• Author / Uploaded
• Claudio Gean Piero

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EJEMPLO 1

1. DETERMINAR EL ESPESOR DEL MURO t

t=h/20 asumir una viga de 40cm

0.40m h= 2.2 2.60m h=?

t=

0.11

utilizo ladrillo hercules macizo de 10x14x24 t=14cm

2.60m

-4.85

2. LONGITUD MINIMA DE MUROS

∑L*t/Ap= ZUSN/56

t= Ap= Z= U= S= N=

0.14 m 110 m2 0.45 1.5 1.05 4

m

llo hercules macizo de 10x14x24

L= 39.776786 m.l 39.776786

para x para y 1.5m

4

3.7

3

2.4 2

4.2

1

a

b

c

3. VIGAS Y LOSAS

asumir una viga de 40cm

albañileria concreto

todo 10.3

1.45

d

1.5m

4. COLUMNAS

14CM 15, 20, 25 25CM 14CM 25CM 14CM VIGA DE 14X40 25CM VIGA 14X13

25CM 14CM 25CM 14CM

RESULTADOS TABLE: Modal Participating Mass Ratios Case Mode ANALISIS MODAL ANALISIS MODAL ANALISIS MODAL ANALISIS MODAL ANALISIS MODAL ANALISIS MODAL ANALISIS MODAL ANALISIS MODAL ANALISIS MODAL ANALISIS MODAL ANALISIS MODAL ANALISIS MODAL

1 2 3 4 5 6 7 8 9 10 11 12

VERIFICACION DE PESOS

RANGO

TABLE: Centers Of Mass And Rigidity Story Diaphragm Story1 Story2 Story3 Story4

Period sec 0.168 0.132 0.121 0.046 0.041 0.039 0.024 0.023 0.022 0.018 0.016 0.016

LOSA1 LOSA2 LOSA3 LOSA4 Total

UX

UY

UZ

0.7394 0.028 2.899E-05 0.1603 0.0084 0.002 0.0172 0.0239 0.0063 0.0018 0.0019 0.0109

0.0255 0.7635 0.0099 0.0055 0.1144 0.0308 0.0029 0.0128 0.0227 0.001 0.01 0.0008

0 0 0 0 0 0 0 0 0 0 0 0

800 A 1000 Kg/m2

Mass X Mass Y kg kg 97386.11 97386.11 97386.11 97386.11 97386.11 97386.11 70258.46 70258.46 362416.79 Kg

datos: Peso 1 area 1 peso/area

97386.11 Kg 110 m2 885.328273 Kg/m2

recomendación= T=0,1seg por piso

ok

XCM m 5.6628 5.6628 5.6628 5.6477

YCM m 5.3619 5.3619 5.3619 5.3601

SumUX

SumUY

SumUZ

RX

RY

RZ

SumRX

SumRY

0.7394 0.7674 0.7675 0.9278 0.9362 0.9382 0.9553 0.9792 0.9855 0.9873 0.9891 1

0.0255 0.789 0.799 0.8045 0.919 0.9498 0.9527 0.9655 0.9882 0.9892 0.9992 1

0 0 0 0 0 0 0 0 0 0 0 0

0.0119 0.2902 0.0051 0.0138 0.4333 0.1067 0.0075 0.0323 0.0585 0.0033 0.0345 0.0028

0.3329 0.0104 0.0006 0.4602 0.0286 0.0029 0.0418 0.0598 0.0163 0.0058 0.0061 0.0345

0.0015 0.0102 0.8249 0.0024 0.0201 0.0995 0.0158 0.0041 0.0106 0.0093 0.0001 0.0016

0.0119 0.3021 0.3072 0.321 0.7544 0.8611 0.8686 0.9009 0.9594 0.9627 0.9972 1

0.3329 0.3433 0.3439 0.8041 0.8327 0.8357 0.8775 0.9372 0.9536 0.9594 0.9655 1

Cum Mass X Cum Mass Y kg kg 97386.11 97386.11 97386.11 97386.11 97386.11 97386.11 70258.46 70258.46

