trabajo obras final

CALCULOS

H= 12.6 A=13.64

B= 13.64 B= 20.64

ETAPA DE PREDISEÑO

GEOMETRIA

TORSION 1.513196 ≤ 2.5 OK

PERO:

TAPAGRADAA1 AREA TAPA GRADA= 10.0672 m2

A2 AREA PLANTA= 281.5296 m2

10.0672 ≥ 70.3824NO SE CONSIDERA COMO OTRO PISO

SIMETRIA

ESBELTES 0.923754 ≤ 2.5 OK

ANALISIS DE ESCALERASALTURA ENTRE PISO 2.32 m TODOS LOS NIVELES

VANO ESCALERA A= 2.7 mB= 2.7 m

Huella= 0.3 mDescanso= 1.44 m

# Escalones= 14 mCONTRAHUELLA= 0.17 m

Blarg/Acorto ≤ 2,5

A1 ≥ 0,25 A2

H/A ≤ 2,5

LOSA VIGA BANDA

TABLA 1

ESPESOR EN FUNCION DE LA LUCES (FUENTE: ING. HERNAN ESTUPIÑAN M.)

LUCES HASTA T OBSERVACIONES(m) (m)3 0.154 0.2 LOSA INACCESIBLES DE GARAJE O EQUIVALENTES DE UN PISO

5.5 0.257 0.3028 0.35 -0.40 DEPENDE DE LAS CARGAS

LUZ = 5.43 m t= 0.25 m

TABLA 2

ESPESOR EN FUNCION DEL NO DE PISOS (FUENTE:ING. HERNAN ESTUPIÑAN M.)

PISOST

OBSERVACIONES(m)hasta 5 0.2 INDEPENDIENTE DE LAS LUCES QUE SE TENGAN

8 0.25 INDEPENDIENTE DE LAS LUCES QUE SE TENGAN12 0.318 0.3525 0.4

>25 vigas altas

# PISOS = 5 t= 0.2 m

t= 0.25 m

ENTONCES:

cc= 0.05 mt= 0.25 m

POR EFECTO DE LAS LUCES DE ACUERDO AL CUADRO ANTERIOR LOS ESPESORES DE LA LOSA PUEDEN AUMENTAR

LOSA VIGA PERALTADA

t= (perimetro mas critico)/150

luz x= 5.43 mluz y= 5.4 m

PERIMETRO= 21.66

t= 0.1444 m

entonces= 0.2 m

cc= 0.05t= 0.2

PESO PROPIO LOSA

LOSA VIGA BANDA

tabla de coeficientes

coef t DATOS1.05 0.15 t 0.25 m1.1 0.2 cc 0.05 m

1.15 0.25 ppbloque 1.6 Ton/m21.2 0.3 ppHA 2.4 Ton/m2

coef 1.15

PP= 0.506

RESUMEN DE CARGAS

DEP DEP DEP DEP LOSA ACCESI. LOSA TAPA GR

PESO

S

PESO PROPIO 0.506 0.506 0.506 0.506 0.506 0.506ACABADOS 0.12 0.12 0.12 0.12 0.12 0.12

MAMPOSTERIA 0.15 0.15 0.15 0.15 0.15 0.15INSTALACIONES 0.05 0.05 0.05 0.05 0.05

CIELO RASO 0.01 0.01 0.01 0.01 0.01D 0.836 0.836 0.836 0.836 0.836 0.776L 0.2 0.2 0.2 0.2 0.2 0.1

D+L 1.036 1.036 1.036 2.072 1.296 0.876

PP= Coef((t*Cc*δ)+(Cc*δ))

