estructuras muto

7/28/2019 Estructuras Muto

1/25

PRIMER NOMBRE: 6

SEGUNDO NOMBRE: 4

PRIMER APELLIDO: 6

SEGUNDO APELLIDO: 9

NUMERO DE CRUJIAS EN X-X: LETRAS DE SU PRIMER NOMBRE

NUMERO DE CRUJIAS EN Y-Y: LETRAS DE SU PRIMER APELLIDO

NUMERO DE PISOS: LETRAS DE SU PRIMER NOMBRE IGUAL O MAYOR 6.50

L1X = NUMERO DE LETRAS DE PRIMER NOMBRE = MAYOR 6.50 6.00 L1Y = 1.10*

L2X = NUMERO DE LETRAS DE SEGUNDO APELLIDO = MAYOR 6.50 6.50 L2Y = 1.15*

L3X = NUMERO DE LETRAS DE PRIMER APELLIDO = MAYOR 6.50 6.00 L3Y = 1.20*

L4X = (L1X+L2X)/2 6.25 L4Y = 1.05*

L5X = (L2X+L3X)/2 6.25 L5Y = (L1Y+

L6X = (L3X+L4X)/2 6.13

L7X = (L4X+L5X)/2 6.25

L8X = (L5X+L6X)/2 6.19

L9X = (L6X+L7X)/2 6.19

L10X = (L7X+L8X)/2 6.22

3.00 3.06

43 44 45 46 47 48

36 37 38 39 40 41

29 30 31 32 33 34

22 23 24 25 26 27

15 16 17 18 19 20

8 9 10 11 12 13

1 2 3 4 5 6

ANALIZAR LA SIGUIENTE EDIFICACIO

L6Y 7.34

L5Y

L4Y

L3Y

L2Y

L1Y

7.04

6.93

7.20

7.48

6.60

6 00 6 50 6 00 6 25 6 25 6 13

DISTANCIA EN X - X

CARACTERISTICAS

6.25 6.25 6.13 6.25 6.19

a) DETERMIMAR LAS DIMENSIONES MINIMAS DE LA LOSA DE ENTREPISO, VIGAS Y COLUMNAS DE CONCRETO A

b) COMPROBAR QUE Kc= 1.2 kv (ANALISIS SERA EN DOS DIRECCIONES)

c) DETERMIMAR CADA UNO DE LOS PORTICOS POR EL METODO DE MUTO Y DETERMINAR LA RIGIDEZ LATERAL

d) DETERMIMAR LA FUERZA SISMICA DE CADA UNO DE LOS ENTREPISOS

e) DETERMIMAR LAS FUERZAS TANTO SISMICAS COMO DE GRAVEDAD EN CADA UNO DE LOS PORTICOS, EFECT

f) DETERMIMAR EL D.M.F. Y D.F.C. DE UNO DE LOS PORTICOS DEL ITEM e), MEDIANTE EL ANALISIS MATRICIALg) DETERMIMAR EL DIAGRAMA DE MOMENTO FLECTOR Y DIAGRAMA DE LA LOSA UNIDIRECCIONAL


2/25

PRIMER PISO: 3.50 M.

SEGUNDO PISO HASTA EL ULTIMO PISO: 2.60 M. h= L h= 6.50

25 25

V-P

h= L h = 7.48 = 0.62 cm. b = 0.30 x h = 0.19 cm.

12 12 0.50 x h = 0.31 cm.

b = 0

V-S

h= L h = 6.50 = 0.46 cm. b = 0.30 x h = 0.14 cm.

14 14 0.50 x h = 0.23 cm.

b = 0

0.30 x 0.30 x 49

6.25 x 7.34 = m2

Avx = ( 6.25 - 0.30 ) x 0.30

Avy = ( 7.34 - 0.30 ) x 0.30

( 45.86 - 4.41 - 3.90 ) x 350

( 45.86 - 4.41 ) x

( 45.86 x ) 3.44 Tn.

Tn.==

=

Pen =

PAl =

Pc =

Pen = ( Atp x gen ) / 1000

=1000

3108.70

PAl = ( Atp - Ac - Av ) x gAL / 1000

Pc = ( Atp - Ac ) x gc / 1000

PESO CONTRAPISO

PESO ENLUCIDO

3.11

=

13.14

VIGAS SECUNDARIAS (V-S)

LOSA ALIGERADA

Ac = AREA DE COLUMNAS

At =

Av = AREA DE VIGA

6.25

ALTURAS DE PISOS

1000

13143.59

1000

PESO DE LOSA ALIGERADA

45.867.34

VIGAS PRINCIPALES (V-P)

SELECCIONAR LA COLUMNA CON MAYOR AREA TRIBUTARIA

ASUMIMOS:

75

75

1000 1000

3439.45

1000

=

Tn.

