.I = l/2 (1-(1/((Ma+Mlf)/Mlf)1/2 ))=

P.I. = l/2(1- (1/((ME+Ml)/Ml)1/2)

P.I.l = P.I. L=L/2(1- (1/((ME+ML)/ML)1/2)

P.I.L =

lsH=

5/7 document.xls/REFUERZO-SOPORTADO

CÁLCULO DEL REFUERZO (VOLADIZO-SOPORTADO)PARÁMETROS H (m) = 4.40 1,100 Esp: 30 cm f´c(kg/cm2)= 210 d= 23.0 Número de Anillos = 8.8 = 9

Lcorto 1 (m)= 3.35 Llargo 2 (m)= 8.00 fy= 4,200 50 100 Capac. de soporte = 0.50TANQUE LLENO TANQUE VACÍO RESULTADO FINAL

r Fs z r N SIS N SIS SISMO

ESQUINA Int 0.0047 2,592 5.36 3.40 0.50 0.21 0.35 6.08 4.46 5/8 1.98 16.3 22.2 198 23.1 10 127 12.6 Ext 0.0033 1,885 3.8 0.21 0.35 4.05 5/8 1.98 24.5 10 92 9.2 Int 0.0033 1,852 3.8 0.21 0.35 3.98 5/8 1.98 24.9 10 91 9.0 Ext 0.0046 2,547 5.26 3.34 0.21 0.21 0.35 5.69 4.11 5/8 1.99 17.5 24.2 207 24.8 10 124 12.3 Int 0.0028 -1,230 3.2 0.21 0.35 3.43 5/8 1.98 28.9 10 -60 -6.0Ext 0.0028 -1,691 3.22 3.22 0.50 0.21 0.35 3.93 4.28 5/8 1.98 25.2 23.1 -195 -26.3 10 -83 -8.2

ESQUINA Int 0.0041 2,298 4.72 3.22 0.45 0.21 0.35 5.38 4.23 5/8 1.98 18.4 23.4 197 23.9 10 112 11.2 Ext 0.0029 1,671 3.4 0.21 0.35 3.59 5/8 1.98 27.5 10 82 8.1 Int 0.0029 1,642 3.3 0.21 0.35 3.53 5/8 1.98 28.0 10 80 8.0 Ext 0.0040 2,258 4.63 3.22 0.19 0.21 0.35 5.03 3.97 5/8 1.98 19.7 24.9 206 25.6 10 110 11.0 Int 0.0028 -1,090 3.22 0.21 0.35 3.43 5/8 1.98 28.9 10 -53 -5.3 Ext 0.0028 -1,499 3.22 3.22 0.45 0.21 0.35 3.88 4.23 5/8 1.98 25.5 23.4 -175 -23.8 10 -73 -7.3

ESQUINA Int 0.0036 2,003 4.09 3.22 0.39 0.21 0.35 4.69 4.17 5/8 1.98 21.1 23.7 195 24.9 20 185 23.2 Ext 0.0028 1,457 3.2 0.21 0.35 3.43 5/8 1.98 28.9 20 135 16.9 Int 0.0028 1,431 3.22 0.21 0.35 3.43 5/8 1.98 28.9 20 132 16.6 Ext 0.0035 1,968 4.01 3.22 0.16 0.21 0.35 4.39 3.94 5/8 1.98 22.6 25.1 204 26.6 20 182 22.8 Int 0.0028 -950 3.22 0.21 0.35 3.43 5/8 1.98 28.9 20 -88 -11.0 Ext 0.0028 -1,307 3.22 3.22 0.39 0.21 0.35 3.82 3.99 5/8 1.98 25.9 24.8 -155 -21.1 20 -121 -15.1

ESQUINA Int 0.0030 1,709 3.46 3.22 0.33 0.21 0.35 4.01 4.11 5/8 1.98 24.7 24.1 193 26.0 20 158 19.8 Ext 0.0028 1,243 3.2 0.21 0.35 3.43 5/8 1.98 28.9 20 115 14.4 Int 0.0028 1,221 3.2 0.21 0.35 3.43 5/8 1.98 28.9 20 113 14.1 Ext 0.0030 1,679 3.40 3.22 0.14 0.21 0.35 3.75 3.92 5/8 1.98 26.4 25.3 202 27.8 20 155 19.4 Int 0.0028 -811 3.22 0.21 0.35 3.43 5/8 1.98 28.9 20 -75 -9.4 Ext 0.0028 -1,115 3.22 3.22 0.33 0.21 0.35 3.76 4.11 5/8 1.98 26.3 24.1 -134 -18.4 20 -103 -12.9

