Copia de _Analisis

7/30/2019 Copia de _Analisis

1/76

UNIVERSIDAD NACIONAL DE SAN AGUSTNALBAILERA ESTRUCTURALMetrado de Cargas

1. Caracteristicas geomtricas20.000 cm

107.303 m2

2. Caracteristicas de los materiales210.000 Kg/cm2

65.000 Kg/cm2

8.300 Kg/cm2

145.000 Kg/cm2

Ladrillo solido Diamante tipo V 30 % de perforaciones

Mortero 1:4 (cemento: arena guresa)

3. Pesos Unitarios2.400 Tn/m3

1.800 Tn/m3

0.100 Tn/m2

0.200 Tn/m2

0.100 Tn/m2

0.300 Tn/m2

0.300 Tn/m2

LOSAPiso tipico

Losa maciza largo 0.919 m Peso Losa maciza 1.553 Tn

ancho 3.520 m Peso Losa aligerada 31.220 Tn

Area 3.236 m2 Piso terminado 10.407 Tnespesor 0.200 m

Peso Carga Muerta 43.180 Tn

Losa aligerada Area 104.067 m2 Peso Carga Viva 21.461 Tn

espesor 0.200 m

Azotea Peso Losa maciza 1.553 TnPeso Losa aligerada 31.220 Tn

Piso terminado 10.407 Tn

Peso Carga Muerta 43.180 Tn

Peso Carga Viva 10.730 Tn

MUROS DE ALBA ILERIA

X 1 1.614 0.150 0.242

X 2 1.472 0.150 0.221 Piso tipico

X 3 2.152 0.150 0.323 Area muros albailera 7.595 m2

X 4 2.398 0.250 0.600 Area placas 2.963 m2

X 5 1.500 0.150 0.225 h = 2.400 m2

X 6 (placa) 1.500 0.150 0.225

X 7 2.500 0.250 0.625 Carga Muerta 49.877 TnX 8(placa) 2.659 0.150 0.399

X 9 1.418 0.150 0.213X 10(placa) 2.340 0.150 0.351X 11(placa) 2.659 0.150 0.399

ESPESOR(m)

Albaileria

LONGITUDEFECTIVA

(m)

Area de la edificacion

v'm

f'b

MUROS

Concreto

fc

AREA (m2)

Piso terminado

S/c Azotea

Aligerado

S/c techo tipico

S/c escalera

fm

Entrepiso


2/76

UNIVERSIDAD NACIONAL DE SAN AGUST NALBAILERA ESTRUCTURALMetrado de Cargas

Y 1 4.588 0.150 0.688

Y 2 7.300 0.150 1.095Y 3 3.458 0.150 0.519

Y 4(placa) 1.896 0.150 0.284

Y 5(placa) 1.650 0.150 0.248

Y 6(placa) 2.000 0.150 0.300

Y 7(placa) 1.400 0.150 0.210

Y 8(placa) 2.150 0.150 0.323

Y 9 4.197 0.150 0.630

Y 10 4.367 0.150 0.655

Y 11 4.281 0.150 0.642

Y 12(placa) 1.500 0.150 0.225Y 13 6.123 0.150 0.918

ALFEIZERPiso Tipico

L (m) h(m) Area Piso tipico

15.950 0.900 14.355 e= 0.150

3.900 2.000 7.800 Peso Carga muerta 6.614 Tn

1.950 1.200 2.340

Area total 24.495

TABIQUESPiso Tipico

L (m) h(m) Area Piso tipico

7.620 2.600 19.812 e= 0.150

Area total 19.812 Peso Carga muerta 5.349 Tn

PARAPETOAzotea

L (m) h(m) Area Azotea

47.429 1.200 56.915 e= 0.150

Area total 56.915 Peso Carga muerta 15.367 Tn

VIGASPiso Tipico

L (m) bw(m) h(m) Peso

Eje 1 10.023 0.250 0.200 1.203

Eje 3 10.037 0.250 0.200 1.204

Eje 4 5.946 0.250 0.200 0.713

Eje 4' 5.650 0.250 0.200 0.678

Eje 5 10.056 0.250 0.200 1.207Eje 6 10.062 0.250 0.200 1.207

Eje 7 10.076 0.250 0.200 1.209

Eje A 11.888 0.250 0.200 1.427

Eje A' 6.379 0.250 0.200 0.766

Eje B 8.870 0.250 0.200 1.064

Eje B' 5.554 0.250 0.200 0.666

Eje C 6.175 0.250 0.200 0.741

Eje D 14.401 0.250 0.200 1.728

Eje B y C 3.920 0.250 0.200 0.470

VOL. POSTERIOR 7.496 0.250 0.200 0.900

ARCO 3.200 0.250 0.200 0.384

Piso tipico

Peso Carga muerta 15.568 Tn


3/76


COLUMNAS

Piso Tipico No. b h L Peso

C1 6 0.150 0.300 2.600 1.68

C2 3 0.150 0.300 2.600 0.84

C3 1 0.250 0.250 2.600 0.39

C4 5 0.250 0.250 2.600 1.95

C5 1 0.150 0.450 2.600 0.42

Piso Tipico


8.843 Tn

2.602 Tn

N bw h L Peso

Azotea


ESCALERASh 0.15 m

paso 0.28 m

contrapaso 0.173 mdescanso 1.25 m

ancho 1.25 m

Escalera N e ancho L Peso

garganta 2 0.15 1.25 1.80 1.62

garganta 1 0.15 1.25 2.25 1.01

peldao 6 0.28 1.25 0.18 0.44

peldao 4 0.28 1.25 0.18 0.26

peldao 2 0.25 1.25 1.25 1.88


Peso Carga viva 0.549 Tn

SALIDA DE ESCALERAe h L Peso

MUROS 0.150 2.300 6.390 3.968

Azotea

Area e Peso

Techo 5.355 0.2 0.321 Peso Carga muerta 4.289 Tn

CARGA POR PISO Y CARGA REPARTIDA POR PISOArea piso = 107.303 cm2

Piso Peso CM Peso CV CM+25%CV Peso/m2

1 131.083 22.009 136.585 1.273

2 131.083 22.009 136.585 1.2733 131.083 22.009 136.585 1.2734 163.144 11.279 165.964 1.547

0.9600.200

PESO DEL TANQUE ELEVADO

Columnas desostenimiento

AGUA

4 0.200 2.500

CAJA DE CONCRETO

1 piso

2 piso

3 piso

4 piso


4/76

UNIVERSIDAD NACIONAL DE SAN AGUST NALBAILERA ESTRUCTURALMetrado de Cargas

Peso total de la edificacin : P = 575.719 Tn


5/76


Densidad Minima de Muros

Z 0.4U 1S 1.2N 4

MUROS LA DIRECCION X

Area muros albailera 2.586 m2 Ec= 217370.65 kg/cm2

Area placas 1.023 m2 Em= 32500 kg/cm2

Ec/Em= 6.69

9.427 0.0343

107.303

0.0879 0.0343 Ok! Chequeo Densidad de muros

MUROS LA DIRECCION Y

Area muros albailera 5.401 m2

Area placas 0.817 m2

10.864 0.0343

107.303

0.1012 0.0343 Ok! Chequeo Densidad de muros

56

ZUSN

Ap

tL


6/76

UNIVERSIDAD NACIONAL DE SAN AGUST NALBAILERA ESTRUCTURALDistribucion Sismo Severo


SISMO SEVERO

1) Calculo cortante basal

Z 0.4 T 0.6U 1 hn 10.4C 2.5 Tp 0.173 = 8.65S 1.2R 3

103.06

V = 230.29 Tn 103.06

2) Distribucion del cortante basal 63.61

166.67

42.41

4 10.4 165.96 1726.025 0.45 103.06 Tn 209.083 7.8 136.59 1065.363 0.28 166.67 Tn2 5.2 136.59 710.242 0.18 209.08 Tn 21.201 2.6 136.59 355.121 0.09 230.29 Tn

= 3856.752 230.29575.72 1.00

Peso P pornivel

P x h

103.06

63.61

42.41

Piso h Vp

21.20

PR

SCUZV

=

Tp

T2.5C =

60

hnTp =

hxPV

hPF

=


7/76

UNIVERSIDAD NACIONAL DE SAN AGUST NALBAILERA ESTRUCTURALDistribucion Sismo Severo


8/76

UNIVERSIDAD NACIONAL DE SAN AGUSTNALBAILERA ESTRUCTURALDistribucin Sismo Moderado


SISMO MODERADO

1) Calculo cortante basal

Z 0.4 T 0.6U 1 hn 10.4C 2.5 Tp 0.173 =S 1.2R 6

V = 115.14 Tn

2) Distribucion del cortante basal 51.53

31.81

4 10.4 165.96 1726.025 0.45 51.53 Tn

Piso h VpPeso P por

nivelP x h

51.53

Tp

T2.5C =

60

hnTp =

hxPV

hPF

=

PR

SCUZV

=


9/76

UNIVERSIDAD NACIONAL DE SAN AGUST NALBAILERA ESTRUCTURALDistribucin Sismo Moderado

3 7.8 136.59 1065.363 0.28 83.34 Tn2 5.2 136.59 710.242 0.18 104.54 Tn 21.21 2.6 136.59 355.121 0.09 115.14 Tn

= 3856.752

10.6

21.20

10.60

31.81


10/76

UNIVERSIDAD NACIONAL DE SAN AGUSTNALBAILERA ESTRUCTURALDistribucin Sismo Moderado

8.65

51.53

83.34


11/76

UNIVERSIDAD NACIONAL DE SAN AGUST NALBAILERA ESTRUCTURALDistribucin Sismo Moderado

104.54

115.14


12/76

UNIVERSIDAD NACIONAL DE SAN AGUSTNALBAILERA ESTRUCTURALCentro de Masas

Muros Longitud Espesor AREA Altura Peso X PxXEfectiva (m) (m) (m2) (m) (tn) (m)

X 1 1.614 0.150 0.242 2.400 1.046 5.954 6.226

X 2 1.472 0.150 0.221 2.400 0.954 9.143 8.721

X 3 2.152 0.150 0.323 2.400 1.395 8.710 12.148

X 4 2.398 0.250 0.600 2.400 2.590 1.125 2.914

X 5 1.500 0.150 0.225 2.400 0.972 4.825 4.690

X 6 (placa) 1.500 0.150 0.225 2.400 1.296 4.825 6.253

X 7 2.500 0.250 0.625 2.400 2.700 1.925 5.197

X 8(placa) 2.659 0.150 0.399 2.400 2.298 6.280 14.428

X 9 1.418 0.150 0.213 2.400 0.919 9.093 8.356

X 10(placa) 2.340 0.150 0.351 2.400 2.022 8.816 17.823

X 11(placa) 2.659 0.150 0.399 2.400 2.298 4.359 10.015

Y 1 4.588 0.150 0.688 2.400 2.973 0.075 0.223

Y 2 7.300 0.150 1.095 2.400 4.730 0.075 0.355Y 3 3.458 0.150 0.519 2.400 2.241 0.075 0.168

Y 4(placa) 1.896 0.150 0.284 2.400 1.638 3.100 5.077

Y 5(placa) 1.650 0.150 0.248 2.400 1.426 4.150 5.916

Y 6(placa) 2.000 0.150 0.300 2.400 1.728 4.225 7.301

Y 7(placa) 1.400 0.150 0.210 2.400 1.210 4.150 5.020

Y 8(placa) 2.150 0.150 0.323 2.400 1.858 5.750 10.681

Y 9 4.197 0.150 0.630 2.400 2.720 6.659 18.110

Y 10 4.367 0.150 0.655 2.400 2.829 7.659 21.672

Y 11 4.281 0.150 0.642 2.400 2.774 9.855 27.338

Y 12(placa) 1.500 0.150 0.225 2.400 1.296 9.855 12.772Y 13 6.123 0.150 0.918 2.400 3.968 9.855 39.101