V-S

V-P


3/25

( 45.86 - 4.41 ) x 4974

1000

( 45.86 x )

S/Ct1 = (At-Ac) x S/C1 ( - 4.41 ) x 300 12434.81

1000

S/Ct1 = (At-Ac) x S/C2 ( - 4.41 ) x 350 14507.28

1000

S/Ct2 = (At-Ac) x S/C3 ( - 4.41 ) x 400 16579.75

1000

S/Ct3 = (At-Ac) x S/C4 ( - 4.41 ) x 250 10362.34

1000

S/Ct4 = (At-Ac) x S/C5 ( - 4.41 ) x 250 10362.34

1000

S/Ct5 = (At-Ac) x S/C6 ( - 4.41 ) x 300 12434.81

1000

S/Ct6 = (At-Ac) x /Cult. ( - 4.41 ) x 100 4144.938

1000

( 6.25 - 0.30 ) x 0.25 x 0.45 x 2400

( 7.34 - 0.30 ) x 0.30 x 0.60 x 2400

h col. x St x Sb x gca

3.50 x 0.30 x 0.30 x 2400

2.60 x 0.30 x 0.30 x 2400

0

01000

C1er Piso

1000 1000

C hpiso =

=

=

=

=

=

=

1er Piso

2do Piso

3er Piso

4to Piso

5to Piso

= = 4.97 Tn.

1000

6to Piso

=

=

=

=

Tn.

=

=

=

=

=

=

=

=

=

=

=

=

PESO COBERTURA

=

=

( Atp - Ac ) x gtr / 1000Ptr =

Ptr =

Pcob =

Pcob = ( Atp x gcob ) / 1000

120

1000

1000

=

=

1606.50

C2do piso/Ult. Piso

1000

1000

=

=

756.00

1000

561.60

=

TOTAL PESO VIGAS

1000

45.86

45.86

1000

=

=

1000 1000

4585.94

SOBRECARGAS O CARGAS VIVAS

45.86=1000

100= 4.59

45.86

1000

PESO DE VIGAS

PESO DE COLUMNAS

1000

Pvx

3040.20

=

1000

45.86

1000

45.86

1000

45.86

=

Pvy


4/25

)/2 7.34

)/2 7.07

)/2 6.98

)/2 7.19

)/2 7.02


5/25

0.26 cm.

0.25 REDONDEO

h= 0.62

REDONDEO 60

30 REDONDEO

h= 0.46

REDONDEO 45

25 REDONDEO

4.41 m2

1.785

2.111

3.90 m2

RIBUTARIA


6/25

Tn.

Tn.

Tn.

36 Tn.

Tn.

Tn.

43 Tn.

Tn.

36 Tn.

43

51

Tn.

Tn.

58

4

Tn.


7/25

Techo PLA Pcont Penl Ptr Pcob Pcol Pvigas Pm Pv Pserv Pult

6 13.14 0.00 3.44 0.00 4.59 0.56 4.65 26.38 4.14 30.52 43.97

5 13.14 3.11 3.44 4.97 0.00 0.56 4.65 29.87 12.43 42.31 62.96

4 13.14 3.11 3.44 4.97 0.00 0.56 4.65 29.87 10.36 40.24 59.44

3 13.14 3.11 3.44 4.97 0.00 0.56 4.65 29.87 10.36 40.24 59.44

2 13.14 3.11 3.44 4.97 0.00 0.56 4.65 29.87 16.58 46.45 70.011 13.14 3.11 3.44 4.97 0.00 0.76 4.65 30.07 14.51 44.58 66.76

171.50 255.65

Pserv: Ac1 = Pser/(0.45*f'c)

Pult: 1.4*Pm+1.7*Pv Ac2 = C*Pu/(0.85*(0.85*fc+1.5*fy/100))

f'c= 245 kg/cm fy = 4200

Ac1 = Ac2 =

b = 35

t = 44.44

min: 0.35 0.45

30 60

Kv = Iv/Lv= 722.41

b*t^3

4200

t

b*t^3

b 4200

b = 35

t = 47.03

min: 35 45

25 45 Kv = 292.07

t

kc = t*b^3/12/h1 459.38 cm

b

Inercia:

459.38 > = 350.48

Kc =

=

Asumo:

Pm+Pv

3.50h1 :

kc = 1.20*kv

b*h^3/12

1555.57

Ic/hc

6.50

= (b*t^3/12)/h1 =

1441.43

ANALIZAR EN LA DIRECCION PRINCIPAL

Asumo:

VP :

7.48

3640936.45

PRINCIPAL

b*t^3 =866.89

VS :

ANALIZAR EN LA DIRECCION SECUNDARIA

RESUMEN DE CARGAS

Kc > = 1.2*Kv


8/25

kv:

kc 1022.24 1022.24 1022.24 1022.24

k 0.800 1.507 1.440 1.496

a 0.286 0.430 0.419 0.428

D 292.17 439.28 427.98 437.43

Kl 12177.02 18308.40 17837.36 18231.1

kc 1022.24 1022.24 1022.24 1022.24

k 0.800 1.507 1.440 1.496

a 0.286 0.430 0.419 0.428D 292.17 439.28 427.98 437.43

Kl 12177.02 18308.40 17837.36 18231.1

kc 1022.24 1022.24 1022.24 1022.24

k 0.800 1.507 1.440 1.496

a 0.286 0.430 0.419 0.428

D 292.17 439.28 427.98 437.43

Kl 12177.02 18308.40 17837.36 18231.1

kc 1022.24 1022.24 1022.24 1022.24

k 0.800 1.507 1.440 1.496

a 0.286 0.430 0.419 0.428

D 292.17 439.28 427.98 437.43

Kl 12177.02 18308.40 17837.36 18231.1

kc 1022.24 1022.24 1022.24 1022.24

k 0.800 1.507 1.440 1.496

a 0.286 0.430 0.419 0.428

D 292.17 439.28 427.98 437.43

Kl 12177.02 18308.40 17837.36 18231.1

kc 759.38 759.38 759.38 759.38

k 1.077 2.029 1.939 2.014

a 0.513 0.628 0.619 0.626

D 389.24 476.64 470.20 475.59

Kl 8952.39 10962.56 10814.33 10938.3

Viga P : 30 60

Iv = Iv = E =

Columna 35 45

Ic = Ic =

kv:kc 618.39 618.39 618.39 618.39

k 0.512 0.984 0.984 1.003

a 0.204 0.330 0.330 0.334

D 125.97 203.91 203.91 206.52

Kl 5250.40 8498.78 8498.78 8607.47

kc 618.39 618.39 618.39 618.39

k 0.512 0.984 0.984 1.003

a 0.204 0.330 0.330 0.334

D 125.97 203.91 203.91 206.52

Kl 5250.40 8498.78 8498.78 8607.47

kc 618.39 618.39 618.39 618.39

k 0.512 0.984 0.984 1.003

15000*raiz(f'c)540000.00

722.41

7.20

818.18 722.41 750.00

818.18

750.00

750.00722.41

316.41

265781.25

316.41

b*h^3/12

b*t^3/12

316.41

35

316.41 292.07

SECUNDARIA

316.41

6.60 7.48

818.18

292.07

45

818.18 722.41

818.18

750.00

750.00

722.41 750.00

818.18 722.41

316.41 292.07


9/25

a 0.204 0.330 0.330 0.334

D 125.97 203.91 203.91 206.52

Kl 5250.40 8498.78 8498.78 8607.47

kc 618.39 618.39 618.39 618.39

k 0.512 0.984 0.984 1.003

a 0.204 0.330 0.330 0.334

D 125.97 203.91 203.91 206.52

Kl 5250.40 8498.78 8498.78 8607.47

kc 618.39 618.39 618.39 618.39

k 0.512 0.984 0.984 1.003

a 0.204 0.330 0.330 0.334

D 125.97 203.91 203.91 206.52

Kl 5250.40 8498.78 8498.78 8607.47

kc 459.38 459.38 459.38 459.38

k 0.689 1.325 1.325 1.350

a 0.442 0.549 0.549 0.552

D 203.10 252.11 252.11 253.68

Kl 4671.24 5798.45 5798.45 5834.64

45

35

Viga S : 25 45

Iv = Iv = E =

Columna 45 35

Ic = Ic =

15000*raiz(f'c)189843.75

6.00 6.50

316.41

160781.25

6.00

b*h^3/12

b*t^3/12

316.41

316.41 292.07

316.41 292.07

316.41

316.41 292.07


10/25


11/25


12/25

E = 5000*raiz(f'c) kg/cm234787.14


13/25

E = 5000*raiz(f'c) kg/cm234787.14


14/25


15/25

1.30h/2

h/2

h/2

h/2

h/2

h/2

h/2

h/2

h/2

h/2

h/2

1.75h/2

PAL = ( At - Ac - Avp ) x gAL

At = ( 6.00 + 6.50 + 6.00 + 6.25 + 6.25 +

( 6.60 + 7.48 + 7.20 + 6.93 + 7.04 +

At = ( ) x ( )