D+25%L 0.886 0.886 0.886 0.886 0.886 0.801

LOSA VIGA PERALTADA

tabla de coeficientes

coef t DATOS1.05 0.15 t 0.2 m1.1 0.2 cc 0.05 m

1.15 0.25 ppbloque 1.6 Ton/m21.2 0.3 ppHA 2.4 Ton/m2

coef 1.1

PP= 0.396

RESUMEN DE CARGAS

DEP DEP DEP DEP LOSA ACCESI. LOSA TAPA GR

PESO

S

PESO PROPIO 0.396 0.396 0.396 0.396 0.396 0.396ACABADOS 0.12 0.12 0.12 0.12 0.12 0.12

MAMPOSTERIA 0.15 0.15 0.15 0.15 0.15 0.15INSTALACIONES 0.05 0.05 0.05 0.05 0.05

CIELO RASO 0.01 0.01 0.01 0.01 0.01D 0.726 0.726 0.726 0.726 0.726 0.666L 0.2 0.2 0.2 0.2 0.2 0.1

D+L 0.926 0.926 0.926 0.926 0.926 0.766D+25%L 0.776 0.776 0.776 0.776 0.776 0.691

AREAS COOPERANTESLOSA VIGA BANDA

Losa 2.52 5.04 7.56 10.08 12.6 15.12TIPO

Columna m2 m2 m2 m2 m2 m2A1 5.09 0 0 0 0 5.27324 IIIA2 9.4 5.14 5.14 5.14 5.14 37.7 IIIA3 12.58 12.52 12.52 12.52 12.52 81.14168 IIA4 12.92 12.9 12.9 12.9 12.9 83.56112 IIA5 9.57 9.56 9.56 9.56 9.56 61.92092 IIA6 10.65 10.64 10.64 10.64 10.64 68.915 IIA7 13.41 8.34 8.34 8.34 8.34 59.26236 IIIA8 7.6 0 0 0 0 7.8736 IIIB1 9.17 0 0 0 0 9.50012 IIB2 16.93 9.27 9.27 9.27 9.27 67.96828 IIB3 22.65 22.6 22.6 22.6 22.6 146.4094 IB4 23.27 23.29 23.29 23.29 23.29 150.8053 IB5 17.24 17.25 17.25 17.25 17.25 111.7006 IB6 19.19 19.2 19.2 19.2 19.2 124.3288 IB7 24.16 15.06 15.06 15.06 15.06 106.9562 IIB8 13.69 0 0 0 0 14.18284 IIC1 6.97 0 0 0 0 7.22092 IIC2 12.87 7.05 7.05 7.05 7.05 51.68532 IIC3 17.23 17.18 17.18 17.18 17.18 111.3095 IC4 17.7 17.7 17.7 17.7 17.7 4.18 118.2869 IC5 13.11 13.11 13.11 13.11 13.11 5.52 89.73588 IC6 14.6 14.59 14.59 14.59 14.59 94.4952 IC7 18.38 11.73 11.73 11.73 11.73 82.85288 IIC8 10.42 0 0 0 0 10.79512 IID1 5.32 0 0 0 0 5.51152 IID2 9.82 5.4 2.78 2.78 2.78 28.01104 IIID3 13.15 13.17 6.77 6.77 6.77 57.0826 IID4 7.84 7.85 6.98 6.98 6.98 4.12 50.60388 IID5 5.16 5.17 5.17 5.17 5.17 5.41 38.20972 IID6 5.75 5.75 5.75 5.75 5.75 37.237 IID7 6.21 4.82 4.82 4.82 4.82 32.65436 IIID8' 3.9 0 0 0 0 4.0404 IID8 4.69 0 0 0 0 4.85884 IIIE1 3.06 0 0 0 0 3.17016 IIIE2 5.64 3.07 0 0 0 9.02356 IIE3 7.55 7.92 0 0 0 16.02692 IIE4 0.44 0 0 0 0 0.45584 IIE6 9.09 0 0 0 0 9.41724 IIE7 6.91 0 0 0 0 7.15876 IIE8' 3.46 0 0 0 0 3.58456 III

PESO TOTAL(TON)

