ZAPATAS Administracion Pabellon II - IE N 38478 v-P

ZAPATA "Z7" ENTRE EJES C-C Y 4-4,5-5,6-6,7-7 (PAB. ADMINIST.)

DATOS: MD,ML

Zapata PD, PL

f ' c = 210 kg/cm²Columna s/c = 300.00 kg/m²

f ' c = 210 kg/cm²b = 55 cm γ t1 45.00 cm

t = 65 cmAcero Df = 1.50 m

f y = 4200 kg/cm² Pm Pv Ps γ t2 45.00 cm

Suelo 33.58 6.45 40.03Df = 1.5 m Mm Mv Ms

γ t1 = 1.7 kg/m³ 1.6 0.43 2.03γ t2 = 1.7 kg/m³ Tqa = 1.050 kg/cm²

OtrosS/C = 300 kg/m²

Ps = 40.03 TnPu (envol) = 58.09 Tn

Ms = 2.03 Tn - mMu (envol)= 10.43 Tn - m

T

1.- DIMENSIONAMIENTO DE LA ZAPATA ( Az = S*T )Cálculo del peralte de la zapata (hc )

ld = 0.08 * Øb * Fy Øb ( 3/4" ) = 1.905 cm

f 'c^.5 ld = 44.17 cm

Tomar ld = 44.17 cm Longitud de desarrollo en compresión

r.e = 7.50 cm

hc = ld + r.e + Øb hc = 53.58 cm

ht = Df - hc Tomar hc = 60.00 cm

ht = 60.00 cm

Cálculo de la presión neta del suelo ( qm )

qm = 0.88 kg/cm²

Cálculo del área de la zapata ( Az )

A'z = Ps A'z = cm²

qm T ' = 218.28 cm

T ' = Az^.5 + ( t - b ) S ' = 208.28 cm

2 e = 5.07 cm

S ' = Az^.5 - ( t - b )2 S = 218.42 cm

e = Ms Tomar S = 220.00 cm

PsS = S' + 2*e Lvb = 82.5 cm Lvt y Lvb debenLvb =Lvt = S - b Dimens. Lvt = 87.5 cm ser iguales (Lvb=Lvt)

2 Reales T = 230.00 cm

T = 2*m + t Tomar T = 240.00 cm

USAR S x T = 220X240 cm²

DISEÑO DE ZAPATA AISLADA EXCENTRICA CON CARGA CENTRADA

45488.64

60.00 cm

S

qm = qa - γ t1*h t1 - γ t2*h t2 - γc*hc - s/c

DATOS DEL SAP2000

hc =

h t1 =

h t2 =

DATOS DEL SAP2000

b

t



Verificación de las presiones ( q 1,2 )

e < T / 6 q 1, 2 = Ps * 1 ± 6*e = qm OK ! S*T T

T / 6 = 40 cm > e =

q 1 = 0.85 kg/cm² = qm =q 2 = 0.66 kg/cm² = qm =

2.- DETERMINACIÓN DE LA REACCIÓN AMPLIFICADA ( qmu )

e = Mu e = 17.95 cm

Pu T / 6 = 40.00 cm > e =T / 6

q 1u = kg/cm² qmu se toma el mayor valore < T / 6 q 2u = kg/cm²q 1u, 2u = Pu * 1 ± 6*e S*T T Tomar qmu = 1.59 kg/cm²

3.- VERIFICACION POR CORTE ( Ø = 0.85 )Por Flexión: d

Lv = ( T - t ) / 2 Lv = 82.50 cm

Vu = qmu * S * ( Lv - d ) r.e = 7.50 cm

Vc = 0.53 * f 'c^.5 * S * d Øb ( 5/8") = 1.59 cm

Vu = Øvc OK ! d = 50.91 cm qmuVu = kg

r.e = 7.5 c.m LvØb Vc = kg

d = hc - r.e - Øb Øvc = kg = Vu =

Por Punzonamiento:

Vu = Pu - qmu * m * n

Vc = 0.27 * 2 + 4 * f 'c^.5 * bo * d = 1.10 * f 'c^.5 * bo * d β c

β c = lado mayor columna ( t ) lado menor columna ( b )

m = t + dn = t + bbo = 2*m + 2*nVu = Øvc OK !