XCCM m 5.6628 5.6628 5.6628 5.6477

YCCM m 5.3619 5.3619 5.3619 5.3601

SumRZ 0.0015 0.0117 0.8365 0.839 0.8591 0.9585 0.9743 0.9784 0.989 0.9982 0.9984 1

ANALISIS ESTATICO DATOS Z= U= S= Tp= Tl= Cx= Cy= Rx= Ry= Peso=

0.45 1.5 1.05 0.6 seg. 2 seg. 2.5 2.5 2.7 2.7 360641.6 Kg

0.168 0.132

Tx= Ty= Lx= Ly=

11.3 10.3

la estructura es irregular por esquina entra

Vx=Vy=

236671.05 Kg

K= 1 Piso 1 2 3 4

Peso altura h 96794.37 2.6 96794.37 5.2 96794.37 7.8 70258.46 10.4

αi P*h Fx 251665.362 0.1123165 26582.065 503330.724 0.22463301 53164.1299 754996.086 0.33694951 79746.1949 730687.984 0.32610098 77178.6602 ∑ 2240680.16 236671.05

DISTORSIONES DE ENTRE PISO EJE XX TABLE: Story Drifts Story Output Case Case Type Story4 Story3 Story2 Story1

SISMOXX SISMOXX SISMOXX SISMOXX

Story Story4 Story3

Step Type Step Number Direction

LinStatic LinStatic LinStatic LinStatic

X X X X

Output Case Direction SISMOXX SISMOXX

X X

Drift

Drift*0,85*R

0.000782 0.000928

0.00179469 0.00212976

Story2 Story1

SISMOXX SISMOXX

EJE YY TABLE: Story Drifts Story Output Case Case Type Story4 Story3 Story2 Story1

SISMOYY SISMOYY SISMOYY SISMOYY Story Story4 Story3 Story2 Story1

X X

0.000919 0.000549

Step Type Step Number Direction

LinStatic LinStatic LinStatic LinStatic

Y Y Y Y

Output Case Direction SISMOYY SISMOYY SISMOYY SISMOYY

0.00210911 0.00125996

Y Y Y Y

FINALIZA EL ANALISIS ESTATICO, Y SE CONTINUA CON EL DISEÑO

Drift

Drift*0,85*R

0.00046 0.000572 0.00062 0.000428

0.0010557 0.00131274 0.0014229 0.00098226

seg seg m m

3? 2.45 ?

26.5486726 % 23.7864078 %

s irregular por esquina entrante Ip=0,9

Fy 26582.065 53164.1299 79746.1949 77178.6602 236671.05

Drift

Label

0.000782 12 0.000928 12 0.000919 12 0.000549 57

cumple con la NTE E.030? si si

X m

Y m 11.3 11.3 11.3 2.8

Z m 10.3 10.3 10.3 10.3

10.4 7.8 5.2 2.6

si si

Drift

Label

0.00046 25 0.000572 25 0.00062 25 0.000428 25 cumple con la NTE E.030? si si si si

X m

Y m 11.3 11.3 11.3 11.3

Z m 0 0 0 0

10.4 7.8 5.2 2.6

ANALISI DINAMICO MODAL ESPECTRAL

DATOS Z= U= S= Tp= Tl= Rx= Ry= g=

0.45 1.5 1.05 0.6 seg. 2 seg. 2.7 2.7 9.8067

Tp

Se procede a asignar este espectro al programa DISTORSIONES DE ENTRE PISO EJE XX TABLE: Story Drifts Story Output Case Case Type Story4 Story3 Story2 Story1

SISMOXX SISMOXX SISMOXX SISMOXX

Story

LinRespSpec LinRespSpec LinRespSpec LinRespSpec

Output Case

Step Type Max Max Max Max

Direction

Story4 Story3 Story2 Story1 EJE YY TABLE: Story Drifts Story Output Case Story4 Story3 Story2 Story1