A.TOTAL436.79 300.28 279.4 279.4 279.4 19.23 2010.928

I II III150.8053 106.9562 59.26236

AREAS COOPERANTESLOSA VIGA PERALTADA

Losa 2.52 5.04 7.56 10.08 12.6 15.12 TIPOColumna m2 m2 m2 m2 m2 m2A1 5.09 0 0 0 0 4.71334 IIIA2 9.4 5.14 5.14 5.14 5.14 27.74296 IIIA3 12.58 12.52 12.52 12.52 12.52 58.02316 IIA4 12.92 12.9 12.9 12.9 12.9 59.74552 IIA5 9.57 9.56 9.56 9.56 9.56 44.27206 IIA6 10.65 10.64 10.64 10.64 10.64 49.27246 IIA7 13.41 8.34 8.34 8.34 8.34 43.30902 IIIA8 7.6 0 0 0 0 7.0376 IIIB1 9.17 0 0 0 0 8.49142 IIB2 16.93 9.27 9.27 9.27 9.27 50.01326 IIB3 22.65 22.6 22.6 22.6 22.6 104.6843 IB4 23.27 23.29 23.29 23.29 23.29 107.8142 IB5 17.24 17.25 17.25 17.25 17.25 79.85824 IB6 19.19 19.2 19.2 19.2 19.2 88.88674 IB7 24.16 15.06 15.06 15.06 15.06 78.1544 IIB8 13.69 0 0 0 0 12.67694 IIC1 6.97 0 0 0 0 6.45422 IIC2 12.87 7.05 7.05 7.05 7.05 38.03082 IIC3 17.23 17.18 17.18 17.18 17.18 79.5897 IC4 17.7 17.7 17.7 17.7 17.7 4.18 85.15288 IC5 13.11 13.11 13.11 13.11 13.11 5.52 64.92762 IC6 14.6 14.59 14.59 14.59 14.59 67.56096 IC7 18.38 11.73 11.73 11.73 11.73 60.4678 IIC8 10.42 0 0 0 0 9.64892 IID1 5.32 0 0 0 0 4.92632 IID2 9.82 5.4 2.78 2.78 2.78 21.81656 IIID3 13.15 13.17 6.77 6.77 6.77 43.17938 IID4 7.84 7.85 6.98 6.98 6.98 4.12 37.0753 IID5 5.16 5.17 5.17 5.17 5.17 5.41 28.0719 IID6 5.75 5.75 5.75 5.75 5.75 26.6225 IID7 6.21 4.82 4.82 4.82 4.82 23.60374 IIID8' 3.9 0 0 0 0 3.6114 IID8 4.69 0 0 0 0 4.34294 IIIE1 3.06 0 0 0 0 2.83356 IIIE2 5.64 3.07 0 0 0 8.06546 IIE3 7.55 7.92 0 0 0 14.32522 IIE4 0.44 0 0 0 0 0.40744 IIE6 9.09 0 0 0 0 8.41734 IIE7 6.91 0 0 0 0 6.39866 IIE8' 3.46 0 0 0 0 3.20396 III

A.TOTAL436.79 300.28 279.4 279.4 279.4 19.23 1473.43

I II III107.8142 78.1544 43.30902

PESO TOTAL(TON)

PREDISEÑO DECOLUMNAS

LOSA VIGA BANDA ρ= 0.01 Columnasf'c= 210 kg/cm2fy= 4200 kg/cm2

TIPO I II IIICOLUMNA CENTRALES PERIMETRAL ESQUINERA

NIVEL B4 B7 A7

15.12P= 0 P= 0 P= 0Ag= 0 Ag= 0 Ag= 0S= 30/30 S= 30/30 S= 30/30

12.6P= 30.18384 P= 19.51776 P= 10.80864Ag= 733.4673 Ag= 530.8831 Ag= 367.4938S= 27.0826 S= 23.0409 S= 19.17013

30/30 30/30 30/30

10.08P= 78.44072 P= 50.72208 P= 28.08912Ag= 1906.109 Ag= 1379.641 Ag= 955.0301S= 43.65901 S= 37.14351 S= 30.90356

45/45 40/40 30/30

7.56P= 102.5692 P= 66.32424 P= 36.72936Ag= 2492.431 Ag= 1804.019 Ag= 1248.798S= 49.92425 S= 42.47375 S= 35.33834

50/50 45/45 35/35

5.04P= 126.6976 P= 81.9264 P= 45.3696Ag= 3078.752 Ag= 1990.812 Ag= 1542.566S= 55.4865 S= 44.61851 S= 39.27552

55/55 50/50 40/40

2.52P= 150.8053 P= 106.9562 P= 59.26236Ag= 3664.569 Ag= 2909.208 Ag= 2014.92S= 60.53569 S= 53.93707 S= 44.88786