At =

Ac =

Ac = ( 49 x 0.35 x 0.45 )

Ac =

AVP = + AVY

( N Columnas x St)

h6

2.60

2.60

2.60

2.60

1580.78

h4

h3

h2

h1

2.60

2.60

2.60

h5

2.60

3.50

37.13 42.58

2.60

3.05

PESO DE LOSA ALIGERADA

7.72

AVX

METRADOS DE CARGAS


16/25

Pvx = 60.68 x 0.45 x 2400 = TN Pvy = 82.80 x

65.54 + 119.24 =

+ ) x =

- ) x =

( x ) =

- ) x =

Pcol 1piso = ( 3.50 x 2400 x 49 x 0.35 x 0.45 ) =

Pv =

65.54

184.77

P Cob. = ( At x PESO Cober. )

P Cober. = 1580.78

Pvy Pvx = Avx x hvx x Ca

Pv = Pvx + Pvy

PESO DE CONTRAPISO

PESO DE COBERTURA

Pcont. = ( 1580.78 7.7175 75

7.7175 75

Pcont. = ( At + Ac ) x PESO cont.

PESO DE TABIQUERIA REPARTIDA

PT rep. = ( At - Ac ) x PESO T rep.

PT rep. = ( 1580.78 7.7175 120

PESO DE COLUMNAS

100

PESO DE ENLUCIDO

P Enl. = ( At - Ac ) X PESO Enluc.

P Enl. = ( 1580.78

P Col. = hc x PESO ca x N colum. x St col.


17/25

2.60 - 60 ) x x 0.13 x

- 7.718 ) x

- 7.718 ) x

- 7.718 ) x

- 7.718 ) x

- 7.718 ) x

- 7.718 ) x

h Pv Pcon Ptrep Pcob Penl. P col Ptp PM PV

16.50 184.77 0.00 0.00 158.08 117.98 24.08 27.68 1012.94 157.31

13.90 184.77 119.14 190.62 0.00 117.98 48.16 27.68 1188.70 471.92

11.30 184.77 119.14 190.62 0.00 117.98 48.16 27.68 1188.70 393.27

8.70 184.77 119.14 190.62 0.00 117.98 48.16 27.68 1188.70 393.27

6.10 184.77 119.14 190.62 0.00 117.98 48.16 27.68 1188.70 629.23

3.50 184.77 119.14 190.62 0.00 117.98 64.83 40.14 1217.83 550.57

6985.57 2595.56

Asumiendo que la edificacin esta en la ciudad de chiclayo se tiene:

V = Z*U*S*C/R * Ps V = 2004.04 Tn

SI SISTEMA ESTRUCTURAL ES APORTICAD

Ps/c1c = ( At - Ac ) x s/c2

PESO DE SOBRECARGAS

RESUMEN DE SOBRECARGAS

500.35

500.35

4

3

2

1

ENTRE PISOS Pla

500.35

500.35

500.35

500.35

Ps/c5c = ( 1580.78 300.00

Ps/c6c = ( 1580.78 100.00

Ps/c3c = ( 1580.78 250.00

Ps/c4c = ( 1580.78 250.00

Ps/c2c = ( 1580.78 400.00

Ps/c1c = ( 1580.78 350.00

6

5

39.43Ptper. 2do al 6to = (


18/25

Techo PLA Pcont Penl Ptr Pcob Pcol Pvigas Pm Pv Pserv4 11.76 0 2.74 0 3.65 0.36 3.35 21.86 3.65 25.51

3 11.76 3.65 2.74 3.65 0 0.36 3.35 25.51 14.6 40.11

2 11.76 3.65 2.74 3.65 0 0.36 3.35 25.51 9.12 34.63

111.76 3.65 2.74 3.65 0 0.53 3.35 25.68 12.77 38.45

138.7

Pserv: Pm+Pv Ac1 = Pser/(0.45*f'c)

Pult: 1.4*Pm+1.7*Pv

Ac2 = C*Pu/(0.85*(0.85*f c+1.5*f

f'c= 245 kg/cm fy = 4200

Ac1 = 1258.049887 Ac2 = 1162.8 mayor.

asumo: b = 30

kc >= 1.20*Kv t = 41.935 col = 30 40

Analizar en la direccin principal.

