zapata combinada calculo

ZAPATA COMBINADA RECTANGULARACI 318S-08

CimentaciónColumna Izquierda Columna Derecha hf = 1.60 m

Pd = 47460 Kg Pd = 47460 Kg S/C = 300 Kg/m2Pl = 5692.3 Kg Pl = 5692.3 Kg hc = 0.00 mt1 = 2.00 m t1 = 2.00 m ϒm = 2100 Kg/m3t2 = 0.35 m t2 = 0.35 m σt = 3.00 Kg/cm2f'c = 210 Kg/cm2 f'c = 210 Kg/cm2 f'c = 210 Kg/cm2

fy = 4200 Kg/cm2l1 = 4.05 m

1° Esfuerzo Neto del Terreno

σn = 2.63 Kg/cm2

2° Area de la Zapata

Pt = 106304 KgAzap = 40419.6 cm2

Xo = 3.03 mLz = 6.06 m 8.05 mLv = 0.00 mb = 50.2107 cm 170 cm

3° Reacción Neta del Terreno

● Por Unidad de Longitud ● Por Unidad de Area

66059.1 Kg 16412.202 Kg/m66059.1 Kg b = 170 cm16412.2 Kg/m Wnu 0.97 Kg/cm2

P1u = WNU =P2u =

WNU =

𝜎_𝑛=𝜎_𝑡−𝛾_𝑝𝑜𝑚∙ℎ_𝑓−ℎ_𝑐∙𝛾_(𝑐−) 𝑆/𝐶𝐴_𝑧𝑎𝑝=𝑃_𝑇/𝜎_𝑛

𝑊_𝑁𝑈=(𝑃_1𝑈+𝑃_2𝑈)/𝑙𝑧 𝑊_𝑛𝑢=𝑊_𝑁𝑈/𝑏

3° Dimensionamiento de la Altura hz de la Zapata

Para una Cuantía ρ = 0.0036 φ = 0.9ρmin = 0.0018

Xo = 4.025 m-66884.9 Kg-m

d = 54.95 cmhz = 62.49 cm hz = 65 cm

Peralte Efectivo en Tramo InteriorRecubrimiento r = 5 cm d = 58.73 cm InteriorVarillas a Usar φ: 1" Interior

Peralte Efectivo en VoladizoRecubrimiento r = 7.5 cmVarillas a Usar φ: 3/4" Voladizo d = 56.55 cm Voladizo

4° Verificaciónes

● Por Cortante φ = 0.75

Y1 = 1.587 m Vd1 = 23600.75 KgY2 = 1.587 m Vd2 = 23600.75 KgY3 = 1.566 m Vd3 = 9289.306 Kg

Vu = 23600.7 KgVn = 31467.661 Kg Vc = 76682.2 Kg

Vn < Vc ……….(Conforme)

Mmáx =

𝑉_𝑧=−𝑃_1𝑈+𝑊_𝑁𝑈∙𝑋_𝑂=0𝑀_𝑚á𝑥=𝑊_𝑁𝑈∙(𝑋_𝑂^2)/2−𝑃_1𝑈∙(𝑋_𝑂−𝑡_1/2)𝑀_𝑈=∅∙𝜌∙𝑏∙𝑑^2∙𝑓𝑦∙(1−0.59∙𝜌∙𝑓𝑦/(𝑓^′ 𝑐))

𝑉_𝑛=𝑉𝑢/∅ 𝑉_𝐶=0.53∙√(𝑓^′ 𝑐)∙𝑏∙𝑑

● Por Punzonamiento φ = 0.75

a) Columna ExteriorVu = 51738.926 Kg Vn = 68985.2 Kg

105474.17 Kg482998.14 Kg Vc = 105474 Kg153364.36 Kg


b) Columna InteriorVu = 42535.872 Kg Vn = 56714.5 Kg

105474.17 Kg617954.52 Kg Vc = 105474 Kg153364.36 Kg


Vc1 =Vc2 =Vc3 =

Vc1 =Vc2 =Vc3 =

𝑉_𝑈1=𝑃_1𝑈−𝑊_𝑛𝑢∙(𝑡_1+𝑑/2)∙(𝑡_2+𝑑) Λ 𝑉_𝑈2=𝑃_𝑈2−𝑊_𝑛𝑢∙(𝑡_1+𝑑)∙(𝑡_2+𝑑)