11049.31 kg OK !!

1.590.06

11049.31

86026.5773122.58

OK !!

0.88 kg/cm² OK !!

17.95 cm

5.07 cm

0.88 kg/cm²

d/2

d/2

m = t+d

n =

b+

d

t

b

T

S



Ps= PD+PL= 40030 Kg

-

n

qm = 0.88 kg/m²

m - = Kg

m = 115.91 cm

n = 105.91 cm

Vu = kg

β c = 1.18bo = 443.65 cm

Vc = 1.04 * f 'c^.5 * bo * d = kg

Øvc = kg = Vu =

4.- CALCULO DEL REFUERZO LONGITUDINAL ( Ø = 0.90 )Dirección Mayor:

Lv = ( T - t ) / 2 Lv = cm

Mu = qmu * S * Lv² Mu = kg - cm

2As = Mu / ( Ø * fy * ( d - a/2 ))a = As * fy / ( 0.85 * f 'c * S )

qmu

As mín = 0.0018 * S * d LvAs > As mín OK !!

Mu = kg - cm

Aøb S = cm

# Varilla ( n ) = As d = cm

Aøb a = cm (primera aprox.)As = cm²

Espaciam = S - 2*r.e - Øb a = cm

n -1USAR As mín = cm²

As req = cm²

As >Aøb ( 5/8" ) = cm²

Øb ( 5/8" ) = cm

r.e = cm

1.597.50

20.16

As mín As req = As mín !!

1.98

20.16

0.7348

1190413.13220.0050.91

10.1825

kg OK !!

82.501190413.13

6.87

38570.23

477889.42406206.01 38570.23



# Varilla ( n ) = Varillas# Varilla ( n ) = Varillas

Espaciam. = cm

USAR 11 Ø 5/8" @ 20 cm

Dirección Menor:

As tranv = As * T As trv. = 23.75 cm²

S USAR As trv. = 23.75As mín = 0.0018 * S * d As mín = 20.16 cm²

As > As mín OK !!As trv >

Aøb# Varilla ( n ) = As Aøb ( 5/8" ) = cm²

Aøb Øb ( 5/8" ) = cm

r.e = cm

Espaciam = S - 2*r.e - Øb n -1 # Varilla ( n ) = Varillas

# Varilla ( n ) = Varillas

Espaciam. = cm

USAR 12 Ø 5/8" @ 20 cm

α =ld = Øb * fy * α ∗ β ∗ γ ∗ λ < Lv1 β = 3.54 * f 'c^.5 * C + Kr γ =

Øb λ =C =

Lv1 = Lv - r.e Kr =Øb (5/8") =

r.e = cm

ld = cm Longitud de desarrollo en tracción

ld = 12.43 cm < 75.00 cm OK !!

1.277.50

12.43

Lv1 =

1.000.801.008.500.00

7.50

1212

20.31

1.00

cm²

As mín OK !!

1.981.59

10.1911

20.34

ZAPATA "Z2" ENTRE EJES A-A Y 4-4,5-5,6-6,7-7 (PAB. ADMINIST.)

DATOS: MD,ML

Zapata PD, PL


f ' c = 210 kg/cm²b = 55 cm γ t1 45.00 cm



Suelo 42.8 10.65 53.45Df = 1.5 m Mm Mv Ms



Ps = 53.45 TnPu (envol) = 78.02 Tn


T


ld = 0.08 * Øb * Fy Øb ( 3/4" ) = 1.905 cm

f 'c^.5 ld = 44.17 cm


r.e = 7.50 cm

hc = ld + r.e + Øb hc = 53.58 cm


ht = 60.00 cm


qm = 0.88 kg/cm²


A'z = Ps A'z = cm²

qm T ' = 251.45 cm

T ' = Az^.5 + ( t - b ) S ' = 241.45 cm

2 e = 2.92 cm

S ' = Az^.5 - ( t - b )2 S = 247.29 cm


PsS = S' + 2*e Lvb = 97.5 cm Lvt y Lvb debenLvb =Lvt = S - b Dimens. Lvt = 100 cm ser iguales (Lvb=Lvt)