Pesos = 49.877 Pesos * X= 250.504

X = 5.022 m

=PESOS

X.PESOSX


13/76

UNIVERSIDAD NACIONAL DE SAN AGUSTNALBAILERA ESTRUCTURALCentro de Masas

Muros Longitud Espesor AREA Altura Peso Y PxY

Efectiva (m) (m) (m2) (m) (tn) (m)

X 1 1.614 0.150 0.242 2.400 1.046 13.8162 14.446

X 2 1.472 0.150 0.221 2.400 0.954 13.816 13.179

X 3 2.152 0.150 0.323 2.400 1.395 9.970 13.905

X 4 2.398 0.250 0.600 2.400 2.590 8.595 22.261

X 5 1.500 0.150 0.225 2.400 0.972 8.041 7.816

X 6 (placa) 1.500 0.150 0.225 2.400 1.296 6.594 8.546

X 7 2.500 0.250 0.625 2.400 2.700 7.025 18.968

X 8(placa) 2.659 0.150 0.399 2.400 2.298 3.695 8.489

X 9 1.418 0.150 0.213 2.400 0.919 1.275 1.172

X 10(placa) 2.340 0.150 0.351 2.400 2.022 0.075 0.152

X 11(placa) 2.659 0.150 0.399 2.400 2.298 9.895 22.735

Y 1 4.588 0.150 0.688 2.400 2.973 10.760 31.987

Y 2 7.300 0.150 1.095 2.400 4.730 3.500 16.556Y 3 3.458 0.150 0.519 2.400 2.241 11.543 25.864

Y 4(placa) 1.896 0.150 0.284 2.400 1.638 8.035 13.159

Y 5(placa) 1.650 0.150 0.248 2.400 1.426 6.395 9.117

Y 6(placa) 2.000 0.150 0.300 2.400 1.728 4.344 7.507

Y 7(placa) 1.400 0.150 0.210 2.400 1.210 0.550 0.665

Y 8(placa) 2.150 0.150 0.323 2.400 1.858 7.045 13.088

Y 9 4.197 0.150 0.630 2.400 2.720 11.965 32.539

Y 10 4.367 0.150 0.655 2.400 2.829 1.735 4.909

Y 11 4.281 0.150 0.642 2.400 2.774 12.077 33.501

Y 12(placa) 1.500 0.150 0.225 2.400 1.296 9.220 11.949Y 13 6.123 0.150 0.918 2.400 3.968 2.910 11.547

Pesos = 49.877 Pesos * Y= 344.057

Y = 6.898 m

=PESOS

Y.PESOSY


14/76

UNIVERSIDAD NACIONAL DE SAN AGUST NALBAILERA ESTRUCTURALDistribucin de Cortante Directo

Rigidez y centro de rigidecesEc = 15000 (fc)^0.5 Ec = 2173707 Ton/m2

Em = 500 f'm Em = 325000 Ton/m2

6.69

1 Piso

h= 2.600 m.

Muros L(m) t(m) K Y KxY

X 1 1.614 0.000 0.000 13.816 0.000

X 2 1.472 0.000 0.000 13.816 0.000

X 3 2.152 0.140 4,261.688 9.970 42490.733

X 4 2.398 0.240 9,340.094 8.595 80281.840

X 5 1.500 0.140 1,747.928 8.041 14055.791

X 6 (placa) 1.500 0.140 11,690.718 6.594 77092.101

X 7 2.500 0.240 10,236.951 7.025 71914.583

X 8(placa) 2.659 0.140 45,611.565 3.695 168534.733

X 9 1.418 0.140 1,508.984 1.275 1923.955

X 10(placa) 2.340 0.140 34,502.097 0.075 2587.657

X 11(placa) 2.659 0.140 45,611.565 9.895 451344.682

= 164,511.591 = 910226.076

Ycr= 5.533 m.

Direccin Y

Muros L(m) t(m) K X KxX

Y 1 4.588 0.140 18,736.043 0.075 1405.203

Y 2 7.300 0.140 36,422.864 0.075 2731.715

Y 3 3.458 0.140 11,501.308 0.075 862.598

Y 4(placa) 1.896 0.140 21,077.528 3.100 65340.336

Y 5(placa) 1.650 0.140 14,933.866 4.150 61975.542

Y 6(placa) 2.000 0.140 23,984.782 4.225 101335.703

Y 7(placa) 1.400 0.140 9,756.182 4.150 40488.154

Y 8(placa) 2.150 0.140 28,435.969 5.750 163506.823Y 9 4.197 0.140 16,194.149 6.659 107840.076Y 10 4.367 0.140 17,295.193 7.659 132467.342

Y 11 4.281 0.140 16,738.465 9.855 164959.245

Y 12(placa) 1.500 0.140 11,690.718 9.855 115213.194

Y 13 6.123 0.140 28,794.206 9.855 283769.776

= 255,561.271 = 1241895.705

Para el analisis consideramos todos los muros envolado

=

L

h3

L

h4

tmK

3


15/76


Xcr= 4.859 m.


16/76

UNIVERSIDAD NACIONAL DE SAN AGUSTNALBAILERA ESTRUCTURALDistribucin de Cortante Directo

2 Piso

Direccin X h= 2.600 m.


X 1 1.614 0 0.000 13.816 0.00

X 2 1.472 0 0.000 13.816 0.00

X 3 2.152 0.14 4,261.688 9.970 42490.73

X 4 2.398 0.24 9,340.094 8.595 80281.84

X 5 1.500 0.14 1,747.928 8.041 14055.79

X 6 (placa) 1.500 0.14 11,690.718 6.594 77092.10

X 7 2.500 0.24 10,236.951 7.025 71914.58

X 8(placa) 2.659 0.14 45,611.565 3.695 168534.73

X 9 1.418 0.14 1,508.984 1.275 1923.96

X 10(placa) 2.340 0.14 34,502.097 0.075 2587.66

X 11(placa) 2.659 0.14 45,611.565 9.895 451344.68

= 164,511.591 = 910226.08

Ycr= 5.533 m.

Direccin Y


Y 1 4.588 0.140 18,736.043 0.075 1405.203

Y 2 7.300 0.140 36,422.864 0.075 2731.715

Y 3 3.458 0.140 11,501.308 0.075 862.598

Y 4(placa) 1.896 0.140 21,077.528 3.100 65340.336

Y 5(placa) 1.650 0.140 14,933.866 4.150 61975.542

Y 6(placa) 2.000 0.140 23,984.782 4.225 101335.703

Y 7(placa) 1.400 0.140 9,756.182 4.150 40488.154

Y 8(placa) 2.150 0.140 28,435.969 5.750 163506.823Y 9 4.197 0.140 16,194.149 6.659 107840.076

Y 10 4.367 0.140 17,295.193 7.659 132467.342

Y 11 4.281 0.140 16,738.465 9.855 164959.245

Y 12(placa) 1.500 0.140 11,690.718 9.855 115213.194

Y 13 6.123 0.140 28,794.206 9.855 283769.776

= 255,561.271 = 1241895.705

Xcr= 4.859 m.


17/76


3 Piso


Muros L(m) t(m) K Y KxYX 1 1.614 0 0.000 13.816 0.00

X 2 1.472 0 0.000 13.816 0.00

X 3 2.152 0.14 4,261.688 9.970 42490.73

X 4 2.398 0.24 9,340.094 8.595 80281.84

X 5 1.500 0.14 1,747.928 8.041 14055.79

X 6 (placa) 1.500 0.14 11,690.718 6.594 77092.10

X 7 2.500 0.24 10,236.951 7.025 71914.58

X 8(placa) 2.659 0.14 45,611.565 3.695 168534.73

X 9 1.418 0.14 1,508.984 1.275 1923.96

X 10(placa) 2.340 0.14 34,502.097 0.075 2587.66

X 11(placa) 2.659 0.14 45,611.565 9.895 451344.68

= 164,511.591 = 910226.08

Ycr= 5.533 m.

Direccin Y


Y 1 4.588 0.140 18,736.043 0.075 1405.203

Y 2 7.300 0.140 36,422.864 0.075 2731.715

Y 3 3.458 0.140 11,501.308 0.075 862.598

Y 4(placa) 1.896 0.140 21,077.528 3.100 65340.336

Y 5(placa) 1.650 0.140 14,933.866 4.150 61975.542

Y 6(placa) 2.000 0.140 23,984.782 4.225 101335.703

Y 7(placa) 1.400 0.140 9,756.182 4.150 40488.154

Y 8(placa) 2.150 0.140 28,435.969 5.750 163506.823

Y 9 4.197 0.140 16,194.149 6.659 107840.076Y 10 4.367 0.140 17,295.193 7.659 132467.342

Y 11 4.281 0.140 16,738.465 9.855 164959.245

Y 12(placa) 1.500 0.140 11,690.718 9.855 115213.194

Y 13 6.123 0.140 28,794.206 9.855 283769.776

= 255,561.271 = 1241895.705

Xcr= 4.859 m.


18/76


4 Piso



X 1 1.614 0 0.000 13.816 0.00

X 2 1.472 0 0.000 13.816 0.00

X 3 2.152 0.14 4,261.688 9.970 42490.73

X 4 2.398 0.24 9,340.094 8.595 80281.84

X 5 1.500 0.14 1,747.928 8.041 14055.79

X 6 (placa) 1.500 0.14 11,690.718 6.594 77092.10

X 7 2.500 0.24 10,236.951 7.025 71914.58

X 8(placa) 2.659 0.14 45,611.565 3.695 168534.73

X 9 1.418 0.14 1,508.984 1.275 1923.96

X 10(placa) 2.340 0.14 34,502.097 0.075 2587.66

X 11(placa) 2.659 0.14 45,611.565 9.895 451344.68

= 164,511.591 = 910226.08

Ycr= 5.533 m.

