memoria de cálculo (formato)

MEMORIA DE CÁLCULO DE EDIFICIO DE OFICINAS

DISEÑO DE LOSA EN 2 DIRECCIONES, COLUMNAS, CIMENTACIÓN, ETC.

Memoria de cálculo

1



INDICE

1. LOSA DE

AZOTEA……………..

Vigas cargadoras………………………….……. Nervaduras por flexion…………………..………. Nervaduras por temperatura………………………….…….

2. LOSA DE ENTREPISO…………………………………

Vigas cargadoras………………………….……. Nervaduras por flexion…………………..………. Nervaduras por temperatura………………………….…….

3. DISEÑO DE SISTEMA DE ESCALERA……………..

Desarrollo de escalera………………………….……. Diseño de rampa…………………..………. Diseño vigas cergadoras………………………….…….

4. PLANOS ESTRUCTURALES…………………………………

2



DISEÑO DE VIGAS CARGADORAS LOSA DE

AZOTEA

3



DISEÑO DE LAS VIGAS CARGADORAS EN LOSA DE AZOTEA

EVALUACIÓN DE LA CARGA MUERTA DE LOSA DE AZOTEA

P.P. Impermeabilizante= 8 kg/m2 P.P. Empastado= (0.04) (2000) = 80 kg/m2 P.P. Relleno pluvial= (0.08 x 1600)/ 2 = 64 kg/m2 P.P. Losa de concreto aligerante = 180 kg/m2 P.P. Aligerante barro block= 75 kg

4



P.P. Acabados= 5.0 kg/m2 P.P. Ductos = 30 kg/m2 P.P. Plafón= 8.5 kg/m2

VIGA CARGADORA 1

Wulosa=1.2 (cm )+1.6C .V .Wulosa=1.2(450 )+1 .6 (100)

Wulosa=700kgm2

5

WVC-1=1721 kg/m2

6.65 6.42 5.98 4.30 4.30

WL2

WL2

1.15WL2

1.15WL2

1.15WL2

1.15WL2

1.15WL2

1.15WL2

1.15WL2

1.15WL2

WL2

14

WL2

24

WL2

16

WL2

10

WL2

16WL2

16WL2

14

WL2

10WL2

10WL2

10WL2

24

CV= 450 kg/m2

CM=100kg/m2



Wu=(Wulosa ) ( At )+1 .2 [ P . P .VC ( propone ) ]Wu=(700kg

m2 ) (2.13m )+1 .2 (0.30m ) (0 .40m ) (2400 )

Wu=1721kg

m2

DISEÑO POR FLEXIÓN

MmaxSección

q p As #Vrφb h3171 30 45 0.0387 0.0033 3.96 3 #45387 “ “ 0.0658 0.0033 3.96 3 #47350 “ “ 0.0898 0.0042 5.04 4 #44433 “ “ 0.0541 0.0033 3.96 3 #46616 “ “ 0.0808 0.0042 5.04 4 #43847 “ “ 0.0469 0.0033 3.96 3 #4960 “ “ 0.0117 0.0033 3.96 3 #4

2665 “ “ 0.0325 0.0033 3.96 3 #44264 “ “ 0.0520 0.0033 3.96 3 #43046 “ “ 0.0372 0.0033 3.96 3 #41777 “ “ 0.0217 0.0033 3.96 3 #4

INDICE DE REFUERZO

q=1 .695−√2.873−4 [Mmax

1.062bd2 ]2

REVISION DEL CORTE POR FLEXION

6



Uud=Vudφbd

≤Uc=12

√ f ' c

Vud=V max−Wd

Vd=(1721kg

m 2 )(6 .65m )1 .15

2−(1721kg

m2 ) (0. 40m)=5689kgm

Uvd=5689

kgm

(0 .85 ) (0.30m ) (0.40m )=5 .74≤7 .07

Uc=12

√200=7 .07kgm2

5 .74kgm2

⊳7 .07kgm2

LA SECCIÓN NO FALLA POR CORTE. REQUIERE ACERO POR CORTE.