ESQUINA Int 0.0028 1,414 3.22 3.22 0.28 0.21 0.35 3.71 4.06 5/8 1.98 26.7 24.4 172 23.8 20 131 16.4 Ext 0.0028 1,028 3.2 0.21 0.35 3.43 5/8 1.98 28.9 20 95 11.9 Int 0.0028 1,011 3.2 0.21 0.35 3.43 5/8 1.98 28.9 20 94 11.7 Ext 0.0028 1,389 3.22 3.22 0.12 0.21 0.35 3.55 3.90 5/8 1.98 27.9 25.4 177 24.7 20 129 16.1 Int 0.0028 -671 3.22 0.21 0.35 3.43 5/8 1.98 28.9 20 -62 -7.8 Ext 0.0028 -923 3.22 3.22 0.28 0.21 0.35 3.71 4.06 5/8 1.98 26.7 24.4 -113 -15.5 20 -85 -10.7

ESQUINA Int 0.0028 1,120 3.22 3.22 0.22 0.21 0.35 3.65 4.00 5/8 1.98 27.1 24.8 139 19.2 20 104 13.0 Ext 0.0028 814 3.2 0.21 0.35 3.43 5/8 1.98 28.9 20 75 9.4 Int 0.0028 800 3.2 0.21 0.35 3.43 5/8 1.98 28.9 20 74 9.3 Ext 0.0028 1,100 3.22 3.22 0.09 0.21 0.35 3.52 3.87 5/8 1.98 28.1 25.6 141 19.8 20 102 12.7 Int 0.0028 -531 3.22 0.21 0.35 3.43 5/8 1.98 28.9 20 -49 -6.2 Ext 0.0028 -730 3.22 3.22 0.22 0.21 0.35 3.65 4.00 5/8 1.98 27.1 24.8 -90 -12.5 20 -68 -8.5

gi (agua)=

bhorizontal= bvertical=

LUGAR: VALPARAISO PTAR COPA Nº1 Mto

(kgf*m)

As Flexión (cm²)

AsTrac(cm²)

AsTemp(cm²)

AsFza

hidro(cm²)

As Total(cm²)

ØVarilla(pulg)

Area Varilla(cm²)

Esp(cm) Mto

(kgf*m)

AsFlex(cm²)

AsTemp(cm²)

AsF

hidro(cm²)

AsTotal(cm²)

Nº Varill

Area Varilla(cm²)

Esp(cm)

Esp. Prop (cm)

Fs Obten.

Z Obten. N SISM SISMO SISMO

ANILLO 1HORIZ

CENTRO LARGO

CENTRO CORTO

ANILLO 2HORIZ

CENTRO LARGO

CENTRO CORTO

ANILLO 3HORIZ

CENTRO LARGO

CENTRO CORTO

ANILLO 4HORIZ

CENTRO LARGO

CENTRO CORTO

ANILLO 5HORIZ

CENTRO LARGO

CENTRO CORTO

ANILLO 6

HORIZ

CENTRO LARGO

CENTRO CORTO

6/7 document.xls/REFUERZO-SOPORTADO

CÁLCULO DEL REFUERZO (VOLADIZO-SOPORTADO)PARÁMETROS H (m) = 4.40 1,100 Esp: 30 cm f´c(kg/cm2)= 210 d= 23.0 Número de Anillos = 8.8 = 9

Lcorto 1 (m)= 3.35 Llargo 2 (m)= 8.00 fy= 4,200 50 100 Capac. de soporte = 0.50TANQUE LLENO TANQUE VACÍO RESULTADO FINAL

r Fs z r N SIS N SIS SISMO

gi (agua)=

bhorizontal= bvertical=

LUGAR: VALPARAISO PTAR COPA Nº1 Mto

(kgf*m)

As Flexión (cm²)

AsTrac(cm²)

AsTemp(cm²)

AsFza

hidro(cm²)

As Total(cm²)

ØVarilla(pulg)

Area Varilla(cm²)

Esp(cm) Mto

(kgf*m)

AsFlex(cm²)

AsTemp(cm²)

AsF

hidro(cm²)

AsTotal(cm²)

Nº Varill

Area Varilla(cm²)

Esp(cm)

Esp. Prop (cm)

Fs Obten.