Direccin Y


Y 1 4.588 0.140 18,736.043 0.075 1405.203

Y 2 7.300 0.140 36,422.864 0.075 2731.715

Y 3 3.458 0.140 11,501.308 0.075 862.598

Y 4(placa) 1.896 0.140 21,077.528 3.100 65340.336

Y 5(placa) 1.650 0.140 14,933.866 4.150 61975.542

Y 6(placa) 2.000 0.140 23,984.782 4.225 101335.703

Y 7(placa) 1.400 0.140 9,756.182 4.150 40488.154

Y 8(placa) 2.150 0.140 28,435.969 5.750 163506.823Y 9 4.197 0.140 16,194.149 6.659 107840.076

Y 10 4.367 0.140 17,295.193 7.659 132467.342

Y 11 4.281 0.140 16,738.465 9.855 164959.245

Y 12(placa) 1.500 0.140 11,690.718 9.855 115213.194

Y 13 6.123 0.140 28,794.206 9.855 283769.776

= 255,561.271 = 1241895.705

Xcr= 4.859 m.


19/76


Muros 1 Piso 2 Piso 3 Piso 4 Piso

X 1 0.000 0.000 0.000 0.000

X 2 0.000 0.000 0.000 0.000X 3 2.983 2.708 2.159 1.335

X 4 6.537 5.935 4.731 2.926

X 5 1.223 1.111 0.885 0.548

X 6 (placa) 8.182 7.429 5.922 3.662

X 7 7.165 6.505 5.186 3.207

X 8(placa) 31.924 28.985 23.106 14.287

X 9 1.056 0.959 0.764 0.473

X 10(placa) 24.148 21.925 17.478 10.807

X 11(placa) 31.924 28.985 23.106 14.287

Y 1 8.442 7.664 6.110 3.778

Y 2 16.410 14.899 11.877 7.344

Y 3 5.182 4.705 3.751 2.319

Y 4(placa) 9.497 8.622 6.873 4.250Y 5(placa) 6.728 6.109 4.870 3.011

Y 6(placa) 10.806 9.811 7.821 4.836

Y 7(placa) 4.396 3.991 3.181 1.967

Y 8(placa) 12.812 11.632 9.273 5.734

Y 9 7.296 6.624 5.281 3.265

Y 10 7.792 7.075 5.640 3.487

Y 11 7.542 6.847 5.458 3.375

Y 12(placa) 5.267 4.782 3.812 2.357

Y 13 12.973 11.779 9.390 5.806

RESUMEN DE CORTANTES DIRECTOS EN MUROS


20/76


Distribucion del Cortante Directo

Fuerza Elstica

1 Piso

V= 115.14

K % Vd

0.000 0.00 0.000

0.000 0.00 0.000

4,261.688 2.59 2.983

9,340.094 5.68 6.537

1,747.928 1.06 1.223

11,690.718 7.11 8.182

10,236.951 6.22 7.165

45,611.565 27.73 31.924

1,508.984 0.92 1.056

34,502.097 20.97 24.148

45,611.565 27.73 31.924

= 164,511.591 = 115.144 Ok!

K % Vd

18,736.043 7.33 8.442

36,422.864 14.25 16.410

11,501.308 4.50 5.182

21,077.528 8.25 9.497

14,933.866 5.84 6.728

23,984.782 9.39 10.806

9,756.182 3.82 4.396

28,435.969 11.13 12.81216,194.149 6.34 7.29617,295.193 6.77 7.792

16,738.465 6.55 7.542

11,690.718 4.57 5.267

28,794.206 11.27 12.973

= 255,561.271 = 115.144 Ok!

pisoporacumuladoD VKi

KiV =


21/76



22/76


2 Piso

V= 104.54

K % Vd

0.000 0.00 0.000

0.000 0.00 0.000

4,261.688 2.59 2.708

9,340.094 5.68 5.935

1,747.928 1.06 1.111

11,690.718 7.11 7.429

10,236.951 6.22 6.505

45,611.565 27.73 28.985

1,508.984 0.92 0.959

34,502.097 20.97 21.925

45,611.565 27.73 28.985

= 164,511.591 = 104.542 Ok!

K % Vd

18,736.043 7.33 7.664

36,422.864 14.25 14.899

11,501.308 4.50 4.705

21,077.528 8.25 8.622

14,933.866 5.84 6.109

23,984.782 9.39 9.811

9,756.182 3.82 3.991

28,435.969 11.13 11.63216,194.149 6.34 6.624

17,295.193 6.77 7.075

16,738.465 6.55 6.847

11,690.718 4.57 4.782

28,794.206 11.27 11.779

= 255,561.271 = 104.542 Ok!


23/76


3 Piso

V= 83.34

K % Vd0.000 0.00 0.000

0.000 0.00 0.000

4,261.688 2.59 2.159

9,340.094 5.68 4.731

1,747.928 1.06 0.885

11,690.718 7.11 5.922

10,236.951 6.22 5.186

45,611.565 27.73 23.106

1,508.984 0.92 0.764

34,502.097 20.97 17.478

45,611.565 27.73 23.106

= 164,511.591 = 83.337 Ok!

K % Vd

18,736.043 7.33 6.110

36,422.864 14.25 11.877

11,501.308 4.50 3.751

21,077.528 8.25 6.873

14,933.866 5.84 4.870

23,984.782 9.39 7.821

9,756.182 3.82 3.181

28,435.969 11.13 9.273

16,194.149 6.34 5.28117,295.193 6.77 5.640

16,738.465 6.55 5.458

11,690.718 4.57 3.812

28,794.206 11.27 9.390

= 255,561.271 = 83.337 Ok!


24/76


4 Piso

V= 51.53

K % Vd

0.000 0.00 0.000

0.000 0.00 0.000

4,261.688 2.59 1.335

9,340.094 5.68 2.926

1,747.928 1.06 0.548

11,690.718 7.11 3.662

10,236.951 6.22 3.207

45,611.565 27.73 14.287

1,508.984 0.92 0.473

34,502.097 20.97 10.807

45,611.565 27.73 14.287

= 164,511.591 = 51.531 Ok!

K % Vd

18,736.043 7.33 3.778

36,422.864 14.25 7.344

11,501.308 4.50 2.319

21,077.528 8.25 4.250

14,933.866 5.84 3.011

23,984.782 9.39 4.836

9,756.182 3.82 1.967

28,435.969 11.13 5.73416,194.149 6.34 3.265

17,295.193 6.77 3.487

16,738.465 6.55 3.375

11,690.718 4.57 2.357

28,794.206 11.27 5.806

= 255,561.271 = 51.531 Ok!


25/76



26/76

UNIVERSIDAD NACIONAL DE SAN AGUST NALBAILERA ESTRUCTURALExcentricidad y Momento Torsor

Excentricidad de Diseo

Piso Xcr Ycr Xcm Ycm ex ey1 4.859 5.533 5.022 6.898 -0.163 -1.365

2 4.859 5.533 5.022 6.898 -0.163 -1.365

3 4.859 5.533 5.022 6.898 -0.163 -1.3654 4.859 5.533 5.022 6.898 -0.163 -1.365

Piso X Y exacc eyacc1 10.022 13.200 0.066 0.501

2 10.022 13.200 0.066 0.501

3 10.022 13.200 0.066 0.5014 10.022 13.200 0.066 0.501

Exc. DePiso ex ey exacc eyacc caso 1 caso 2 ex caso 1 caso 2 ey Diseo

1 -0.163 -1.365 0.066 0.501 -0.178 -0.229 0.229 -1.547 -1.866 1.866 1.866

2 -0.163 -1.365 0.066 0.501 -0.178 -0.229 0.229 -1.547 -1.866 1.866 1.866

3 -0.163 -1.365 0.066 0.501 -0.178 -0.229 0.229 -1.547 -1.866 1.866 1.8664 -0.163 -1.365 0.066 0.501 -0.178 -0.229 0.229 -1.547 -1.866 1.866 1.866

Exc. Terica

Exc. Accidental

Exc. Terica Exc. Accidental Exc. De Diseo en X Exc. De Diseo en Y

YcmYcry

XcmXcrx

Terica

ee

=

=

L0.05yacc

L0.05xacc

Accidental

ee

=

= 2)(casoxaccx1)(casoxaccx

XenDiseodeExc.

eee1.5e

2)(casoyaccy

1)(casoyaccy

YenDiseodeExc.

eee1.5e


27/76


Momentos Torsores

Piso e Vp MT(tn.m)1 1.866 115.144 214.896

2 1.866 104.542 195.108

3 1.866 83.337 155.5344 1.866 51.531 96.173

1 Piso MT = 214.896 tn.m

Muros K Y Ycr d Kxd Kd^2 Muros Vt

X 1 0.000 13.816 5.533 8.283 0.000 0.000 X 1 0.000

X 2 0.000 13.816 5.533 8.283 0.000 0.000 X 2 0.000

X 3 4261.688 9.970 5.533 4.438 18911.243 83918.653 X 3 0.733

X 4 9340.094 8.595 5.533 3.063 28604.043 87599.899 X 4 1.108

X 5 1747.928 8.041 5.533 2.509 4384.679 10998.971 X 5 0.170X 6 (placa) 11690.718 6.594 5.533 1.061 12408.536 13170.428 X 6 (placa) 0.481

X 7 10236.951 7.025 5.533 1.492 15274.562 22791.183 X 7 0.592

X 8(placa) 45611.565 3.695 5.533 1.838 83829.466 154070.121 X 8(placa) 3.247

X 9 1508.984 1.275 5.533 4.258 6425.103 27357.444 X 9 0.249

X 10(placa) 34502.097 0.075 5.533 5.458 188308.975 1027771.434 X 10 7.294

X 11(placa) 45611.565 9.895 5.533 4.363 198980.483 868052.484 X 11(placa) 7.708

= 2295730.617

Cortante por Torsion

ePMT =

Y-Yd= M)2d(K

dKVT

=


28/76


Muros K X Xcr d Kxd Kd^2 Muros Vt

Y 1 18736.043 0.075 4.859 4.784 89642.283 428891.996 Y 1 3.472

Y 2 36422.864 0.075 4.859 4.784 174264.581 833765.961 Y 2 6.750

Y 3 11501.308 0.075 4.859 4.784 55027.817 263279.666 Y 3 2.132

Y 4(placa) 21077.528 3.100 4.859 1.759 37085.556 65251.413 Y 4(placa) 1.437

Y 5(placa) 14933.866 4.150 4.859 0.709 10595.327 7517.206 Y 5 0.410

Y 6(placa) 23984.782 4.225 4.859 0.634 15217.941 9655.528 Y 6 0.589

Y 7(placa) 9756.182 4.150 4.859 0.709 6921.847 4910.934 Y 7(placa) 0.268

Y 8(placa) 28435.969 5.750 4.859 0.891 25322.708 22550.297 Y 9(placa) 0.981

Y 9 16194.149 6.659 4.859 1.800 29144.882 52452.533 Y 10 1.129

Y 10 17295.193 7.659 4.859 2.800 48421.642 135566.884 Y 11 1.876

Y 11 16738.465 9.855 4.859 4.996 83618.956 417728.260 Y 12 3.239Y 12(placa) 11690.718 9.855 4.859 4.996 58402.346 291755.743 Y 13 2.262