T = 2*m + t Tomar T = 265.00 cm



h t1 =

DATOS DEL SAP2000h t2 =

hc = 60.00 cm

DATOS DEL SAP2000

S


60738.64

b

t




e < T / 6 q 1, 2 = Ps * 1 ± 6*e = qm OK ! S*T T

T / 6 = 44.17 cm > e =

q 1 = 0.86 kg/cm² = qm =q 2 = 0.75 kg/cm² = qm =


e = Mu e = 13.70 cm

Pu T / 6 = 44.17 cm > e =T / 6



Lv = ( T - t ) / 2 Lv = 97.50 cm

Vu = qmu * S * ( Lv - d ) r.e = 7.50 cm

Vc = 0.53 * f 'c^.5 * S * d Øb ( 5/8") = 1.59 cm




Por Punzonamiento:


Vc = 0.27 * 2 + 4 * f 'c^.5 * bo * d = 1.10 * f 'c^.5 * bo * d β c



OK !!

2.92 cm

0.88 kg/cm²

OK !!

13.70 cm

0.08

17936.19

1.54

0.88 kg/cm²

97757.4783093.85 17936.19 OK !!kg

d/2

d/2

m = t+d

n =

b+

d

t

b

T

S



Ps= PD+PL= 53450 Kg

-

n

qm = 0.88 kg/m²

m - = Kg

m = 115.91 cm

n = 105.91 cm

Vu = kg

β c = 1.18bo = 443.65 cm

Vc = 1.04 * f 'c^.5 * bo * d = kg

Øvc = kg = Vu =


Lv = ( T - t ) / 2 Lv = cm



qmu


Mu = kg - cm

Aøb S = cm





As req = cm²

As >Aøb ( 5/8" ) = cm²

Øb ( 5/8" ) = cm

r.e = cm

1829953.13

406206.01 59114.06 kg OK !!

97.50

59114.06

477889.42

1829953.13250.0050.91

10.182510.57

22.91

22.91


1.98

0.9948

1.597.50




Espaciam. = cm

USAR 12 Ø 5/8" @ 21 cm

Dirección Menor:





Aøb Øb ( 5/8" ) = cm

r.e = cm



Espaciam. = cm

USAR 13 Ø 5/8" @ 20 cm


Øb λ =C =

Lv1 = Lv - r.e Kr =Øb (5/8") =

r.e = cm


ld = 12.43 cm <

cm²

11.5712

21.22

1.00

As mín OK !!

1.981.597.50

12.7213

20.7

1.001.000.80

8.500.001.277.50

12.43

90.00 cm OK !!Lv1 =

ZAPATA "Z1" ENTRE EJES C-C Y 3-3, C-C Y 8-8 (PAB. ADMINIST.)

DATOS: MD,ML

Zapata PD, PL


f ' c = 210 kg/cm²b = 55 cm γ t1 45.00 cm



Suelo 12.74 0.92 13.66Df = 1.5 m Mm Mv Ms



Ps = 13.66 TnPu (envol) = 22.30 Tn


T


ld = 0.08 * Øb * Fy Øb ( 3/4" ) = 1.905 cm

f 'c^.5 ld = 44.17 cm


r.e = 7.50 cm

hc = ld + r.e + Øb hc = 53.58 cm


ht = 60.00 cm


qm = 0.88 kg/cm²


A'z = Ps A'z = cm²

qm T ' = 127.09 cm

T ' = Az^.5 + ( t - b ) S ' = 122.09 cm

2 e = 1.76 cm

S ' = Az^.5 - ( t - b )2 S = 125.61 cm




T = 2*m + t Tomar T = 215.00 cm



h t1 =


hc = 60.00 cm

DATOS DEL SAP2000

S


15522.73

b

t




e < T / 6 q 1, 2 = Ps * 1 ± 6*e = qm OK ! S*T T

T / 6 = 35.83 cm > e =

q 1 = 0.32 kg/cm² = qm =q 2 = 0.29 kg/cm² = qm =


e = Mu e = 6.73 cm

Pu T / 6 = 35.83 cm > e =T / 6



Lv = ( T - t ) / 2 Lv = 77.50 cm

Vu = qmu * S * ( Lv - d ) r.e = 7.50 cm

Vc = 0.53 * f 'c^.5 * S * d Øb ( 5/8") = 1.59 cm




Por Punzonamiento:


Vc = 0.27 * 2 + 4 * f 'c^.5 * bo * d = 1.10 * f 'c^.5 * bo * d β c



OK !!