Est. ¼ “ @ 30 cm (en todos los claros)

LONGITUD DE DESARROLLO DE ACERO SEGÚN REGLAMENTO ACI-318-05

7



L4

=6 .654

=1 .7m

L4

=6 .454

=1 .6m

L4

=5 .984

=1.5m

L4

=4 .304

=1 .1m

L4

=4 .304

=1 .1m

ACERO POSITIVO

13

As(+)= (4¿3 )+ (3¿3 )+(3¿3 )+ (5¿3 )

13

As(+)=15¿33

=5

3

¿

TRASLAPE

Diámetro varilla #3= 9.5=mm= 0.95cm

Traslape=(40 ) (diametro .vr )=

Traslape=(40 ) (0 .95cm )=38cm≈40cm

CROQUIS DE ARMADO

8



VIGA CARGADORA 2

9

WVC-2=3797 kg/m2

CV= 450 kg/m2

CM=100kg/m2




Wulosa=700kgm2


m2 ) (4 .93m )+1.2 (0 .30m ) (0 .40m) (2400 )

Wu=3796 .6kg

m2≈3797kg

m2


Mmax Sección q p As #VrO

10

6.65 6.42 5.98

WL2

14

WL2

24

WL2

14WL2

14

WL2

24WL2

9WL2

9

WL2

WL2

1.15WL2

1.15WL2

1.15WL2

1.15WL2



b h-6996 30 45 0.0944 0.0044 5.28 3#511994 “ “ 0.1620 0.0077 9.24 3#6-17990 “ “ 0.2430 0.0115 18.6 4#811178 “ “ 0.1509 0.0072 8.64 3#6-16217 “ “ 0.2190 0.0101 12.12 4#69698 “ “ 0.1309 0.0062 7.44 3#6-5658 “ “ 0.0764 0.0036 4.32 2#5

INDICE DE REFUERZO

q=1 .695−√2.873−4 [Mmax

1.062bd2 ]2

q1=1.695−√2 .873−4 [69961 .062(30)( 40)2 ]2

=0 .0944

q2=1.695−√2 .873−4 [119941 .062bd 2 ]2

=0 .1620

q3=1.695−√2.873−4 [179901 .062bd2 ]2

=0 .2430

q 4=1.695−√2 .873−4 [111781 .062bd 2 ]2

=0 .1509

q5=1.695−√2.873−4 [162171 .062bd2 ]2

=0 .2190

11



q6=1 .695−√2.873−4 [96981.062bd2 ]2

=0.1309

q7=1 .695−√2.873−4 [56581.062bd2 ]2

=0 .0764


Uud=Vudφbd

≤Uc=12

√ f ' c

Vud=V max−Wd

Vd=1 .15(3797kgm2 ) (6 .65m )−(3797kg

m 2 )(0 .40m )=13000kgm

Uvd=13000

kgm

(0 .85 ) (30m) (40m )=12.74

Uc=12

√200=7 .07kgm2

8 .33kgm2

⊳7 .07kgm2

12



LA SECCIÓN FALLA POR CORTE. REQUIERE ACERO POR CORTE.


Av=(Uv−Uc ) (S ) ( b )2Fy

=

Av=(12.74−7 .07 ) (20 ) (30 )2 (4200 )

=0.40≤0 .71


L4

=6 .654

=1 .66m

L4

=6 .424

=1 .60m

L4

=5 .984

=1. 49m

TRASLAPE

Diámetro varilla #6= 19 mm= 1.9cm

Traslape=(40 ) (diametro−var illa )=

Traslape=(40 ) (1 .90cm )=76 .00cm

13



CORTE

CORTE 1-1’

14

5.98

6.42

6.65

1.49

1.49

1.60

1.66

1.66

1.603#5 4#8 4#6 2#5

3#6

Estribos de 3/8 @ 20 cm en todos los claros

45

30

losa



VIGA CARGADORA 3


Wulosa=700kgm2


m2 ) (4 .93m )+1.2 (0 .30m ) (0 .40m) (2400 )