Y 13 28794.206 9.855 4.859 4.996 143844.817 718593.585 Y 14 5.572

= 3251920.006

(K*d^2)= 5547650.624

2 Piso MT = 195.108 tn


X 1 0.000 13.816 5.533 8.283 0.000 0.000 X 1 0.000

X 2 0.000 13.816 5.533 8.283 0.000 0.000 X 2 0.000

X 3 4261.688 9.970 5.533 4.438 18911.243 83918.653 X 3 0.665X 4 9340.094 8.595 5.533 3.063 28604.043 87599.899 X 4 1.006

X 5 1747.928 8.041 5.533 2.509 4384.679 10998.971 X 5 0.154

X 6 (placa) 11690.718 6.594 5.533 1.061 12408.536 13170.428 X 6 (placa) 0.436

X 7 10236.951 7.025 5.533 1.492 15274.562 22791.183 X 7 0.537

X 8(placa) 45611.565 3.695 5.533 1.838 83829.466 154070.121 X 8(placa) 2.948

X 9 1508.984 1.275 5.533 4.258 6425.103 27357.444 X 9 0.226

X 10(placa) 34502.097 0.075 5.533 5.458 188308.975 1027771.434 X 10 6.623

X 11(placa) 45611.565 9.895 5.533 4.363 198980.483 868052.484 X 11(placa) 6.998

= 2295730.617



29/76


Y 1 18736.043 0.075 4.859 4.784 89642.283 428891.996 Y 1 3.153

Y 2 36422.864 0.075 4.859 4.784 174264.581 833765.961 Y 2 6.129

Y 3 11501.308 0.075 4.859 4.784 55027.817 263279.666 Y 3 1.935

Y 4(placa) 21077.528 3.100 4.859 1.759 37085.556 65251.413 Y 4(placa) 1.304

Y 5(placa) 14933.866 4.150 4.859 0.709 10595.327 7517.206 Y 5 0.373

Y 6(placa) 23984.782 4.225 4.859 0.634 15217.941 9655.528 Y 6 0.535

Y 7(placa) 9756.182 4.150 4.859 0.709 6921.847 4910.934 Y 7(placa) 0.243

Y 8(placa) 28435.969 5.750 4.859 0.891 25322.708 22550.297 Y 9(placa) 0.891

Y 9 16194.149 6.659 4.859 1.800 29144.882 52452.533 Y 10 1.025

Y 10 17295.193 7.659 4.859 2.800 48421.642 135566.884 Y 11 1.703

Y 11 16738.465 9.855 4.859 4.996 83618.956 417728.260 Y 12 2.941

Y 12(placa) 11690.718 9.855 4.859 4.996 58402.346 291755.743 Y 13 2.054

Y 13 28794.206 9.855 4.859 4.996 143844.817 718593.585 Y 14 5.059= 3251920.006

(K*d^2)= 5547650.624

3 Piso MT = 155.534 tn


X 1 0.000 13.816 5.533 8.283 0.000 0.000 X 1 0.000

X 2 0.000 13.816 5.533 8.283 0.000 0.000 X 2 0.000

X 3 4261.688 9.970 5.533 4.438 18911.243 83918.653 X 3 0.530

X 4 9340.094 8.595 5.533 3.063 28604.043 87599.899 X 4 0.802

X 5 1747.928 8.041 5.533 2.509 4384.679 10998.971 X 5 0.123X 6 (placa) 11690.718 6.594 5.533 1.061 12408.536 13170.428 X 6 (placa) 0.348

X 7 10236.951 7.025 5.533 1.492 15274.562 22791.183 X 7 0.428

X 8(placa) 45611.565 3.695 5.533 1.838 83829.466 154070.121 X 8(placa) 2.350

X 9 1508.984 1.275 5.533 4.258 6425.103 27357.444 X 9 0.180

X 10(placa) 34502.097 0.075 5.533 5.458 188308.975 1027771.434 X 10 5.279

X 11(placa) 45611.565 9.895 5.533 4.363 198980.483 868052.484 X 11(placa) 5.579

= 2295730.617


30/76



Y 1 18736.043 0.075 4.859 4.784 89642.283 428891.996 Y 1 2.513

Y 2 36422.864 0.075 4.859 4.784 174264.581 833765.961 Y 2 4.886

Y 3 11501.308 0.075 4.859 4.784 55027.817 263279.666 Y 3 1.543

Y 4(placa) 21077.528 3.100 4.859 1.759 37085.556 65251.413 Y 4(placa) 1.040

Y 5(placa) 14933.866 4.150 4.859 0.709 10595.327 7517.206 Y 5 0.297

Y 6(placa) 23984.782 4.225 4.859 0.634 15217.941 9655.528 Y 6 0.427

Y 7(placa) 9756.182 4.150 4.859 0.709 6921.847 4910.934 Y 7(placa) 0.194

Y 8(placa) 28435.969 5.750 4.859 0.891 25322.708 22550.297 Y 9(placa) 0.710

Y 9 16194.149 6.659 4.859 1.800 29144.882 52452.533 Y 10 0.817

Y 10 17295.193 7.659 4.859 2.800 48421.642 135566.884 Y 11 1.358

Y 11 16738.465 9.855 4.859 4.996 83618.956 417728.260 Y 12 2.344

Y 12(placa) 11690.718 9.855 4.859 4.996 58402.346 291755.743 Y 13 1.637Y 13 28794.206 9.855 4.859 4.996 143844.817 718593.585 Y 14 4.033

Y 14 = 3251920.006

(K*d^2)= 5547650.624

4 Piso MT = 96.173 tn


X 1 0.000 13.816 5.533 8.283 0.000 0.000 X 1 0.000

X 2 0.000 13.816 5.533 8.283 0.000 0.000 X 2 0.000

X 3 4261.688 9.970 5.533 4.438 18911.243 83918.653 X 3 0.328

X 4 9340.094 8.595 5.533 3.063 28604.043 87599.899 X 4 0.496X 5 1747.928 8.041 5.533 2.509 4384.679 10998.971 X 5 0.076

X 6 (placa) 11690.718 6.594 5.533 1.061 12408.536 13170.428 X 6 (placa) 0.215

X 7 10236.951 7.025 5.533 1.492 15274.562 22791.183 X 7 0.265

X 8(placa) 45611.565 3.695 5.533 1.838 83829.466 154070.121 X 8(placa) 1.453

X 9 1508.984 1.275 5.533 4.258 6425.103 27357.444 X 9 0.111

X 10(placa) 34502.097 0.075 5.533 5.458 188308.975 1027771.434 X 10 3.264

X 11(placa) 45611.565 9.895 5.533 4.363 198980.483 868052.484 X 11(placa) 3.449

= 2295730.617


Y 1 18736.043 0.075 4.859 4.784 89642.283 428891.996 Y 1 1.554


31/76


Y 2 36422.864 0.075 4.859 4.784 174264.581 833765.961 Y 2 3.021

Y 3 11501.308 0.075 4.859 4.784 55027.817 263279.666 Y 3 0.954

Y 4(placa) 21077.528 3.100 4.859 1.759 37085.556 65251.413 Y 4(placa) 0.643

Y 5(placa) 14933.866 4.150 4.859 0.709 10595.327 7517.206 Y 5 0.184

Y 6(placa) 23984.782 4.225 4.859 0.634 15217.941 9655.528 Y 6 0.264

Y 7(placa) 9756.182 4.150 4.859 0.709 6921.847 4910.934 Y 7(placa) 0.120

Y 8(placa) 28435.969 5.750 4.859 0.891 25322.708 22550.297 Y 9(placa) 0.439

Y 9 16194.149 6.659 4.859 1.800 29144.882 52452.533 Y 10 0.505

Y 10 17295.193 7.659 4.859 2.800 48421.642 135566.884 Y 11 0.839

Y 11 16738.465 9.855 4.859 4.996 83618.956 417728.260 Y 12 1.450

Y 12(placa) 11690.718 9.855 4.859 4.996 58402.346 291755.743 Y 13 1.012

Y 13 28794.206 9.855 4.859 4.996 143844.817 718593.585 Y 14 2.494

= 3251920.006

(K*d^2)= 5547650.624

Muros 1 Piso 2 Piso 3 Piso 4 Piso

X 1 0.000 0.000 0.000 0.000

X 2 0.000 0.000 0.000 0.000

X 3 0.733 0.665 0.530 0.328

X 4 1.108 1.006 0.802 0.496

X 5 0.170 0.154 0.123 0.076

X 6 (placa) 0.481 0.436 0.348 0.215X 7 0.592 0.537 0.428 0.265

X 8(placa) 3.247 2.948 2.350 1.453

X 9 0.249 0.226 0.180 0.111

X 10(placa) 7.294 6.623 5.279 3.264

X 11(placa) 7.708 6.998 5.579 3.449

Y 1 3.472 3.153 2.513 1.554

Y 2 6.750 6.129 4.886 3.021

Y 3 2.132 1.935 1.543 0.954

Y 4(placa) 1.437 1.304 1.040 0.643

Y 5(placa) 0.410 0.373 0.297 0.184

Y 6(placa) 0.589 0.535 0.427 0.264

RESUMEN CORTANTES POR TORSION EN MUROS


32/76


Y 7(placa) 0.268 0.243 0.194 0.120

Y 8(placa) 0.981 0.891 0.710 0.439

Y 9 1.129 1.025 0.817 0.505

Y 10 1.876 1.703 1.358 0.839

Y 11 3.239 2.941 2.344 1.450

Y 12(placa) 2.262 2.054 1.637 1.012

Y 13 5.572 5.059 4.033 2.494


33/76

UNIVERSIDAD NACIONAL DE SAN AGUSTNALBAILERA ESTRUCTURALDiseo de Muros de Albailera

CARACTERISTICAS DE LOS MATERIALES Pesos Unitarios

Concreto 2.400 Tn/m3

f'c = 2100.00 tn/m2 Albaileria 1.800 Tn/m3

f'm = 650.00 tn/m2 Piso terminado 0.100 Tn/m2

v'm = 83.00 tn/m2 S/c techo tipico 0.200 Tn/m2

f'b = 1450.00 tn/m2 8 8.06 Kg/cm^2 ok! S/c Azotea 0.100 Tn/m2

Ec= 2173706.51 S/c escalera 0.300 Tn/m2

Em= 325000.00 Aligerado 0.300 Tn/m2

n= 6.69 % Sobre carga 0.25

Peso aligerado tipico = 0.35 Tn/m2

Peso aligerado Azotea = 0.33 Tn/m2

para unidades de arcilla Peso losa macisa = 0.53 Tn/m2

Muros 1 Piso 2 Piso 3 Piso 4 PisoX 1 0.000 0.000 0.000 0.000X 2 0.000 0.000 0.000 0.000X 3 3.715 3.373 2.689 1.663X 4 7.645 6.941 5.533 3.422X 5 1.393 1.265 1.008 0.624

X 6 (placa) 8.663 7.865 6.270 3.877X 7 7.757 7.042 5.614 3.471

X 8(placa) 35.171 31.933 25.456 15.740X 9 1.305 1.185 0.945 0.584

X 10(placa) 31.443 28.548 22.757 14.072X 11(placa) 39.632 35.983 28.684 17.737

Y 1 11.914 10.817 8.623 5.332Y 2 23.161 21.028 16.763 10.365Y 3 7.314 6.640 5.293 3.273

Y 4(placa) 10.933 9.926 7.913 4.893Y 5(placa) 7.139 6.482 5.167 3.195Y 6(placa) 11.396 10.347 8.248 5.100Y 7(placa) 4.664 4.234 3.376 2.087Y 8(placa) 13.793 12.523 9.983 6.173

