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 utili
Views 62 Downloads 0 File size 206KB
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