1.76 cm

0.88 kg/cm²

OK !!

6.73 cm

0.04

3294.19

0.59

0.88 kg/cm²

82116.2769798.83 3294.19 OK !!kg

d/2

d/2

m = t+d

n =

b+

d

t

b

T

S



Ps= PD+PL= 13660 Kg

-

n

qm = 0.88 kg/m²

m - = Kg

m = 110.91 cm

n = 105.91 cm

Vu = kg

β c = 1.09bo = 433.65 cm

Vc = 1.04 * f 'c^.5 * bo * d = kg

Øvc = kg = Vu =


Lv = ( T - t ) / 2 Lv = cm



qmu


Mu = kg - cm

Aøb S = cm





As req = cm²

As >Aøb ( 5/8" ) = cm²

Øb ( 5/8" ) = cm

r.e = cm

372087.19

416086.65 15369.26 kg OK !!

77.50

15369.26

489513.7

372087.19210.0050.91

10.18252.15

19.24

19.24


1.98

0.2409

1.597.50




Espaciam. = cm

USAR 10 Ø 5/8" @ 20 cm

Dirección Menor:





Aøb Øb ( 5/8" ) = cm

r.e = cm



Espaciam. = cm

USAR 11 Ø 5/8" @ 19 cm


Øb λ =C =

Lv1 = Lv - r.e Kr =Øb (5/8") =

r.e = cm


ld = 12.43 cm <

cm²

9.7210

21.49

1.00

As mín OK !!

1.981.597.50

10.2411

19.84

1.001.000.80

8.500.001.277.50

12.43

70.00 cm OK !!Lv1 =

ZAPATA "Z5" ENTRE EJES B1 Y 3-3,6-6,8-8 (AULAS)

DATOS: MD,ML

Zapata PD, PL


f ' c = 210 kg/cm²b = 25 cm γ t1 45.00 cm



Suelo 9.52 2.09 11.61Df = 1.5 m Mm Mv Ms



Ps = 11.61 TnPu (envol) = 16.89 Tn


T


ld = 0.08 * Øb * Fy Øb ( 3/4" ) = 1.905 cm

f 'c^.5 ld = 44.17 cm


r.e = 7.50 cm

hc = ld + r.e + Øb hc = 53.58 cm


ht = 60.00 cm


qm = 0.88 kg/cm²


A'z = Ps A'z = cm²

qm T ' = 114.86 cm

T ' = Az^.5 + ( t - b ) S ' = 114.86 cm

2 e = 0.86 cm

S ' = Az^.5 - ( t - b )2 S = 116.58 cm


PsS = S' + 2*e Lvb = 60 cm Lvt y Lvb debenLvb =Lvt = S - b Dimens. Lvt = 60 cm ser iguales (Lvb=Lvt)


T = 2*m + t Tomar T = 145.00 cm



h t1 =


hc = 60.00 cm

DATOS DEL SAP2000

S


13193.18

b

t




e < T / 6 q 1, 2 = Ps * 1 ± 6*e = qm OK ! S*T T

T / 6 = 24.17 cm > e =

q 1 = 0.57 kg/cm² = qm =q 2 = 0.53 kg/cm² = qm =


e = Mu e = 1.72 cm

Pu T / 6 = 24.17 cm > e =T / 6



Lv = ( T - t ) / 2 Lv = 60.00 cm

Vu = qmu * S * ( Lv - d ) r.e = 7.50 cm

Vc = 0.53 * f 'c^.5 * S * d Øb ( 5/8") = 1.59 cm




Por Punzonamiento:


Vc = 0.27 * 2 + 4 * f 'c^.5 * bo * d = 1.10 * f 'c^.5 * bo * d β c



OK !!

0.86 cm

0.88 kg/cm²

OK !!