65/65 55/55 45/45

𝐴𝑔=𝑃/(0.21𝑓^′ 𝑐+0.34𝜌∗𝑓𝑦)𝐴𝑔=(𝑃 (𝑡𝑜𝑛))/0.05838

PREDISEÑO DECOLUMNAS

LOSA VIGA BANDA ρ= 0.01 Columnasf'c= 210 kg/cm2fy= 4200 kg/cm2

TIPO I II IIICOLUMNA CENTRALES PERIMETRAL ESQUINERA

NIVEL B4 B7 A7

15.12P= 0 P= 0 P= 0Ag= 0 Ag= 0 Ag= 0S= 30/30 S= 30/30 S= 30/30

12.6P= 21.56654 P= 13.94556 P= 7.72284Ag= 524.0669 Ag= 379.3192 Ag= 262.5766S= 22.89251 S= 19.47612 S= 16.20421

30/30 30/30 30/30

10.08P= 43.13308 P= 27.89112 P= 15.44568Ag= 1048.134 Ag= 758.6385 Ag= 525.1531S= 32.3749 S= 27.54339 S= 22.91622

45/45 35/35 30/30

7.56P= 64.69962 P= 41.83668 P= 23.16852Ag= 1572.201 Ag= 1137.958 Ag= 787.7297S= 39.65099 S= 33.73363 S= 28.06652

50/50 40/40 35/35

5.04P= 86.26616 P= 55.78224 P= 30.89136Ag= 2096.268 Ag= 1517.277 Ag= 1050.306S= 45.78502 S= 38.95224 S= 32.40843

55/55 45/45 40/40

2.52P= 107.8142 P= 78.1544 P= 43.30902Ag= 2619.885 Ag= 2125.8 Ag= 1472.507S= 51.18481 S= 46.1064 S= 38.37325

60/60 50/50 45/45

𝐴𝑔=𝑃/(0.21𝑓^′ 𝑐+0.34𝜌∗𝑓𝑦)𝐴𝑔=(𝑃 (𝑡𝑜𝑛))/0.05838

CEC

LOSA VIGA BANDA

Z= 0.4 S= 1.5 Cm= 2.8I= 1C= 2.8 Ct= 0.08ǾP= 0.9 Hn= 12.6 mǾE= 0.9 T= 0.535017 segR = 8 C cal= 4.292191Aceleraci 0.17284

V= 243.8925 Ton

NIVELES AREA CARGAS Wi Hi Wi*Hi f i Sim2 ton/m2 ton m ton-m ton ton

15.12 19.23 0.801 15.40323 15.12 232.8968 5.66044 012.6 279.4 0.886 247.5484 12.6 3119.11 75.80839 81.46883

10.08 279.4 0.886 247.5484 10.08 2495.288 60.64671 142.11557.56 279.4 0.886 247.5484 7.56 1871.466 45.48504 187.60065.04 300.28 0.886 266.0481 5.04 1340.882 32.58947 220.19012.52 436.79 0.886 386.9959 2.52 975.2298 23.70247 243.8925

W total= 1411.092 Σ = 10034.87

LOSA VIGA PERALTADA

Z= 0.4 S= 1.5 Cm= 2.8I= 1C= 2.8 Ct= 0.08

SUELOS BLANDO Y ESTRATOS

PROFUNDOS

SUELOS BLANDO Y ESTRATOS

PROFUNDOS

𝑆𝑖 𝑇≤0.7 𝑠𝑒𝑔→𝑓𝑡=0

𝑆𝑖 𝑇≤0.7 𝑠𝑒𝑔→𝑓𝑡=0

WR

CIZV

EP

***

**

HiWi

HiWifVfi T

*

)*(*)(

WR

CIZV

EP

***

**

HiWi

HiWifVfi T

*

)*(*)(

ǾP= 0.9 Hn= 12.6 mǾE= 0.9 T= 0.535017 segR = 8 C cal= 4.292191Aceleraci 0.17284

V= 213.5773 Ton

PREDISEÑO DE VIGAS

LOSA VIGA BANDA

cc= 0.05 mt= 0.25 m

PARA b Pisos inferiores 3t b= 0.75 m h= 0.25 mPisos superiores 2t b= 0.5 m h= 0.25 m