Y 9 8.425 7.650 6.098 3.771Y 10 9.668 8.778 6.997 4.327Y 11 10.781 9.788 7.803 4.825

Y 12(placa) 7.530 6.836 5.450 3.370Y 13 18.545 16.838 13.422 8.300

RESISTENCIA AL AGRIETAMIENTO DIAGONAL

RESUMEN CORTANTES FINALES EN CADA MURO

mf'mv'

1L.Ve

3

1 =Me

PgLtmv *23.0***'*5.0Vm =

DT VVV =


34/76


Muro X 1 Se apoyan en el volh Piso = 2.60 m. altura de entrepiso Ancho= 0.500 m. Ancho TributarioV

Piso L(m) t(m) Pg Ve Me Vm V1 1.614 0.140 5.501 0.000 0.000 0.000 1.265 OK! Control de Fisuracin2 1.614 0.140 4.243 0.000 0.000 0.000 0.976 OK! Control de Fisuracin3 1.614 0.140 2.984 0.000 0.000 0.000 0.686 OK! Control de Fisuracin4 1.614 0.140 1.726 0.000 0.000 0.000 0.397 OK! Control de Fisuracin

Muro X 2 Se apoyan en el volh Piso = 2.60 m. altura de entrepiso Ancho= 0.500 m. Ancho Tributario

V

Piso L(m) t(m) Pg Ve Me Vm V1 1.472 0.000 1.012 0.000 0.000 0.000 0.233 OK! Control de Fisuracin2 1.472 0.000 0.754 0.000 0.000 0.000 0.174 OK! Control de Fisuracin3 1.472 0.000 0.497 0.000 0.000 0.000 0.114 OK! Control de Fisuracin

4 1.472 0.000 0.239 0.000 0.000 0.000 0.055 OK! Control de Fisuracin

Muro X 3h Piso = 2.60 m. altura de entrepiso Ancho= 1.000 m. Ancho Tributario

V

Piso L(m) t(m) Pg Ve Me Vm V1 2.152 0.140 8.817 3.715 9.660 0.828 12.379 OK! Control de Fisuracin2 2.152 0.140 6.762 3.373 8.770 0.828 11.906 OK! Control de Fisuracin3 2.152 0.140 4.707 2.689 6.992 0.828 11.433 OK! Control de Fisuracin4 2.152 0.140 2.652 1.663 4.323 0.828 10.961 OK! Control de Fisuracin

meVV 55.0

meVV 55.0

meVV 55.0

- Para cada muro verificamos que cumpla con el control de fisuracion Ve


35/76



Piso L(m) t(m) Pg Ve Me Vm1 2.398 0.240 14.485 7.645 19.878 0.922 25.360 OK! Control de Fisuracin2 2.398 0.240 11.160 6.941 18.047 0.922 24.595 OK! Control de Fisuracin3 2.398 0.240 7.834 5.533 14.387 0.922 23.830 OK! Control de Fisuracin4 2.398 0.240 4.509 3.422 8.896 0.922 23.065 OK! Control de Fisuracin


Piso L(m) t(m) Pg Ve Me Vm

1 1.500 0.140 6.145 1.393 3.622 0.577 6.441 OK! Control de Fisuracin2 1.500 0.140 4.713 1.265 3.289 0.577 6.112 OK! Control de Fisuracin3 1.500 0.140 3.281 1.008 2.622 0.577 5.782 OK! Control de Fisuracin4 1.500 0.140 1.848 0.624 1.621 0.577 5.453 OK! Control de Fisuracin

Muro X 6 (placa)h Piso = 2.60 m. altura de entrepiso Ancho= 1.000 m. Ancho Tributario

Piso L(m) t(m) Pg Ve Me Vm1 1.500 0.150 7.895 8.663 22.524 0.577 37.846 Diseo por C. A2 1.500 0.150 6.074 7.865 20.450 0.577 37.4273 1.500 0.150 4.253 6.270 16.302 0.577 37.0084 1.500 0.150 2.432 3.877 10.080 0.577 36.589

Muro X 7

h Piso = 2.60 m. altura de entrepiso Ancho= 1.000 m. Ancho Tributario


meVV 55.0

meVV 55.0

meVV 55.0


36/76

UNIVERSIDAD NACIONAL DE SAN AGUST NALBAILERA ESTRUCTURALDiseo de Muros de Albailera

Muro X 8(placa)h Piso = 2.60 m. altura de entrepiso Ancho= 1.000 m. Ancho Tributario




1 1.418 0.140 5.809 1.305 3.393 0.545 5.830 OK! Control de Fisuracin2 1.418 0.140 4.455 1.185 3.081 0.545 5.519 OK! Control de Fisuracin3 1.418 0.140 3.101 0.945 2.456 0.545 5.207 OK! Control de Fisuracin4 1.418 0.140 1.747 0.584 1.519 0.545 4.896 OK! Control de Fisuracin

Muro X 10(placa)h Piso = 2.60 m. altura de entrepiso Ancho= 0.500 m. Ancho Tributario


Muro X 11(placa)


Piso L(m) t(m) Pg Ve Me Vm1 2.659 0.150 13.995 39.632 103.043 1.000 113.9342 2.659 0.150 10.767 35.983 93.555 1.000 113.1923 2.659 0.150 7.539 28.684 74.579 1.000 112.4494 2.659 0.150 4.311 17.737 46.115 1.000 111.707

meVV 55.0


37/76


Muro Y 1h Piso = 2.60 m. altura de entrepiso Ancho= 1.704 m. Ancho Tributario


Muro Y 2 Este Muro no cumple con la especificacion de la Norma de que L


38/76




Muro Y 4(placa)h Piso = 2.60 m. altura de entrepiso Ancho= 1.650 m. Ancho Tributario


1 1.896 0.150 11.670 10.933 28.426 0.729 60.219 Diseo por C. A2 1.896 0.150 8.938 9.926 25.809 0.729 59.5913 1.896 0.150 6.205 7.913 20.574 0.729 58.9624 1.896 0.150 3.473 4.893 12.722 0.729 58.334



Muro Y 6(placa) Ancho= 0.460 m. Ancho Tributario losa macisa

h Piso = 2.60 m. altura de entrepiso Ancho= 2.000 m. Ancho Tributario losa aligerada


meVV 55.0


39/76


Muro Y 7(placa) Ancho= 0.460 m. Ancho Tributario losa macisah Piso = 2.60 m. altura de entrepiso Ancho= 2.000 m. Ancho Tributario losa aligerada




1 2.150 0.150 10.207 13.793 35.861 0.827 76.370 Diseo por C. A2 2.150 0.150 7.879 12.523 32.559 0.827 75.8343 2.150 0.150 5.551 9.983 25.955 0.827 75.2994 2.150 0.150 3.223 6.173 16.049 0.827 74.763



Muro Y 10



meVV 55.0

meVV 55.0


40/76






1 1.500 0.150 8.977 7.530 19.577 0.577 38.095 Diseo por C. A2 1.500 0.150 6.880 6.836 17.774 0.577 37.6133 1.500 0.150 4.784 5.450 14.169 0.577 37.1304 1.500 0.150 2.687 3.370 8.761 0.577 36.648

Muro Y 13 Este Muro no cumple con la especificacion de la Norma de que L


41/76


*Muro Y 13-Bh Piso = 2.60 m. altura de entrepiso Ancho= 1.063 m. Ancho Tributario


Piso

1 434.783 563.274 230.292 429.296 549.690 209.083 423.809 536.106 166.674 418.321 522.522 103.06

Ok! Resistencia al CorteOk! Resistencia al Corte

Ok! Resistencia al CorteOk! Resistencia al CorteOk! Resistencia al CorteOk! Resistencia al Corte

Ok! Resistencia al CorteOk! Resistencia al Corte

Verificacion en X Verificacion en Y

meVV 55.0

- Verificamos la resistencia al corte para cada entre piso :

Eimi VVXVmi YVmi EiV


42/76

UNIVERSIDAD NACIONAL DE SAN AGUST NALBAILERA ESTRUCTURAL

PARA EL DISEO DE LOS MUROSCalculadas anteriormente

Peso aligerPeso aligera

Peso lo

fm = 650.000.05*fm = 32.50

1er. Piso

Muros L(m) t(m) Vu Mu VmAncho

tributarioX 1 1.614 0.000 0.000 0.000 1.265 No Necesita As 0.500X 2 1.472 0.000 0.000 0.000 0.233 No Necesita As 0.500X 3 2.152 0.140 11.146 28.980 12.379 No Necesita As 1.000X 4 2.398 0.240 22.936 59.633 25.360 No Necesita As 1.000X 5 1.500 0.140 4.180 10.867 6.441 No Necesita As 1.000X 7 2.500 0.240 23.270 60.502 27.416 No Necesita As 1.000X 9 1.418 0.140 3.915 10.179 5.830 No Necesita As 1.000Y 1 4.588 0.140 31.997 83.193 31.997 Ref. de 0.1 % 1.704

Y2-A 3.450 0.140 24.386 63.404 24.386 Ref. de 0.1 % 2.000Y2-B 3.850 0.140 27.214 70.755 27.214 Ref. de 0.1 % 2.000Y 3 3.458 0.140 21.941 57.045 25.905 No Necesita As 3.338Y 9 4.197 0.140 25.276 65.717 31.251 No Necesita As 3.195Y 10 4.367 0.140 29.004 75.411 29.570 No Necesita As 1.063Y 11 4.281 0.140 29.665 77.129 29.665 Ref. de 0.1 % 1.562

Y13-A 3.061 0.140 20.732 53.904 20.732 Ref. de 0.1 % 1.063Y13-B 3.061 0.140 20.732 53.904 20.732 Ref. de 0.1 % 1.063

1. Verificacion de n

En este acpite disearemos todos los elementos de Albailera Confinada, los elementos placas de C.posteriormente.