𝑉_𝐶≤0.27∙(2+4/𝛽)∙√(𝑓^′ 𝑐)∙𝑏_𝑜∙𝑑0.27∙((𝛼_𝑠∙𝑑)/𝑏_𝑜 +2)∙√(𝑓^′ 𝑐)∙𝑏_𝑜∙𝑑1.06∙√(𝑓^′ 𝑐)∙𝑏_𝑜∙𝑑

5° Diseño por Flexión φ = 0.9

● Refuerzo Superior Mu = 66884.851 Kg-m As = 31.29 cm2Ru = 11.41 Kg/cm2 Av = 5.07 cm2

ρ = 0.0031345 # var = 6.17 7 Varillasρmin = 0.0018 Esp. S = 26.7

Usar 7 φ 1" @ 26.7 cm

● Refuerzo Inferior Mu = 0 Kg-m As = 17.3 cm2Ru = 0 Kg/cm2 Av = 2.85 cm2

ρ = 0 # var = 6.07 7 Varillasρmin = 0.0018 Esp. S = 26.7

Usar 7 φ 3/4" @ 26.7 cm

6° Diseño en Dirección Transversal

b1 = 229.37 cm 240 cmb2 = 258.73 cm 260 cm

● Zapata Exterior

38858 Kg/m Diámetro de Varilla φ3/4"Mu = 8852.41 Kg-m Av = 2.85 cm2Ru = 1.07 Kg/cm2 # var = 8.9 9 Varillas

ρ = 0.00028 Esp. S = 27.9 cmρmin = 0.0018

As = 25.37 cm2 Usar 9 φ 3/4" @ 27.9 cm

Refuerzo por Montaje:s = 69 cm

# var = 7 varillas Usar 7 φ 3/8¨¨ @ 25 cmEsp. S = 25 cm

● Zapata Interior


ρ = 0.00026 Esp. S = 10.6 cmρmin = 0.0018

As = 27.49 cm2 Usar 24 φ 1/2" @ 10.6 cm

qNU =

qNU =

𝜌=(100∙∅∙𝑓^′ 𝑐∙𝑓𝑦−√((100∙∅∙𝑓^′ 𝑐∙𝑓𝑦)^2−23600∙∅∙𝑅_𝑈∙𝑓´𝑐∙〖〗𝑓𝑦 ^2 ))/(118∙∅∙〖〗𝑓𝑦 ^2 )𝑅_𝑈=𝑀_𝑈/(𝑏∙𝑑^2 )

𝑞_𝑁𝑈=𝑃_𝑈/𝑏 𝑀_𝑈=(𝑞_𝑁𝑈∙((𝑏−𝑡_2)/2)^2)/2

S=36∙∅



Pd = 43156 Kg Pd = 43156 Kg S/C = 300 Kg/m2Pl = 5692.3 Kg Pl = 5692.3 Kg hc = 0.00 mt1 = 2.00 m t1 = 2.00 m ϒm = 2100 Kg/m3t2 = 0.25 m t2 = 0.25 m σt = 3.00 Kg/cm2f'c = 210 Kg/cm2 f'c = 210 Kg/cm2 f'c = 210 Kg/cm2