1.72 cm

0.07

1133.21

0.86

0.88 kg/cm²

56699.3348194.43 1133.21 OK !!kg

d/2

d/2

m = t+d

n =

b+

d

t

b

T

S



Ps= PD+PL= 11610 Kg

-

n

qm = 0.88 kg/m²

m - = Kg

m = 75.91 cm

n = 75.91 cm

Vu = kg

β c = 1bo = 303.65 cm

Vc = 1.04 * f 'c^.5 * bo * d = kg

Øvc = kg = Vu =


Lv = ( T - t ) / 2 Lv = cm



qmu


Mu = kg - cm

Aøb S = cm





As req = cm²

As >Aøb ( 5/8" ) = cm²

Øb ( 5/8" ) = cm

r.e = cm

224460

308490.14 11934.07 kg OK !!

60.00

11934.07

362929.58

224460145.0050.91

10.18251.3

13.29

13.29


1.98

0.211

1.597.50




Espaciam. = cm

USAR 7 Ø 5/8" @ 21 cm

Dirección Menor:





Aøb Øb ( 5/8" ) = cm

r.e = cm



Espaciam. = cm

USAR 7 Ø 5/8" @ 21 cm


Øb λ =C =

Lv1 = Lv - r.e Kr =Øb (5/8") =

r.e = cm


ld = 12.43 cm <

cm²

6.717

21.4

1.00

As mín OK !!

1.981.597.50

77

21.4

1.001.000.80

8.500.001.277.50

12.43

52.50 cm OK !!Lv1 =

ZAPATA "Z3" ENTRE EJES A-A Y 2-2 (ENTRE PAB ADM. Y CAJA DE ESCALERAS)

DATOS: MD,ML

Zapata PD, PL


f ' c = 210 kg/cm²b = 50 cm γ t1 45.00 cm



Suelo 44.56 8.75 53.31Df = 1.5 m Mm Mv Ms

γ t1 = 1.7 kg/m³ 1.5 1.5 3γ t2 = 1.7 kg/m³ Tqa = 1.050 kg/cm²


Ps = 53.31 TnPu (envol) = 131.28 Tn


T


ld = 0.08 * Øb * Fy Øb ( 3/4" ) = 1.905 cm

f 'c^.5 ld = 44.17 cm


r.e = 7.50 cm

hc = ld + r.e + Øb hc = 53.58 cm


ht = 60.00 cm


qm = 0.88 kg/cm²


A'z = Ps A'z = cm²

qm T ' = 266.13 cm

T ' = Az^.5 + ( t - b ) S ' = 226.13 cm

2 e = 5.63 cm

S ' = Az^.5 - ( t - b )2 S = 237.39 cm




T = 2*m + t Tomar T = 285.00 cm


hc = 60.00 cm

DATOS DEL SAP2000

S


60579.55


h t1 =


b

t




e < T / 6 q 1, 2 = Ps * 1 ± 6*e = qm OK ! S*T T

T / 6 = 47.5 cm > e =

q 1 = 0.85 kg/cm² = qm =q 2 = 0.67 kg/cm² = qm =


e = Mu e = 15.04 cm

Pu T / 6 = 47.50 cm > e =T / 6



Lv = ( T - t ) / 2 Lv = 97.50 cm

Vu = qmu * S * ( Lv - d ) r.e = 7.50 cm

Vc = 0.53 * f 'c^.5 * S * d Øb ( 5/8") = 1.59 cm




Por Punzonamiento:


Vc = 0.27 * 2 + 4 * f 'c^.5 * bo * d = 1.10 * f 'c^.5 * bo * d β c



95802.3281431.97 28306.57 OK !!kg

OK !!

15.04 cm

0.13

28306.57

2.48

0.88 kg/cm²

OK !!

5.63 cm

0.88 kg/cm²

d/2

d/2

m = t+d

n =

b+

d

t

b

T

S



Ps= PD+PL= 53310 Kg

-

n

qm = 0.88 kg/m²

m - = Kg

m = 140.91 cm

n = 100.91 cm

Vu = kg

β c = 1.8bo = 483.65 cm

Vc = 1.04 * f 'c^.5 * bo * d = kg

Øvc = kg = Vu =


Lv = ( T - t ) / 2 Lv = cm



qmu


Mu = kg - cm

Aøb S = cm





As req = cm²

As >Aøb ( 5/8" ) = cm²

Øb ( 5/8" ) = cm

r.e = cm

22.45

22.45


1.98

1.601

1.597.50

2887998.75245.0050.91

10.182516.67

96014.82

406789.86

2887998.75

345771.38 96014.82 kg OK !!