1

1

e

meiui

V

VVV =

1

1

e

meiui

V

VMM =

321

1

e

m

VV

SeveroSismoDeMV uiui ,

Para esta parte del diseo tendremos que hacer las siguientes verificaciones:1. Verificacin de la necesidad de colocar refuerzo horizontal en los muros, sino se cumplen estas dos

2. Verificacin del agrietamiento diagonal en los entre pisos superiores, de no cumpkirse disearemos

mu VV

mu VV

mm

m ftL

P05.0

=

uimi VV

-


43/76


2do. Piso

Muros L(m) t(m) Vu Mu Vm Anchotributario

X 1 1.614 0.000 0.000 0.000 0.976 No Necesita As 0.500X 2 1.472 0.000 0.000 0.000 0.174 No Necesita As 0.500X 3 2.152 0.140 10.120 26.311 11.906 No Necesita As 1.000X 4 2.398 0.240 20.824 54.142 24.595 No Necesita As 1.000X 5 1.500 0.140 3.795 9.867 6.112 No Necesita As 1.000X 7 2.500 0.240 21.127 54.931 26.618 No Necesita As 1.000X 9 1.418 0.140 3.555 9.242 5.519 No Necesita As 1.000Y 1 4.588 0.140 29.051 75.533 30.730 No Necesita As 1.704

Y2-A 3.450 0.140 22.141 57.566 23.351 No Necesita As 2.000Y2-B 3.850 0.140 24.708 64.240 26.058 No Necesita As 2.000

Y 3 3.458 0.140 19.920 51.793 24.495 No Necesita As 3.338Y 9 4.197 0.140 22.949 59.666 29.588 No Necesita As 3.195Y 10 4.367 0.140 26.334 68.467 28.589 No Necesita As 1.063Y 11 4.281 0.140 26.934 70.027 28.531 No Necesita As 1.562


3er. Piso


tributarioX 1 1.614 0.000 0.000 0.000 0.686 No Necesita As 0.500

X 2 1.472 0.000 0.000 0.000 0.114 No Necesita As 0.500X 3 2.152 0.140 8.067 20.975 11.433 No Necesita As 1.000X 4 2.398 0.240 16.600 43.160 23.830 No Necesita As 1.000X 5 1.500 0.140 3.025 7.865 5.782 No Necesita As 1.000X 7 2.500 0.240 16.842 43.789 25.821 No Necesita As 1.000X 9 1.418 0.140 2.834 7.367 5.207 No Necesita As 1.000Y 1 4.588 0.140 23.159 60.213 29.462 No Necesita As 1.704

Y2-A 3.450 0.140 17.650 45.890 22.315 No Necesita As 2.000Y2-B 3.850 0.140 19.696 51.210 24.903 No Necesita As 2.000Y 3 3.458 0.140 15.880 41.288 23.085 No Necesita As 3.338Y 9 4.197 0.140 18.294 47.564 27.924 No Necesita As 3.195Y 10 4.367 0.140 20.992 54.580 27.608 No Necesita As 1.063

Y 11 4.281 0.140 21.471 55.824 27.398 No Necesita As 1.562Y13-A 3.061 0.140 15.005 39.014 19.357 No Necesita As 1.063Y13-B 3.061 0.140 15.005 39.014 19.357 No Necesita As 1.063

4to. Piso


tributario

mu VV

mu VV

mu VV

- . ,caso, se debe colocar una acero de refuerzo de 0.1%.


44/76


X 1 1.614 0.000 0.000 0.000 0.397 No Necesita As 0.500X 2 1.472 0.000 0.000 0.000 0.055 No Necesita As 0.500X 3 2.152 0.140 4.988 12.969 10.961 No Necesita As 1.000X 4 2.398 0.240 10.265 26.688 23.065 No Necesita As 1.000X 5 1.500 0.140 1.871 4.863 5.453 No Necesita As 1.000X 7 2.500 0.240 10.414 27.077 25.023 No Necesita As 1.000

X 9 1.418 0.140 1.752 4.556 4.896 No Necesita As 1.000Y 1 4.588 0.140 14.320 37.232 28.195 No Necesita As 1.704

Y2-A 3.450 0.140 10.914 28.375 21.280 No Necesita As 2.000Y2-B 3.850 0.140 12.179 31.665 23.747 No Necesita As 2.000Y 3 3.458 0.140 9.819 25.530 21.675 No Necesita As 3.338Y 9 4.197 0.140 11.312 29.411 26.261 No Necesita As 3.195Y 10 4.367 0.140 12.980 33.749 26.627 No Necesita As 1.063Y 11 4.281 0.140 13.276 34.518 26.264 No Necesita As 1.562



45/76


ado tipico = 0.500 Tn/m2 CM+CVo azotea = 0.400 Tn/m2 CM+CV

a macisa = 0.680 Tn/m2 CM+CVlbaileria = 1.800 Tn/m3

ton/m2

Pm m

1.130 0.000 No Necesita As1.030 0.000 No Necesita As8.871 29.440 No Necesita As

14.545 25.273 No Necesita As6.182 29.440 No Necesita As

15.164 25.273 No Necesita As5.845 29.440 No Necesita As

23.431 36.482 Ref. 0.1%19.050 39.440 Ref. 0.1%21.258 39.440 Ref. 0.1%25.569 52.817 Ref. 0.1%30.193 51.387 Ref. 0.1%18.380 30.067 No Necesita As21.009 35.055 Ref. 0.1%12.887 30.067 No Necesita As12.887 30.067 No Necesita As

ecesidad de colocar refuerzo

A seran diseados

condiciones tenemos que colocar refuerzo

los confinamientos con Vmi i>1

mm f 05.0


46/76


Pm m

1.130 0.000 No Necesita As Soporta Agr. diagonal1.030 0.000 No Necesita As Soporta Agr. diagonal7.569 25.120 No Necesita As Soporta Agr. diagonal

12.059 20.953 No Necesita As Soporta Agr. diagonal5.275 25.120 No Necesita As Soporta Agr. diagonal

12.572 20.953 No Necesita As Soporta Agr. diagonal4.987 25.120 No Necesita As Soporta Agr. diagonal

20.656 32.162 No Necesita As Soporta Agr. diagonal16.963 35.120 Ref. 0.1% Soporta Agr. diagonal18.930 35.120 Ref. 0.1% Soporta Agr. diagonal

23.478 48.497 Ref. 0.1% Soporta Agr. diagonal27.654 47.067 Ref. 0.1% Soporta Agr. diagonal15.739 25.747 No Necesita As Soporta Agr. diagonal18.420 30.735 No Necesita As Soporta Agr. diagonal11.035 25.747 No Necesita As Soporta Agr. diagonal11.035 25.747 No Necesita As Soporta Agr. diagonal

Pm m

0.726 0.000 No Necesita As Soporta Agr. diagonal

0.662 0.000 No Necesita As Soporta Agr. diagonal5.191 17.229 No Necesita As Soporta Agr. diagonal8.374 14.550 No Necesita As Soporta Agr. diagonal3.618 17.229 No Necesita As Soporta Agr. diagonal8.730 14.550 No Necesita As Soporta Agr. diagonal3.420 17.229 No Necesita As Soporta Agr. diagonal


12.489 20.838 No Necesita As Soporta Agr. diagonal7.557 17.632 No Necesita As Soporta Agr. diagonal7.557 17.632 No Necesita As Soporta Agr. diagonal

Pm m

mm f 05.0

mm f 05.0

mm f 05.0

uimi VV

uimi VV

uimi VV

,


47/76



1.854 9.337 No Necesita As Soporta Agr. diagonal7.289 11.349 No Necesita As Soporta Agr. diagonal5.890 12.194 No Necesita As Soporta Agr. diagonal6.573 12.194 No Necesita As Soporta Agr. diagonal7.754 16.016 No Necesita As Soporta Agr. diagonal9.170 15.608 No Necesita As Soporta Agr. diagonal5.817 9.516 No Necesita As Soporta Agr. diagonal6.557 10.941 No Necesita As Soporta Agr. diagonal4.079 9.516 No Necesita As Soporta Agr. diagonal4.079 9.516 No Necesita As Soporta Agr. diagonal


48/76

UNIVERSIDAD NACIONAL DE SAN AGUSTNALBAILERA ESTRUCTURALDiseo de elementos de confinamiento- 1Piso

Fy 4.20 ton/cm2Fc 0.21 ton/cm2 0.80

Desc.Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext.

PgVu = VmMut efec.h

LLmNcLtPgtFPcPt 19.429 0.000 15.150 0.000 6.416 0.000 11.094 0.000 3.657 0.000 2.334 0.000C 22.179 2.750 15.656 0.506 24.289 17.874 43.205 32.111 13.975 10.317 34.086 31.752T 0.000 0.000 0.000 0.000 2.641 9.057 6.531 17.625 0.515 4.172 14.316 16.650Vc 0.633 0.633 0.116 0.116 6.189 6.189 12.680 12.680 3.221 3.221 13.708 13.708

Ast 0.000 0.000 0.000 0.000 0.699 2.396 1.728 4.663 0.136 1.104 3.787 4.40Asf 0.222 0.222 0.041 0.041 2.167 2.167 4.440 4.440 1.128 1.128 4.800 4.80

As 0.222 0.222 0.041 0.041 2.866 4.563 6.168 9.103 1.264 2.231 8.587 9.204As usar 2.840 2.840 2.840 2.840 2.840 2.840 2.840 4.663 2.840 2.840 3.787 4.405

4var - 3/8 4var - 3/8 4var - 3/8 4var - 3/8 4var - 3/8 4var - 3/8 4var - 3/8 6var - 3/8 4var - 3/8 4var - 3/8 6var - 3/8 6var - 3/8

X 1

5.5011.265

X 3

8.81712.379

X 5

6.1456.441

15.10227.41660.5020.000

X 2

1.0120.2330.000 28.980 10.867

X 4

14.48525.36059.633

X 7

2 2 2 2 2 2

1.614

0.000

1.472 2.152

0.140

2.398

0.000 0.240

1.500

0.140 0.240

2.500 1.614 1.472 2.152 2.398 1.500 2.500

0.000 0.000 13.465 24.868 7.245 24.201 2.750 0.506 4.408 7.243 3.072 7.551

1.0529.857

1.0720.842

0.662520.842

1.14523.235

0.537510.207

0.511.670

2.400 2.400 2.400 2.400 2.400 2.400

- En el primer piso consideramos que todos los muros se estan agrietando por lo tanto el cortante de diseo para las columnas de


49/76


0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.8

An 102.036 16.367 127.825 3.011 118.685 17.607 180.717 0.000 79.223 21.600 36.846 0.0Acf 4.652 4.652 0.856 0.856 45.509 45.509 93.236 93.236 23.681 23.681 100.793 100.