fy = 4200 Kg/cm2l1 = 4.05 m


σn = 2.63 Kg/cm2


Pt = 97697.6 KgAzap = 37147.4 cm2





P1u = WNU =P2u =

WNU =





Xo = 4.025 m-61656.7 Kg-m

d = 51.27 cmhz = 58.81 cm hz = 60 cm



4° Verificaciónes



Vu = 22512.4 KgVn = 30016.559 Kg Vc = 74280.5 Kg


Mmáx =


𝑉_𝑛=𝑉𝑢/∅ 𝑉_𝐶=0.53∙√(𝑓^′ 𝑐)∙𝑏∙𝑑



94602.533 Kg414548.3 Kg Vc = 94602.53 Kg148561 Kg


b) Columna InteriorVu = 44115.511 Kg Vn = 58820.7 Kg

94602.533 Kg527503.73 Kg Vc = 94602.53 Kg

148561 Kg


Vc1 =Vc2 =Vc3 =

Vc1 =Vc2 =Vc3 =





ρ = 0.0032661 # var = 6.23 7 Varillasρmin = 0.0018 Esp. S = 28.3

Usar 7 φ 1" @ 28.3 cm


ρ = 0 # var = 5.86 6 Varillasρmin = 0.0018 Esp. S = 34

Usar 6 φ 3/4" @ 34 cm


b1 = 226.87 cm 230 cmb2 = 253.73 cm 255 cm

● Zapata Exterior

33831 Kg/m Diámetro de Varilla φ3/4"Mu = 10160 Kg-m Av = 2.85 cm2Ru = 1.53 Kg/cm2 # var = 7.8 8 Varillas

ρ = 0.00041 Esp. S = 30.4 cmρmin = 0.0018

As = 22.24 cm2 Usar 8 φ 3/4" @ 30.4 cm



● Zapata Interior

33831 Kg/m Diámetro de Varilla φ1/2"Mu = 10160 Kg-m Av = 1.27 cm2Ru = 1.38 Kg/cm2 # var = 19.42 20 Varillas

ρ = 0.00037 Esp. S = 12.6 cmρmin = 0.0018

As = 24.66 cm2 Usar 20 φ 1/2" @ 12.6 cm

qNU =

qNU =


𝑞_𝑁𝑈=𝑃_𝑈/𝑏 𝑀_𝑈=(𝑞_𝑁𝑈∙((𝑏−𝑡_2)/2)^2)/2

S=36∙∅



Pd = 37932 Kg Pd = 37932 Kg S/C = 300 Kg/m2Pl = 10460 Kg Pl = 10460 Kg hc = 0.00 mt1 = 0.50 m t1 = 0.50 m ϒm = 2100 Kg/m3t2 = 0.60 m t2 = 0.60 m σt = 3.00 Kg/cm2f'c = 210 Kg/cm2 f'c = 210 Kg/cm2 f'c = 210 Kg/cm2