SISMOYY SISMOYY SISMOYY SISMOYY Story Story4 Story3 Story2 Story1

SISMOXX SISMOXX SISMOXX SISMOXX

X X X X

Case Type LinRespSpec LinRespSpec LinRespSpec LinRespSpec

Step Type Max Max Max Max

Output Case SISMOYY SISMOYY SISMOYY SISMOYY

Direction Y Y Y Y

FUERZA CORTANTE MINIMA EN LA BASE

V. DINAMICO ETABS TABLE: Story Forces Story Output Case Story1 Story1

EJE X Y

SISMOYY SISMOXX

V.Estatico Kg 236671.05 236671.05

Case Type LinRespSpec LinRespSpec

90% V. Estatico 213003.945 213003.945

V.DINAMICO ESCALADO TABLE: Story Forces Story Output Case Story1

SISMOYY

Case Type LinRespSpec

Story1

SISMOXX

EJE X Y

LinRespSpec

V.Estatico Kg 236671.05 236671.05

FINALIZA EL ANALISIS DINAMICO MODAL ESPECTRAL, Y SE CONTINUA CON EL DISEÑO

Sax=Say=

espectro de seudo aceleracion

T 0.01 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.6 0.65 0.7 0.75 0.8 0.85 0.9 0.95 1

C 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.308 2.143 2.000 1.875 1.765 1.667 1.579 1.500

Sax=Say, sin g 0.6563 0.6563 0.6563 0.6563 0.6563 0.6563 0.6563 0.6563 0.6563 0.6563 0.6563 0.6563 0.6563 0.6058 0.5625 0.5250 0.4922 0.4632 0.4375 0.4145 0.3938

Step Number

Direction

Drift

X X X X

Drift

Drift*0,85*R

Sax=Say, con g 6.435646875 6.435646875 6.435646875 6.435646875 6.435646875 6.435646875 6.435646875 6.435646875 6.435646875 6.435646875 6.435646875 6.435646875 6.435646875 5.94059711538462 5.51626875 5.1485175 4.82673515625 4.54280955882353 4.29043125 4.06461907894737 3.861388125 opcional calcular hasta un T de 1

0.000634 24 0.000721 12 0.000698 12 0.000407 57

cumple con la NTE E.030?

Label

X m 7.15 11.3 11.3 2.8

0.000634 0.000721 0.000698 0.000407

0.00145503 0.001654695 0.00160191 0.000934065

Step Number

si si si si

Direction

Drift

Y Y Y Y Drift 0.000347 0.000427 0.000457 0.000313

Step Type

Drift*0,85*R

11.3 11.3 11.3 11.3

cumple con la NTE E.030? 0.000796365 0.000979965 0.001048815 0.000718335

Step Number

si si si si

Location

P kgf

Bottom Bottom

V. dinamico cumple? Vd ≥ 90%Ve 181098.58 no 186850.33 no

Step Type

X m

0.000347 25 0.000427 25 0.000457 25 0.000313 25

Max Max

Max

Label

Step Number

0 0

VX kgf 43868.67 181098.58

Se calcula esto para hacer que cumpla escalar n. escalar 1.30686309080944 1.31 1.2666343698724 1.27 redondeado se colocaran estos en el programa

Location Bottom

P kgf 0

VX kgf 55713.45

Max

90% V. Estatico 213003.945 213003.945

TINUA CON EL DISEÑO

Bottom

v.DINAMICO ESCALADO 237240.77 SI 237300.96 SI

CUMPLE?

0

237240.77

pcional calcular hasta un T de 1seg

Y m

Z m 0 10.3 10.3 10.3

10.4 7.8 5.2 2.6

Y m

Z m 0 0 0 0

10.4 7.8 5.2 2.6

VY T MX MY kgf kgf-m kgf-m kgf-m 186850.33 970851.66 1394832.69 331705.01 43868.67 1168070.66 333617.91 1368769.12

VY T MX kgf kgf-m kgf-m 237300.96 1232986.98 1771445.23

MY kgf-m 421267.19

57468.35 1530183.08

437042.46 1793099.86