102.036 16.367 127.825 3.011 118.685 45.509 180.717 93.236 79.223 23.681 100.793 100.715*t 0.000 0.000 0.000 0.000 210.000 210.000 360.000 360.000 210.000 210.000 360.000 360.0

Ac aprox 102.036 16.367 127.825 3.011 210.000 210.000 360.000 360.000 210.000 210.000 360.000 360.Dim Cols/recub

13x17 13x17 13x17 13x17 13x17 13x17 13x27 13x27 13x17 13x17 13x27 13x2

Ac 221.000 221.000 221.000 221.000 221.000 221.000 351.000 351.000 221.000 221.000 351.000 351.0

Av 1.420 1.420 1.420 1.420 1.420 1.420 1.420 1.420 1.420 1.420 1.420 1.4tn 13.000 13.000 13.000 13.000 13.000 13.000 13.000 13.000 13.000 13.000 13.000 13.0d 17.000 17.000 17.000 17.000 17.000 17.000 17.000 17.000 17.000 17.000 17.000 17.0S1 6.246 0.582 9.990 0.101 139.021 139.021 0.000 0.000 139.021 139.021 0.000 0.0S2 18.205 18.205 18.205 18.205 18.205 18.205 18.205 18.205 18.205 18.205 18.205 18.2S3 4.250 4.250 4.250 4.250 4.250 4.250 4.250 4.250 4.250 4.250 4.250 4.2

S4 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.0S 5.000 1.000 5.000 1.000 5.000 5.000 0.000 0.000 5.000 5.000 0.000 0.0

Estribos1/4" 5@

5, 4 @ 10,rto. 25 cm

1/4" 5@5, 4 @ 10,rto. 25 cm

1/4" 5@5, 4 @ 10,rto. 25 cm

1/4" 5@5, 4 @ 10,rto. 25 cm

1/4" 5@5, 4 @ 10,rto. 25 cm

1/4" 5@5, 4 @ 10,rto. 25 cm

1/4" 5@5, 4 @ 10,rto. 25 cm

1/4" 5@5, 4 @ 10,rto. 25 cm

1/4" 5@5, 4 @ 10,rto. 25 cm

1/4" 5@5, 4 @ 10,rto. 25 cm

1/4" 5@5, 4 @ 10,rto. 25 cm

1/4" 55, 4 @ rto. 25

TsAs

AcsAs minAs

Estribos

0.633 0.116 6.189 12.680 3.221 13.708 0.167 0.031 1.637 3.355 0.852 3.626 0.000 0.000 280.000 480.000 280.000 480.000 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 3.355 2.840 3.626

4 var. - 3/8 4 var. - 3/8 4 var. - 3/8 6 var - 3/8" 4 var. - 3/8 6 var - 3/8"

1/4"" 1@5,4@10,rto.@25cm

1/4"" 1@5,4@10,rto.@25cm

1/4"" 1@5,4@10,rto.@25cm

1/4"" 1@5,4@10,rto.@25cm

1/4"" 1@5,4@10,rto.@25cm

1/4"" 1@5,4@10,rto.@25cm


50/76


Ext. Ext. Int Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext. Int.

0.375 0.53795

1.855 0.000 0.000 0.000 3.767 0.000 0.524 0.524 0.000 0.000 0.089 0.127 0.031.607 29.752 112.933 31.692 32.904 29.137 31.112 31.112 26.402 26.402 28.527 28.566 69.34.662 6.517 3.650 5.064 0.090 3.857 0.206 0.206 8.138 8.138 7.508 7.469 7.7

15.999 15.999 6.803 10.205 12.952 12.952 15.625 15.625 14.785 14.785 14.833 14.833 5.1

1.233 1.724 0.966 1.340 0.024 1.020 0.054 0.054 2.153 2.153 1.986 1.976 2.05.602 5.602 2.382 3.573 4.535 4.535 5.471 5.471 5.177 5.177 5.193 5.193 1.8

6.835 7.326 3.348 4.913 4.559 5.556 5.526 5.526 7.330 7.330 7.180 7.169 3.82.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.8

4var - 3/8 4var - 3/8 4var - 3/8 4var - 3/8 4var - 3/8 4var - 3/8 4var - 3/8 4var - 3/8 4var - 3/8 4var - 3/8 4var - 3/8 4var - 3/8 4var - 3/

os

Y 2

51.600134.160

39.94323.23531.99783.193

2 3

Y 3

25.28025.90557.045

0.140

4.588 7.300

Y 1 Y 9

29.85731.25165.717

Y 10

18.26429.57075.411

Y 11

20.84229.66577.129

241

0.140

3.850 3.458

2.400

3.458

0.140 0.140

4.197

2.400 2.400

4.367

0.140 0.140

4.281

2.400 2.400

4.5882 2 2 2

4.197 4.367 4.281

18.135 18.378 16.497 15.659 17.270 18.017 11.618 13.314 12.640 14.929 9.132 10.421

20.8420.4

5.5010.587514.485

00.000

0.610.707 1.012

0.625

2.400

onfinamiento

Vm.


51/76


0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.

66.201 36.975 835.296 121.517 141.559 82.209 99.328 99.328 9.266 9.266 31.035 31.642 461.117.638 117.638 50.025 75.038 95.239 95.239 114.892 114.892 108.714 108.714 109.063 109.063 38.117.638 117.638 835.296 121.517 141.559 95.239 114.892 114.892 108.714 108.714 109.063 109.063 461210.000 210.000 210.000 210.000 210.000 210.000 210.000 210.000 210.000 210.000 210.000 210.000 210210.000 210.000 835.296 210.000 210.000 210.000 210.000 210.000 210.000 210.000 210.000 210.000 461

13x23 13x23 13x73 13x17 13x17 13x17 13x17 13x17 13x17 13x17 13x17 13x17 13x3

299.000 299.000 949.000 221.000 221.000 221.000 221.000 221.000 221.000 221.000 221.000 221.000 481.0

1.420 1.420 1.420 1.420 1.420 1.420 1.420 1.420 1.420 1.420 1.420 1.420 1.13.000 13.000 13.000 13.000 13.000 13.000 13.000 13.000 13.000 13.000 13.000 13.000 13.23.000 23.000 73.000 17.000 17.000 17.000 17.000 17.000 17.000 17.000 17.000 17.000 37.17.182 17.182 53.496 139.021 139.021 139.021 139.021 139.021 139.021 139.021 139.021 139.021 17718.205 18.205 18.205 18.205 18.205 18.205 18.205 18.205 18.205 18.205 18.205 18.205 18.5.750 5.750 18.250 4.250 4.250 4.250 4.250 4.250 4.250 4.250 4.250 4.250 9.

10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.000 10.5.000 5.000 10.000 5.000 5.000 5.000 5.000 5.000 5.000 5.000 5.000 5.000 5.

1/4" 5@5, 4 @ 10,rto. 25 cm

1/4" 5@5, 4 @ 10,rto. 25 cm

1/4" 1@5, 4 @ 10,rto. 25 cm

1/4" 5@5, 4 @ 10,rto. 25 cm

1/4" 5@5, 4 @ 10,rto. 25 cm

1/4" 5@5, 4 @ 10,rto. 25 cm

1/4" 5@5, 4 @ 10,rto. 25 cm

1/4" 5@5, 4 @ 10,rto. 25 cm

1/4" 5@5, 4 @ 10,rto. 25 cm

1/4" 5@5, 4 @ 10,rto. 25 cm

1/4" 5@5, 4 @ 10,rto. 25 cm

1/4" 5@5, 4 @ 10,rto. 25 cm

1/4" 55, 4 @rto. 25

15.999 13.607 12.952 15.625 14.785 14.833

solera

4.232 3.600 3.427 4.134 3.911 3.924 280.000 280.000 280.000 280.000 280.000 280.000 2.840 2.840 2.840 2.840 2.840 2.840 4.232 3.600 3.427 4.134 3.911 3.924

6 var - 3/8" 6 var - 3/8" 6 var - 3/8" 6 var - 3/8" 6 var - 3/8" 6 var - 3/8" 6

1/4"" 1@5,

4@10,rto.@25cm

1/4"" 1@5,

4@10,rto.@25cm

1

4@1

1/4"" 1@5,

4@10,rto.@25cm

1/4"" 1@5,

4@10,rto.@25cm

1/4"" 1@5,

4@10,rto.@25cm

1/4"" 1@5,

4@10,rto.@25cm


52/76

UNIVERSIDAD NACIONAL DE SAN AGUSTNALBAILERA ESTRUCTURALDiseo elementos de confinamiento - 2 Piso

Fy 4.200 ton/cm2Fc 0.210 ton/cm2 0.800

Desc.

Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext.PgVu 0.000 10.120 20.824 3.795 21.127Mut efec.h

LLmNcFPcC 2.750 2.750 0.377 0.377 15.606 15.606 28.158 28.158 8.934 8.934 27.790T 0.000 0.000 0.000 0.000 8.844 8.844 16.998 16.998 4.221 4.221 16.155Ts 0.000 0.000 0.000 0.000 5.060 5.060 10.412 10.412 1.897 1.897 10.564

As 0.000 0.000 0.000 0.000 2.340 2.340 4.497 4.497 1.117 1.117 4.274Asmin 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840As usar 2.840 2.840 2.840 2.840 2.840 2.840 4.497 4.497 2.840 2.840 4.274

4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800

An -53.174 -53.174 -76.916 -76.916 75.436 75.436 153.928 153.928 8.688 8.688 156.580Amin=15*t -30.000 -30.000 -30.000 -30.000 180.000 180.000 330.000 330.000 180.000 180.000 330.000Ac aprox -30.000 -30.000 -30.000 -30.000 180.000 180.000 330.000 330.000 180.000 180.000 330.000

2.750 0.377 3.381 5.580 2.356 5.0.000 0.000 12.225 22.578 6.578 21

1.614 1.472 2.152 2.398 1.500 2.

0.120 0.

2.

2.400 2.400 2.2.400 2.400 2.400

2.398

-0.020

1.472 2.152

0.120

1.614 1.500

2 2 2 2 2

-0.020 0.220549.86726.311

X 4

11.160

54.1420.000

X 2

0.754

0.0000.000

X 1

5.501

X 3

6.762

X 5

4.713

X

11


53/76


Dim Cols/recub

13x17 13x17 13x17 13x17 13x17 13x17 13x27 13x27 13x17 13x17 13x27

Ac 221.000 221.000 221.000 221.000 221.000 221.000 351.000 351.000 221.000 221.000 351.000

Estribos1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

AsAcsAs minAs


1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

4 var. - 3/8 4 var. - 3/8 4 var. - 3/8 4 var. - 3/8 4 var. - 3/8 4 var2.840 2.840 2.840 2.840 2.840 2.2.840 2.840 2.840 2.840 2.840 2.

240.000 440-40.000 -40.000 240.000 440.0000.000 0.000 1.339 2.754 0.502 2.


54/76


Ext. Ext. Ext. Int Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext.

29.051 19.920 22.949 26.334 26.934

8.745 25.327 25.327 26.825 26.825 24.553 24.553 25.530 25.530 22.680 22.680 24.3154.290 7.603 7.603 6.547 6.547 5.403 5.403 2.904 2.904 8.680 8.680 8.4021.777 14.526 14.526 12.354 12.354 9.960 9.960 11.474 11.474 13.167 13.167 13.467

1.135 2.011 2.011 1.732 1.732 1.429 1.429 0.768 0.768 2.296 2.296 2.2232.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.8402.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840

4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/80.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.8006.795 172.683 172.683 187.668 187.668 164.938 164.938 174.716 174.716 146.199 146.199 162.558

180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000180.000 180.000 180.000 187.668 min 180.000 180.000 180.000 180.000 180.000 180.000 180.000

lumnas de Confinamiento

9.575 11.313 7.000 7.16

28 8.862 10.13914.978 14.217 15.68016.68617 16.465

2 2 2 18 4.588

0.120 0.

4.

