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PREDIMENSIONAMIENTO VIVIENDA MULTIFAMILIAR

LOSA.

LUCES 4.254.05 4.25 3.3

LUZ CRITICA 4.25 m RELACIN: L/18 RELACIN: L/25

H LOSA = 0.24 m H LOSA = 0.17 m

VIGAS

VIGAS PRINCIPALES.

LCVP 4.25 4.05 4.25 3.3 m

LUZ CRITICA 3.9 m RELACIN L/9!L/12

H VP = 0.44 0.33

H VP = 0.39 0.40 m

" VP = 0.2 0.30 m

VIGA SECUNDARIA.

LUZ CRITICA4.25 m RELACIN L/14

0.30

H VS = 0.30 0.30 m

" VS = 0.15 0.25 m

Anlisis estructural 1

H. LOSA PARAAN#LISIS =

0.20 m

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COLUMNAS.

TIPOS $E COLU%NAS:

C1 = C&'(m)* +,)-*'

C2 = C&'(m)* ,-,m* , () -+& )-,& ,+()*&

C3 = C&'(m)* ,-,m* , () -+& )-,& )+*'

C4 = C&'(m)* , ,()*

6OR%ULA PARA EL $I%ENSIONA%IENTO $E COLU%NAS:

bd = Pvn*f'c

$ON$E:

D = Dimensin de la seccin en la direccin del anlisis ssmico de la columnab = La otra dimensin de la seccin de la columnaPv = Carga Total que soporta la columnaf'c = Resistencia del Concreto a la compresin simplen = tipo de columna

TIPO DESCRIPCION n

C-1 COLUMNA INTERIOR 1.1 .!

C-1COLUMNA INTERIOR "# ULTIMOS

PISOS$ 1.1 .%&

C-% C-!COLUMNA E(TERNA DE PORTICO

INTERIOR 1.%& .%&

C-# COLUMNA EN ES)UINA 1.& .%

Anlisis estructural 1

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C+d, d c+,/+0.

ELE%ENTO NIVEL 1 NIVEL 2 NIVEL 3 A&-,* SU%ALOSA ALI0.20

300 300 300 300 1200$

P/T 100 100 100 100 400 $VIAS 100 100 100 100 400 $COLU%NAS 0 0 0 30 210 $%UROS 150 150 150 150 00 $S/C 250 250 250 150 900 L

$;L 3710 A TRI"UTARIA COLUNNA

TIPO AT P

C?1 15.87 58891.43C?2 8.1 31929.00

C?3 9.34 3442.13

C?4 4.84 17947.13

6@+= 210

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C4 4.84 40.97 25.32 25.32 25.00 0.30 25.00rectangular

SECCION DE COLUMNAS ASUMIDAS.

Anlisis estructural 1

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METRADO DE CARGAS

%ETRA$O $E CARAS LOSA 1 PISO.

A)+& , *)B' = 1m

A5,+ "v, 63,52c n 6+n0$

CARGA MUERTA "7D 8 PD$

CARGA VIVA

%ETRA$O$ECARASLOSA 2&D 3 PISO.

Anc9 d +n:2020 = 1;

Anlisis estructural 1

D!CR"P# P!$ %&gm() *LT+R* % m ) L$,-# % m ) T$T*L %&gm) +,"D*D

.DL = /00 1#00 /00#00 &gm

.DPt = 100 1#00 100#00 &gm

.D m1 = (23 4#50 1#00 1/11#00 &g

.D m( = (23 4#50 1#00 1/11#00 &g

.D m/ = 300 4#50 (/00#00 &gm

.D m4 = (23 4#50 1#00 1/11#00 &g

.D m3 = (23 4#50 1#(3 15/2#63 &gm

.D m5 = (23 4#50 0#56 262#/6 &gm

.D m6 = (23 1#00 (23#00 &gm

.D v1 = 30 1#30 0#6( 34#00 &gm

D!CR"P# P!$ %&gm() *LT+R* % m ) L$,-# % m ) T$T*L %&gm) +,"D*D

. L1 = (30 1#00 (30#00 &gm

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A5,+ "v, 63,52c n 6+n0$

CARGA MUERTA "7D 8 PD$

D!CR"P# P!$ %&gm() *LT+R* % m ) L$,-# % m ) T$T*L %&gm) +,"D*D

.DL = /00 1#00 /00#00 &gm

.DPt = 100 1#00 100#00 &gm

.D m1 = (23 4#50 1#00 1/11#00 &gm

.D m( = (23 4#50 1#00 1/11#00 &gm

.D m/ = (23 4#50 1#23 (4(3#/3 &gm

.D m4 = (23 4#50 1/11#00 &gm

.D m4 = (23 4#50 1/11#00 &gm

.D m3 = (23 4#50 1#00 1/11#00 &gm

.D m5 = (23 /#10 0#40 /3/#40 &gm

.D m6 = (23 /#10 0#50 3/0#10 &gm

.D v1 = 30 1#30 63#00 &gm

CARGA VIVA.

D!CR"P# P!$ %&gm() *LT+R* % m ) L$,-# % m ) T$T*L %&gm) +,"D*D

. L1 = (30 1#00 (30#00 &gm

. L( = /00 1#00 /00#00 &gm

Anlisis estructural 1

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Anlisis estructural 1