LOSA VIGA PERALTADA

k= 7 7

cc= 0.05t= 0.2

NIVEL 2.52 mSENTIDO X

Bi (ancho cooperante) = 1.605 m b(cm) d(cm) h(cm) h/bluz critica= 5.43 m 25 29.3 34 0.73

q= 0.926 ton/m2 30 26.8 32 0.94q= 1.48623 ton/m 35 24.8 30 1.18

40 23.2 28 1.42M= 4.382134 ton-m 45 21.8 27 1.68

b= 25 cmh= 35 cm

𝑞=(𝑐𝑣+𝑐𝑚)∗𝑙𝑚𝑒𝑑 𝑀=(𝑞∗𝑙^2)/10 𝑑=𝑘√(𝑀/𝑏)

VIGA 2

Bi (ancho cooperante) = 3.25 m b(cm) d(cm) h(cm) b/hluz critica= 5.43 m 25 41.7 47 0.54

q= 0.926 ton/m2 30 38.1 43 0.70q= 3.0095 ton/m 35 35.2 40 0.87

40 33.0 38 1.05M= 8.873481 ton-m 45 31.1 36 1.25

b= 25 cmh= 50 cm

VIGA 3


q= 0.926 ton/m2 30 44.0 49 0.61q= 4.02347 ton/m 35 40.8 46 0.76

40 38.1 43 0.93M= 11.86316 ton-m 45 35.9 41 1.10

b= 30 cmh= 50 cm

VIGA 4


q= 0.926 ton/m2 30 44.6 50 0.60q= 4.12996 ton/m 35 41.3 46 0.76

40 38.6 44 0.92M= 12.17715 ton-m 45 36.4 41 1.09

b= 30 cmh= 50 cm

VIGA 5


q= 0.926 ton/m2 30 38.4 43 0.69q= 3.06506 ton/m 35 35.6 41 0.86

40 33.3 38 1.05M= 9.037299 ton-m 45 31.4 36 1.24

b= 25 cmh= 50 cm

VIGA 6


q= 0.926 ton/m2 30 40.5 45 0.66q= 3.39842 ton/m 35 37.5 42 0.82

40 35.0 40 1.00M= 10.02021 ton-m 45 33.0 38 1.18

b= 30 cmh= 45 cm

VIGA 7


q= 0.926 ton/m2 30 45.5 51 0.59q= 4.30127 ton/m 35 42.1 47 0.74

40 39.4 44 0.90M= 12.68225 ton-m 45 37.2 42 1.07

b= 30 cmh= 55 cm

VIGA 8


q= 0.926 ton/m2 30 33.6 39 0.78q= 2.33815 ton/m 35 31.1 36 0.97

40 29.1 34 1.17M= 6.894012 ton-m 45 27.4 32 1.39

b= 30 cm

h= 50 cm

NIVELES AREA CARGAS Wi Hi Wi*Hi f i Sim2 ton/m2 ton m ton-m ton ton

15.12 19.23 0.691 13.28793 15.12 200.9135 4.884005 012.6 279.4 0.776 216.8144 12.6 2731.861 66.39652 71.28052

10.08 279.4 0.776 216.8144 10.08 2185.489 53.11721 124.39777.56 279.4 0.776 216.8144 7.56 1639.117 39.83791 164.23565.04 300.28 0.776 233.0173 5.04 1174.407 28.54337 192.7792.52 436.79 0.776 338.949 2.52 854.1516 20.75972 213.5387

W total= 1235.697 Σ = 8785.94

SENTIDO Y

VIGA A

Bi (ancho cooperante) = 2.715 m b(cm) d(cm) h(cm) h/bluz critica= 5.4 m 25 37.9 43 0.58