2.400 2.20 0.120

4.588

00 2.4000.120

3.4583.458

4.367

2.400

Y

15

70

4.18 4.197 4.367

Y 3

19.150

51.793

Y 10

13.999

68.467

2 3

Y 9

22.626

59.666

4.197

0.1202.400 2.400

Y 1

17.724

75.533

3.850

9

46.849121.806

30.418

7.300

0.120

55

42

MurosY 2


55/76


13x17 13x23 13x23 13x13 13x17 13x17 13x17 13x17 13x17 13x17 13x17 13x17

221.000 299.000 299.000 169.000 221.000 221.000 221.000 221.000 221.000 221.000 221.000 221.000

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

. - 3/8 6 var. - 3/8 6 var6 var. - 3/8 6 var. - 3/8 4 var. - 3/8 ??

2.83.540 3.843

2.840 2.840 2.840 2.8403.268 2.840 3.036 3.483

24040 2.840

240.000 240.000 240.000 240.000.000 240.000

Vigas solera

70 3.843 3.268 2.635 3.036 3.483 3.5


56/76


Ext.

22.5309.4439.412

2.4982.8402.840

4 var. -3/80.800

144.696180.000

180.000

4386

20002361

13

304781


57/76

UNIVERSIDAD NACIONAL DE SAN AGUST NALBAILERA ESTRUCTURALDiseo elementos de confinamiento - 2 Piso

13x17

221.000

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

- 3/8

4040

00090


58/76


Fy 4.200 ton/cm2Fc 0.210 ton/cm2 0.800

Desc.

Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext.PgVuMut efec.h

LLmNcFPcC 2.121 2.121 0.248 0.248 12.099 12.099 21.916 21.916 6.884 6.884 21.599T 0.000 0.000 0.000 0.000 7.392 7.392 14.081 14.081 3.603 3.603 13.432Ts 0.000 0.000 0.000 0.000 4.034 4.034 8.300 8.300 1.513 1.513 8.421

As 0.000 0.000 0.000 0.000 1.956 1.956 3.725 3.725 0.953 0.953 3.553Asmin 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840As usar 2.840 2.840 2.840 2.840 2.840 2.840 3.725 3.725 2.840 2.840 3.553

4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800

An 0.000 0.000 0.000 0.000 40.350 40.350 113.404 113.404 0.000 0.000 115.122Amin=15*t -30.000 -30.000 -30.000 -30.000 180.000 180.000 330.000 330.000 180.000 180.000 330.000Ac aprox 0.000 0.000 0.000 0.000 180.000 180.000 330.000 330.000 180.000 180.000 330.000

0.000 8.067 16.600 3.025 16

2.121 0.248 2.353 3.917 1.640 4.0.000 0.000 9.746 17.999 5.244 17

1.614 1.472 2.152 2.398 1.500 2.

2.400 2.400 2.400

2.

-0.020

1.472 2.152

0.1202.400 2.400 2.

0.120 0.

1.614 1.500 2.398

2 2 2 2 2

-0.020 0.220437.86520.975

X 4

7.834

43.1600.000

X 2

0.497

0.0000.000

X 1

4.243

X 3

4.707

X 5

3.281

X

8.


59/76


Dim Cols/recub

13x17 13x17 13x17 13x17 13x17 13x17 13x17 13x17 13x17 13x17 13x27

Ac 221.000 221.000 221.000 221.000 221.000 221.000 351.000 351.000 221.000 221.000 351.000


1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

AsAcsAs minAs


1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

4 var. - 3/8 4 var. - 3/8 4 var. - 3/8 4 var. - 3/8 4 var. - 3/8 4 var2.840 2.840 2.840 2.840 2.840 2.2.840 2.840 2.840 2.840 2.840 2.

240.000 440-40.000 -40.000 240.000 440.0000.000 0.000 1.067 2.196 0.400 2.


60/76



6.746 19.232 19.232 20.266 20.266 18.449 18.449 19.031 19.031 17.367 17.367 18.5333.645 7.019 7.019 6.337 6.337 5.431 5.431 3.636 3.636 7.633 7.633 7.5481.417 11.579 11.579 9.848 9.848 7.940 7.940 9.147 9.147 10.496 10.496 10.735

0.964 1.857 1.857 1.677 1.677 1.437 1.437 0.962 0.962 2.019 2.019 1.9972.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.8402.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840

4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/80.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.8000.000 111.708 111.708 122.048 122.048 103.879 103.879 109.699 109.699 93.049 93.049 104.712

180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000180.000 180.000 180.000 180.000 min 180.000 180.000 180.000 180.000 180.000 180.000 180.000

34 23.159

olumnas de Confinamiento

51 6.107 6.96411.940 11.333 12.50013.301 13

5.6.509 7.698 4.86795 13.125

2 2 2

0.120 0.

4.

2.400 2.

4.588

00 2.400

4.367 4.18 4.197 4.367

3.458

Y

10

5521

Y 10

9.734

54.58018.294 20.992

Y 9

15.396

47.564

4.197

0.1202.400 2.4000.120

3.458

2 3

Y 3

13.019

41.28815.880

18 4.588

20

Y 1

12.213

60.213

3.850

2.400

7.300

0.120

20.893

0.120

9

37.34697.100

01

67

MurosY 2


61/76


13x17 13x17 13x17 13x17 13x13 13x17 13x17 13x17 13x17 13x17 13x17 13x17

221.000 299.000 299.000 169.000 221.000 221.000 221.000 221.000 221.000 221.000 221.000 221.000

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

6 var. - 3/8 4 var. - 3/86 var. - 3/82.840

4 var. - 3/8 6 var. - 3/82.82.840 2.840 2.840

6 var40 3.063

. - 3/8

2402.840 2.840

240.000 240.000 240.000 240.0002.840 2.840 2.840 2.840

.000 240.000

Vigas solera

75 3.063 2.605 2.101 2.420 2.777 2.8


62/76


Ext.

17.2948.1947.503

2.1682.8402.840

4 var. -3/8

0.80092.315

180.000

180.000

4450

2000

6123

3

501128


63/76


13x17

221.000

1/4", 1@5,4@10rto@2

5cm

1/4", 1@5,4@10rto@2

5cm

- 3/840

00040

85


64/76


Fy 4.200 ton/cm2Fc 0.210 ton/cm2 0.800

Desc.

Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext. Ext.

PgVuMut efec.h

LLmNcFPcC 1.492 1.492 0.120 0.120 7.352 7.352 13.384 13.384 4.166 4.166 13.181 T 0.000 0.000 0.000 0.000 4.700 4.700 8.875 8.875 2.318 2.318 8.480 Ts 0.000 0.000 0.000 0.000 2.494 2.494 5.132 5.132 0.935 0.935 5.207

As 0.000 0.000 0.000 0.000 1.243 1.243 2.348 2.348 0.613 0.613 2.243 Asmin 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 As usar 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840

4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4

0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800

An 0.000 0.000 0.000 0.000 0.000 0.000 53.200 53.200 0.000 0.000 51.172 Amin=15*t -30.000 -30.000 -30.000 -30.000 180.000 180.000 330.000 330.000 180.000 180.000 330.000 Ac aprox 0.000 0.000 0.000 0.000 180.000 180.000 330.000 330.000 180.000 180.000 330.000

X 1

2.984

X 3

2.652

X 5

1.848

X

4.7

X 4

4.509

26.6880.000

X 2

0.239

0.0000.000

-0.020 0.22027.04.86312.969

2 2 2 2 2 2

2.398

-0.020

1.472 2.152

0.1202.400 2.400 2.400

1.614

0.120 0.22

2.5

2.400 2.400 2.40

1.5001.614 1.472 2.152 2.398 1.500 2.50

0.000 0.000 6.026 11.129 3.242 10.81.492 0.120 1.326 2.254 0.924 2.35

0.000 4.988 10.265 1.871 10.4

- En el primer piso consideramo que todos los muros se estan agrietando por lo tanto el cortante de diseo para las columnas de co


65/76


Dim Cols/recub

13x17 13x17 13x17 13x17 13x17 13x17 13x17 13x17 13x17 13x17 13x27

Ac 221.000 221.000 221.000 221.000 221.000 221.000 351.000 351.000 221.000 221.000 351.000


1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

AsAcsAs minAs


1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

0.000 0.000 0.660 1.358 0.247 1.-40.000 -40.000 240.000 440.000 240.000 4402.840 2.840 2.840 2.840 2.840 2.2.840 2.840 2.840 2.840 2.840 2.

4 var. - 3/8 4 var. - 3/8 4 var. - 3/8 4 var. - 3/8 4 var. - 3/8 4 var


66/76



4.086 11.467 11.467 12.014 12.014 10.827 10.827 11.090 11.090 10.464 10.464 11.0912.339 4.765 4.765 4.436 4.436 3.939 3.939 2.925 2.925 4.994 4.994 5.0350.876 7.160 7.160 6.089 6.089 4.910 4.910 5.656 5.656 6.490 6.490 6.638

0.619 1.260 1.260 1.173 1.173 1.042 1.042 0.774 0.774 1.321 1.321 1.3322.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.8402.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840 2.840

4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/8 4 var. -3/80.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800 0.800

0.000 34.029 34.029 39.498 39.498 27.624 27.624 30.258 30.258 23.990 23.990 30.269180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000 180.000180.000 180.000 180.000 180.000 min 180.000 180.000 180.000 180.000 180.000 180.000 180.000

MurosY 29

23.09360.041

47

56

3

Y 1

6.703

37.232

3.850

9.81911.368

0.120

3.45822

4.197

0.1202.400 2.4000.120

2.400

3.4587.300

34

Y 9

8.165

29.411

Y 3

6.888

25.530

4.367 4.2

0.2.4

Y 10

5.469

33.74912.980

Y

4.2

1311.3126.0

20 0.120

4.588

00 2.4000.1202.400

18 4.197 4.36718 4.588

2 2 8.012 8.116

3.7897.383 7.008

74 3.3517.7298.225

3.03.444 4.082 2.735

olumnas de Confinamiento

52 14.320

Vm.


67/76


13x17 13x17 13x17 13x17 13x13 13x17 13x17 13x17 13x17 13x17 13x17 13x17

221.000 299.000 299.000 169.000 221.000 221.000 221.000 221.000 221.000 221.000 221.000 221.000

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1/4", 1@5,4@10rto@25cm

1.894 1.611 1.299 1.496 1.717 1.

Vigas soleras

32.000 240.000 240.000 240.000 240.000 240.000 24040 2.840 2.840 2.840 2.840 2.840 2.40 2.840

. - 3/82.840

4 var. - 3/8 4 var. - 3/8 4 var. - 3/82.82.840 2.840 2.840

4 var4 var. - 3/84 var. - 3/8


68/76


Ext.

20.16415.0514.639

3.9822.8403.982

4 var. -3/80.800

88.591180.000

180.000

6123

13

6957

.8082000

0756


69/76


13x17

221.000

1/4", 1@5,4@10rto@2

5cm

1/4", 1@5,4@10rto@2

5cm

270004040- 3/8


70/76

UNIVERSIDAD NACIONAL DE SAN AGUSTNALBAILERA ESTRUCTURALDiseo para cargas ortogonales

Diseo Por Cargas Ortogonales

Tabla No.12 pg. 51 NTP E.070

Si Muro

Date post:	14-Apr-2018
Category:	Documents
Upload:	juan-carlos-yucra
View:	216 times
Download:	0 times

Copia de _Analisis

Documents