Z Obten. N SISM SISMO SISMO

ESQUINA Int 0.0028 825 3.22 3.22 0.16 0.21 0.35 3.59 3.94 5/8 1.98 27.6 25.1 104 14.4 20 76 9.6 Ext 0.0028 600 3.2 0.21 0.35 3.43 5/8 1.98 28.9 20 56 7.0 Int 0.0028 590 3.2 0.21 0.35 3.43 5/8 1.98 28.9 20 55 6.8 Ext 0.0028 811 3.22 3.22 0.07 0.21 0.35 3.50 3.85 5/8 1.98 28.3 25.7 105 14.7 20 75 9.4 Int 0.0028 -391 3.22 0.21 0.35 3.43 5/8 1.98 28.9 20 -36 -4.5 Ext 0.0028 -538 3.22 3.22 0.16 0.21 0.35 3.59 3.94 5/8 1.98 27.6 25.1 -68 -9.4 20 -50 -6.2

ESQUINA Int 0.0028 531 3.22 3.22 0.10 0.21 0.35 3.53 3.88 5/8 1.98 28.0 25.5 68 9.5 20 49 6.1 Ext 0.0028 386 3.2 0.21 0.35 3.43 5/8 1.98 28.9 20 36 4.5 Int 0.0028 379 3.2 0.21 0.35 3.43 5/8 1.98 28.9 20 35 4.4 Ext 0.0028 521 3.22 3.22 0.04 0.21 0.35 3.47 3.82 5/8 1.98 28.5 25.9 68 9.5 20 48 6.0 Int 0.0028 -252 3.22 0.21 0.35 3.43 5/8 1.98 28.9 20 -23 -2.9 Ext 0.0028 -346 3.22 3.22 0.10 0.21 0.35 3.53 3.88 5/8 1.98 28.0 25.5 -44 -6.2 20 -32 -4.0

ESQUINA Int 0.0028 236 3.22 3.22 0.05 0.21 0.35 3.48 3.83 5/8 1.98 28.5 25.9 31 4.3 20 22 2.7 Ext 0.0028 172 3.2 0.21 0.35 3.43 5/8 1.98 28.9 20 16 2.0 Int 0.0028 169 3.2 0.21 0.35 3.43 5/8 1.98 28.9 20 16 2.0 Ext 0.0028 232 3.22 3.22 0.02 0.21 0.35 3.45 3.80 5/8 1.98 28.7 26.0 30 4.3 20 21 2.7 Int 0.0028 -112 3.22 0.21 0.35 3.43 5/8 1.98 28.9 20 -10 -1.3 Ext 0.0028 -154 3.22 3.22 0.05 0.21 0.35 3.48 3.83 5/8 1.98 28.5 25.9 -20 -2.8 20 -14 -1.8

ESQUINA Int Ext Int Ext Int Ext

ESQUINA Int Ext Int Ext Int Ext

ESQUINA Int Ext Int Ext Int Ext

PARED Int 0.0041 4,589 9.43 6.44 0.48 0.00 0.70 9.90 7.62 5/8 1.98 20.0 26.0 212 26.6 10 112 11.1 Ext 0.0029 3,337 6.8 0.42 7.18 5/8 1.98 27.6 10 82 8.1 Int 0.0041 4,589 9.43 6.44 0.48 0.00 0.70 9.90 7.62 5/8 1.98 20.0 26.0 212 26.6 10 112 11.1 Ext 0.0029 3,337 6.8 0.42 7.18 5/8 1.98 27.6 10 82 8.1 Int 0.0028 3,111 6.4 0.42 6.86 5/8 1.98 28.9 20 144 18.0 Ext 0.0028 -3,434 6.44 6.44 0.48 0.00 0.70 6.92 7.62 5/8 1.98 28.6 26.0 -224 -22.4 20 -159 -19.9Int 0.0041 4,589 9.43 6.44 0.48 0.00 0.70 9.90 7.62 5/8 1.98 20.0 26.0 212 26.6 10 112 11.1Ext 0.0029 3,337 6.8 0.42 7.18 5/8 1.98 27.6 10 82 8.1Int 0.0028 2,049 6.4 0.42 6.86 5/8 1.98 28.9 20 95 11.9Ext 0.0028 1,998 6.44 6.44 0.48 0.00 0.70 6.92 7.62 5/8 1.98 28.6 26.0 130 13.0 20 92 11.6

ANILLO 7HORIZ

CENTRO LARGO

CENTRO CORTO

ANILLO 8HORIZ

CENTRO LARGO

CENTRO CORTO

ANILLO 9HORIZ

CENTRO LARGO

CENTRO CORTO

ANILLO 10

HORIZ

CENTRO LARGO

CENTRO CORTO

ANILLO 11

HORIZ

CENTRO LARGO

CENTRO CORTO

ANILLO 12

HORIZ

CENTRO LARGO

CENTRO CORTO

PÓRTEN U

LOSA DE FONDO

ESQUINALado largo

CENTROLado largo

ESQUINALado corto

CENTROLado corto

ANÁLISIS TAPA DEL TANQUE