q= 0.926 ton/m2 30 34.6 40 0.76q= 2.51409 ton/m 35 32.0 37 0.95

40 30.0 35 1.14M= 7.331086 ton-m 45 28.3 33 1.35

b= 25 cmh= 45 cm

VIGA B


q= 0.926 ton/m2 30 48.1 53 0.57q= 4.85687 ton/m 35 44.5 50 0.71

40 41.7 47 0.86M= 14.16263 ton-m 45 39.3 44 1.02

b= 30 cmh= 55 cm

VIGA C


q= 0.926 ton/m2 30 41.8 47 0.64q= 3.66696 ton/m 35 38.7 44 0.80

40 36.2 41 0.97M= 10.69286 ton-m 45 34.1 39 1.15

b= 30 cmh= 50 cm

VIGA D


q= 0.926 ton/m2 30 36.6 42 0.72q= 2.81967 ton/m 35 33.9 39 0.90

40 31.7 37 1.09M= 8.222158 ton-m 45 29.9 35 1.29

b= 25 cmh= 45 cm

VIGA D


q= 0.926 ton/m2 30 26.7 32 0.95q= 1.49549 ton/m 35 24.7 30 1.18

40 23.1 28 1.42M= 4.360849 ton-m 45 21.8 27 1.68

b= 25 cmh= 35 cm

NIVEL 5.04=7.56=10.08=12.6 mSENTIDO X

VIGA 2


q= 0.926 ton/m2 30 27.1 32 0.94q= 1.52327 ton/m 35 25.1 30 1.16

40 23.5 28 1.41M= 4.491346 ton-m 45 22.1 27 1.66

b= 25 cmh= 35 cm

VIGA 3 VIGA 4

b= 30 cm b= 30 cmh= 50 cm h= 50 cm

VIGA 5 VIGA 6

b= 25 cm b= 30 cmh= 50 cm h= 45 cm

VIGA 7

Bi (ancho cooperante) = 3.09 m b(cm) d(cm) h(cm) b/h

luz critica= 5.43 m 25 40.7 46 0.55q= 0.926 ton/m2 30 37.1 42 0.71q= 2.86134 ton/m 35 34.4 39 0.89

40 32.1 37 1.08M= 8.436632 ton-m 45 30.3 35 1.27

.

b= 25 cmh= 50 cm

SENTIDO Y

VIGA A VIGA B

b= 25 cm b= 30 cmh= 45 cm h= 55 cm

VIGA C

b= 30 cmh= 50 cm

VIGA D


q= 0.926 ton/m2 30 25.1 30 1.00q= 1.32418 ton/m 35 23.3 28 1.24

40 21.7 27 1.50M= 3.861309 ton-m 45 20.5 26 1.76

b= 25 cmh= 35 cm

NIVEL 15.12 mSENTIDO X

VIGA 4


q= 0.766 ton/m2 30 16.4 21 1.40q= 2.00692 ton/m 35 15.2 20 1.74

40 14.2 19 2.09

M= 1.64158 ton-m 45 13.4 18 2.45

b= 25 cmh= 25 cm

VIGA 5


q= 0.766 ton/m2 30 16.4 21 1.40q= 2.00692 ton/m 35 15.2 20 1.74

40 14.2 19 2.09M= 1.64158 ton-m 45 13.4 18 2.45

b= 25 cmh= 25 cm

SENTIDO Y

VIGA D Y VIGA C


q= 0.766 ton/m2 30 14.9 20 1.51q= 1.09538 ton/m 35 13.8 19 1.86

40 12.9 18 2.24M= 1.35722 ton-m 45 12.2 17 2.62

b= 25 cmh= 25 cm

CUADRO DE AREAS COOPERANTES

SECCION DE COLUMNASNIVEL TIPO I TIPO II TIPO III

13.40

0 0 0 0 0 0

COLUMNAS OFICINA DEPART DEPART LOSA A L.TAPA PESO TIPO0

10.8 30x30A1 6 6 6 6 0 III 10.8A2 13.48 13.48 13.48 13.48 0 IIA3 15.68 15.68 15.68 15.68 0 IIA4 13.48 13.48 13.48 13.48 0 IIA5 6 6 6 6 0 III 8.2

B1 13.48 13.48 13.48 13.48 0 II 8.2B2 30.25 30.25 30.25 30.25 11.22 0 IB3 35.2 35.2 35.2 35.2 11.22 0 IB4 30.25 30.25 30.25 30.25 0 IB5 13.48 13.48 13.48 13.48 0 II 5.6

C1 13.48 13.48 13.48 13.48 0 II 5.6C2 30.25 30.25 30.25 30.25 11.22 0 IC3 35.2 35.2 35.2 35.2 11.22 0 IC4 30.25 30.25 30.25 30.25 0 IC5 13.48 13.48 13.48 13.48 0 II 3

D1 6 6 6 6 0 III 3D2 17.62 17.62 17.62 13.48 0 IID3 23.68 23.68 23.68 15.68 0 IID4 17.62 17.62 17.62 13.48 0 IID5 6 6 6 6 0 III 0

I II III0 0

trabajo obras final

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