97.50




Espaciam. = cm

USAR 12 Ø 5/8" @ 20 cm

Dirección Menor:





Aøb Øb ( 5/8" ) = cm

r.e = cm



Espaciam. = cm

USAR 14 Ø 5/8" @ 20 cm


Øb λ =C =

Lv1 = Lv - r.e Kr =Øb (5/8") =

r.e = cm


ld = 12.43 cm < 90.00 cm OK !!Lv1 =

8.500.001.277.50

12.43

1.00

As mín OK !!

1.981.597.50

13.9614

20.65

1.001.000.80

cm²

11.3412

20.76

ZAPATA "Z4" ENTRE EJES A-A Y 1-1 (CAJA DE ESCALERA )

DATOS: MD,ML

Zapata PD, PL


f ' c = 210 kg/cm²b = 25 cm γ t1 45.00 cm



Suelo 9.86 1.43 11.29Df = 1.5 m Mm Mv Ms

γ t1 = 1.7 kg/m³ 1 1 2γ t2 = 1.7 kg/m³ Tqa = 1.050 kg/cm²


Ps = 11.29 TnPu (envol) = 39.02 Tn


T


ld = 0.08 * Øb * Fy Øb ( 3/4" ) = 1.905 cm

f 'c^.5 ld = 44.17 cm


r.e = 7.50 cm

hc = ld + r.e + Øb hc = 53.58 cm


ht = 60.00 cm


qm = 0.88 kg/cm²


A'z = Ps A'z = cm²

qm T ' = 130.77 cm

T ' = Az^.5 + ( t - b ) S ' = 95.77 cm

2 e = 17.71 cm

S ' = Az^.5 - ( t - b )2 S = 131.19 cm


PsS = S' + 2*e Lvb = 100 cm Lvt y Lvb debenLvb =Lvt = S - b Dimens. Lvt = 102.5 cm ser iguales (Lvb=Lvt)


T = 2*m + t Tomar T = 265.00 cm



h t1 =


hc = 60.00 cm

DATOS DEL SAP2000

S


12829.55

b

t




e < T / 6 q 1, 2 = Ps * 1 ± 6*e = qm OK ! S*T T

T / 6 = 44.17 cm > e =

q 1 = 0.27 kg/cm² = qm =q 2 = 0.11 kg/cm² = qm =


e = Mu e = 8.01 cm

Pu T / 6 = 44.17 cm > e =T / 6



Lv = ( T - t ) / 2 Lv = 100.00 cm

Vu = qmu * S * ( Lv - d ) r.e = 7.50 cm

Vc = 0.53 * f 'c^.5 * S * d Øb ( 5/8") = 1.59 cm




Por Punzonamiento:


Vc = 0.27 * 2 + 4 * f 'c^.5 * bo * d = 1.10 * f 'c^.5 * bo * d β c



OK !!

17.71 cm

0.88 kg/cm²

OK !!

8.01 cm

0.05

8504.41

0.77

0.88 kg/cm²

87981.7274784.46 8504.41 OK !!kg

d/2

d/2

m = t+d

n =

b+

d

t

b

T

S



Ps= PD+PL= 11290 Kg

-

n

qm = 0.88 kg/m²

m - = Kg

m = 110.91 cm

n = 75.91 cm

Vu = kg

β c = 2.4bo = 373.65 cm

Vc = 1.04 * f 'c^.5 * bo * d = kg

Øvc = kg = Vu =


Lv = ( T - t ) / 2 Lv = cm



qmu


Mu = kg - cm

Aøb S = cm





As req = cm²

As >Aøb ( 5/8" ) = cm²

Øb ( 5/8" ) = cm

r.e = cm

866250

231981.41 32536.87 kg OK !!