Svp: 0.25 0.55

h1 : 3.5

6.75

Kv = Iv/Lv= 513.5

Kc = Ic/hc = (b*t^3/12)/h1 = b*t^3

4200

b

kc = 1.20*kv

b*t^3 = 616.2

4200

Asumo: b = 30

t = 44.186

min: 30 50

Analizar en la direccin secundaria

Vs: 25 40 Kv = 231.88

t

b 5.75 kc = t*b^3/12/h1

Inercia: b*h^3/12 Kc >= 1.2*Kv

321.43 >= 278.26

PRINCIPAL

kv:

kc 949.22 949.22 949.22

k 0.5618 1.146 1.1252

a 0.2193 0.3643 0.36

D 208.16 345.78 341.76

Kl 10182 16913 16717

533.25 554.58 513

t

b*t^3 = 2588055.556

533.25 554.58 513


19/25

kc 949.22 949.22 949.22

k 0.5618 1.146 1.1252

a 0.2193 0.3643 0.36

D 208.16 345.78 341.76

Kl 10182 16913 16717

kc 949.22 949.22 949.22

k 0.5618 1.146 1.1252

a 0.2193 0.3643 0.36

D 208.16 345.78 341.76

Kl 10182 16913 16717

kc 650.89 650.89 650.89

k 0.8193 1.6713 1.641

a 0.4679 0.5914 0.588

D 304.58 384.95 382.74

Kl 7005.3 8853.8 8802.8

30

45Vigas:

25 55 Kv =

Iv = Iv = b*h^3/12

Columna

30 45

Ic = Ic = b*t^3/12

SECUNDARIA

kv:kc 421.88 421.88 421.88

k 0.6078 1.1824 1.1243

a 0.2331 0.3715 0.3599

D 98.325 156.75 151.81

Kl 4809.5 7667.1 7425.8

kc 421.88 421.88 421.88

k 0.6078 1.1824 1.1243

a 0.2331 0.3715 0.3599

D 98.325 156.75 151.81

Kl 4809.5 7667.1 7425.8

kc 421.88 421.88 421.88

k 0.6078 1.1824 1.1243

a 0.2331 0.3715 0.3599

D 98.325 156.75 151.81

Kl 4809.5 7667.1 7425.8

kc 289.29 289.29 289.29

k 0.8864 1.7244 1.6396

a 0.4803 0.5972 0.5879

D 138.95 172.77 170.06

256.41 242.42 231

256.41 242.42 231

346614.58

227812.50

256.41 242.42 231

256.41 242.42 231

533.25 554.58 513

6.5 6.25

533.25 554.58 513


20/25

Kl 3195.7 3973.7 3911.3

45

30

Vigas:

25 40 Kv =

Iv = Iv = b*h^3/12

Columna

45 30

Ic = Ic = b*t^3/12

5.2 5.5

133333.33

101250.00


21/25

Pult36.809

60.534

51.218

57.661

206.222

y/100))

321.43 cm

Tn/cm

949.21875

0.540974445

0.212900388

202.0890401

9884.98068 53.69725774

2.4

.50

.50K= k_v1^ + k_v2^ + k_v3^


22/25

949.21875

0.540974445

0.212900388

202.0890401

9884.98068 53.69725774

949.21875 E = 15000*raiz(f'c)

0.540974445

0.212900388

202.0890401

9884.98068 53.69725774

650.8928571

0.788921066

0.4621576

300.8150806

6918.613393 31.58047558

Iv/Lv

Tn/cm421.875

0.5496511

0.215578947

90.94736842

4448.598397 24.35096342

421.875

0.5496511

0.215578947

90.94736842

4448.598397 24.35096342

421.875 E = 15000*raiz(f'c)

0.5496511

0.215578947

90.94736842

4448.598397 24.35096342

289.2857143

0.801574521

0.464586793

134.39832223.5

2.4

.88

2.4

.88

.88

2.4

.88

2.4

.50

3.5

6.75

2.4

.50

K= k_v1^ + k_v2^

k_L^

K= k_v1^ + k_v2^ + k_v3^

K= k_v1^ + k_v2^

k_L^


23/25

3091.101783 14.17191613

Iv/Lv

5.75


24/25

+ k_v4^ a= K D= a * k_c


25/25

234787.1376 kg/cm

234787.1376 kg/cm

a= 0.5+K

D= a * k_c

D* (12* E * ko)

h^

+ k_v4^ a= K

a= 0.5+K

= *

D* (12* E * ko)

h^

estructuras muto

Documents