fy = 4200 Kg/cm2l1 = 3.40 m


σn = 2.63 Kg/cm2


Pt = 96784.1 KgAzap = 36800 cm2





P1u = WNU =P2u =

WNU =





Xo = 2.2 m-52916.2 Kg-m

d = 42.96 cmhz = 50.5 cm hz = 50 cm



4° Verificaciónes



Vu = 35739.7 KgVn = 47652.907 Kg Vc = 73890.3 Kg


Mmáx =


𝑉_𝑛=𝑉𝑢/∅ 𝑉_𝐶=0.53∙√(𝑓^′ 𝑐)∙𝑏∙𝑑



200758.66 Kg299752.08 Kg Vc = 147781 Kg147780.68 Kg


b) Columna InteriorVu = 49712.221 Kg Vn = 66283 Kg

200758.66 Kg374574.6 Kg Vc = 147781 Kg

147780.68 Kg


Vc1 =Vc2 =Vc3 =

Vc1 =Vc2 =Vc3 =





ρ = 0.0034701 # var = 6.58 7 Varillasρmin = 0.0018 Esp. S = 35

Usar 7 φ 1" @ 35 cm


ρ = 0 # var = 5.77 6 Varillasρmin = 0.0018 Esp. S = 42

Usar 6 φ 3/4" @ 42 cm


b1 = 71.87 cm 75 cmb2 = 93.73 cm 95 cm

● Zapata Exterior


ρ = 0.0017 Esp. S = 29 cmρmin = 0.0018

As = 5.9 cm2 Usar 3 φ 3/4" @ 29 cm



● Zapata Interior


ρ = 0.00134 Esp. S = 15.7 cmρmin = 0.0018

As = 7.48 cm2 Usar 6 φ 1/2" @ 15.7 cm

qNU =

qNU =


𝑞_𝑁𝑈=𝑃_𝑈/𝑏 𝑀_𝑈=(𝑞_𝑁𝑈∙((𝑏−𝑡_2)/2)^2)/2

S=36∙∅

Coeficientes φ para Diseño Varilla Diámetro AreaFactores φ NTE E.060 ACI 318S-08 3/8" 0.9525 0.71 3Tensión 0.90 0.90 1/2" 1.27 1.27 4Compresión 0.70 0.65 5/8" 1.5875 1.98 5Cortante 0.85 0.75 3/4" 1.905 2.85 6

1" 2.54 5.07 8Combinaciones para Carga Estática 1 3/8" 3.4925 9.58 11

Coeficientes NTE E.060 ACI 318S-08Carga Muerta 1.50 1.20Carga Viva 1.80 1.60

Longitudes de DesarrolloFactores Ψ

Ψt

Ψe

Ψs

λ

Descripción ValorVarillas Superiores 1.30Otras Varillas 1.00

1.50

Todas la Otras Varillas o Alambre con Recubrimiento Epóxico 1.20Refuerzo sin Recubrimiento y con recubrimiento con zinc 1.00Varillas o alambres menores o iguales a la #6 0.80Varillas mayores o iguales a la #7 1.00Concreto de Peso Liviano 0.75

Cuando se especifica fct

Concreto de Peso Normal 1.00

Varillas o alambres con recubrimiento Expóxico con menos de 3db de recubrimiento o separación libre menor de 6db

𝑓_𝑐𝑡/(1.78∙√(𝑓^′ 𝑐))≤1.0

1.5 1.2 1

Story Point Load FX FY FZ MXBASE 304 PD 0 0.05 33953.35 -0.223BASE 304 PL 0 0 10100.76 0.073

MY MZ0 00 0

Story ElementTypeMaterial TotalWeight FloorArea UnitWeight NumPiecesROOF Column FC280 123706.8 8954369.61 0.0138 31ROOF Beam FC280 52759.887 8954369.61 0.0059 25ROOF Wall FC280 99066.952 8954369.61 0.0111ROOF Floor FC280 456672.85 8954369.61 0.051STORY4 Column FC280 257443.2 24043612.7 0.0107 69STORY4 Beam FC280 106352.018 24043612.7 0.0044 50STORY4 Wall FC280 318875.886 24043612.7 0.0133STORY4 Floor FC280 1226224.25 24043612.7 0.051STORY3 Column FC280 257443.2 23484946.5 0.011 69STORY3 Beam FC280 109224.818 23484946.5 0.0047 51STORY3 Wall FC280 318875.886 23484946.5 0.0136STORY3 Floor FC280 1197732.27 23484946.5 0.051STORY2 Column FC280 257443.2 23394961.5 0.011 69STORY2 Beam FC280 112545.138 23394961.5 0.0048 53STORY2 Wall FC280 318875.886 23394961.5 0.0136STORY2 Floor FC280 1193143.04 23394961.5 0.051BASEMENT Column FC280 257443.2 20665718.4 0.0125 69BASEMENT Beam FC280 115394.222 20665718.4 0.0056 52BASEMENT Wall FC280 318875.886 20665718.4 0.0154BASEMENT Floor FC280 1053951.64 20665718.4 0.051SUM Column FC280 1153479.6 100543609 0.0115 307SUM Beam FC280 496276.082 100543609 0.0049 231SUM Wall FC280 1374570.5 100543609 0.0137SUM Floor FC280 5127724.05 100543609 0.051TOTAL All All 8152050.23 100543609 0.0811 538

NumStuds

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0

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zapata combinada calculo

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