100.00

32536.87

272919.3

866250225.0050.91

10.18255

20.62

20.62


1.98

0.5229

1.597.50




Espaciam. = cm

USAR 11 Ø 5/8" @ 20 cm

Dirección Menor:





Aøb Øb ( 5/8" ) = cm

r.e = cm



Espaciam. = cm

USAR 13 Ø 5/8" @ 20 cm


Øb λ =C =

Lv1 = Lv - r.e Kr =Øb (5/8") =

r.e = cm


ld = 12.43 cm <

cm²

10.4211

20.84

1.00

As mín OK !!

1.981.597.50

12.9513

20.7

1.001.000.80

8.500.001.277.50

12.43

92.50 cm OK !!Lv1 =

ZAPATA "Z6" ENTRE EJES B-B Y 1-1, B-B Y 2-2

DATOS: MD,ML

Zapata PD, PL


f ' c = 210 kg/cm²b = 25 cm γ t1 45.00 cm



Suelo 16.76 3.15 19.91Df = 1.5 m Mm Mv Ms

γ t1 = 1.7 kg/m³ 1 1 2γ t2 = 1.7 kg/m³ Tqa = 1.050 kg/cm²


Ps = 19.91 TnPu (envol) = 34.47 Tn


T


ld = 0.08 * Øb * Fy Øb ( 3/4" ) = 1.905 cm

f 'c^.5 ld = 44.17 cm


r.e = 7.50 cm

hc = ld + r.e + Øb hc = 53.58 cm


ht = 60.00 cm


qm = 0.88 kg/cm²


A'z = Ps A'z = cm²

qm T ' = 167.92 cm

T ' = Az^.5 + ( t - b ) S ' = 132.92 cm

2 e = 10.05 cm

S ' = Az^.5 - ( t - b )2 S = 153.02 cm




T = 2*m + t Tomar T = 195.00 cm


hc = 60.00 cm

DATOS DEL SAP2000

S


22625


h t1 =


b

t




e < T / 6 q 1, 2 = Ps * 1 ± 6*e = qm OK ! S*T T

T / 6 = 32.5 cm > e =

q 1 = 0.84 kg/cm² = qm =q 2 = 0.44 kg/cm² = qm =


e = Mu e = 7.22 cm

Pu T / 6 = 32.50 cm > e =T / 6



Lv = ( T - t ) / 2 Lv = 67.50 cm

Vu = qmu * S * ( Lv - d ) r.e = 7.50 cm

Vc = 0.53 * f 'c^.5 * S * d Øb ( 5/8") = 1.59 cm




Por Punzonamiento:


Vc = 0.27 * 2 + 4 * f 'c^.5 * bo * d = 1.10 * f 'c^.5 * bo * d β c



62564.7853180.06 3582.9 OK !!kg

OK !!

7.22 cm

0.09

3582.9

1.35

0.88 kg/cm²

OK !!

10.05 cm

0.88 kg/cm²

d/2

d/2

m = t+d

n =

b+

d

t

b

T

S



Ps= PD+PL= 19910 Kg

-

n

qm = 0.88 kg/m²

m - = Kg

m = 110.91 cm

n = 75.91 cm

Vu = kg

β c = 2.4bo = 373.65 cm

Vc = 1.04 * f 'c^.5 * bo * d = kg

Øvc = kg = Vu =


Lv = ( T - t ) / 2 Lv = cm



qmu


Mu = kg - cm

Aøb S = cm





As req = cm²

As >Aøb ( 5/8" ) = cm²

Øb ( 5/8" ) = cm

r.e = cm

14.66

14.66


1.98

0.4176

1.597.50

492075160.0050.91

10.18252.84

23103.48

272919.3

492075

231981.41 23103.48 kg OK !!

67.50




Espaciam. = cm

USAR 8 Ø 5/8" @ 20 cm

Dirección Menor:





Aøb Øb ( 5/8" ) = cm

r.e = cm



Espaciam. = cm

USAR 10 Ø 5/8" @ 19 cm


Øb λ =C =

Lv1 = Lv - r.e Kr =Øb (5/8") =

r.e = cm


ld = 12.43 cm < 60.00 cm OK !!Lv1 =

8.500.001.277.50

12.43

1.00

As mín OK !!

1.981.597.50

9.7510

19.82

1.001.000.80

cm²

7.418

20.49

ZAPATAS Administracion Pabellon II - IE N 38478 v-P

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