Wu=3796 .6kg

m2≈3797kg

m2

15

4.30 4.30

WVC-2=2015 kg/m2

CV= 450 kg/m2

CM=100kg/m2

WL2

14

WL2

24

WL2

14

WL2

24WL2

9

WL2

WL2

1.15WL2

1.15WL2




MmaxSección

q p As #VrOb h

-1552 30 45 0.0185 0.0033 3.96 3#42661 “ “ 0.0317 0.0033 3.96 3#4-4140 “ “ 0.0493 0.0033 3.96 3#42661 “ “ 0.0317 0.0033 3.96 3#4-1552 “ “ 0.0185 0.0033 3.96 3#4

INDICE DE REFUERZO

q=1 .695−√2.873−4 [Mmax

1.062bd2 ]2

q1=1.695−√2 .873−4 [69961 .062(30)( 40)2 ]2

=0 .0944

q2=1.695−√2 .873−4 [119941 .062bd 2 ]2

=0 .1620

q3=1.695−√2.873−4 [179901 .062bd2 ]2

=0 .2430

q 4=1.695−√2 .873−4 [111781 .062bd 2 ]2

=0 .1509

q5=1.695−√2.873−4 [162171 .062bd2 ]2

=0 .2190

16




Uud=Vudφbd

≤Uc=12

√ f ' c

Vud=V max−Wd

Vd=1 .15(2015kgm2 ) (6 .65m )−(2015kg

m2 ) (0 .40m )=4176kgm

Uvd=4176

kgm

(0 .85 ) (30m) (40m )=4 .09

Uc=12

√200=7 .07kgm2

4 .09kgm 2

⊲7 .07 kgm2

LA SECCIÓN NO FALLA POR CORTE. REQUIERE ACERO POR CORTE.

Est. ¼ “ @ 30 cm (en todos los claros)

17




L4= 4 .30

4=1 .10m

TRASLAPE

Diámetro varilla #4= 12.7mm= 1.27cm


Traslape=(40 ) (1 .27 cm )=55 .00 cm

CROQUIS DE ARMADO

18



VIGA CARGADORA 4


Wulosa=700kgm2


m2 ) (5 .825m )+1.2 (0 .30m ) (0 .40m ) (2400 )

Wu=4423.1kg

m2≈4423kg

m2

19

6.65 6.42 5.98

WVC-4=4423 kg/m2

WL2

14

WL2

24

WL2

14WL2

14

WL2

24WL2

9WL2

9

WL2

WL2

1.15WL2

1.15WL2

1.15WL2

1.15WL2

CV= 450 kg/m2

CM=100kg/m2




MmaxSección

q p As #VrOb h

-8150 30 45 0.1144 0.0054 6.48 2#613971 “ “ 0.1954 0.0093 11.16 2#8-20956 “ “ 0.2932 0.0139 16.68 3#813021 “ “ 0.18217 0.0086 10.32 2#8-18891 “ “ 0.2643 0.0125 15 3#811298 “ “ 0.1580 0.0075 9 2#8-6590 “ “ 0.0922 0.0043 5.16 2#6

INDICE DE REFUERZO

q=1 .695−√2.873−4 [Mmax

1.062bd2 ]2

q1=1.695−√2 .873−4 [81501 .062(30)( 40)2 ]2

=0 .1144

q2=1.695−√2 .873−4 [139711 .062bd 2 ]2

=0 .1954

q3=1.695−√2.873−4 [209561 .062bd2 ]2

=0 .2932

q 4=1.695−√2 .873−4 [130211 .062bd 2 ]2

=0 .1821

q5=1.695−√2.873−4 [188911 .062bd2 ]2

=0 .2643

20



q6=1 .695−√2.873−4 [112981.062bd2 ]2

=0.1580

q7=1 .695−√2.873−4 [65901.062bd2 ]2

=0 .0922


Uud=Vudφbd

≤Uc=12

√ f ' c

Vud=V max−Wd

Vd=1 .15(4423kgm2 ) (6 .65m )−(4423 kg

m2 ) (0 .40m )=15134 .24kgm

Uvd=15134 .24

kgm

(0 .85 ) (30m) (40m )=14 .84

Uc=12

√200=7 .07kgm2

14 .84kgm 2

⊳7 .07 kgm2

21



LA SECCIÓN FALLA POR CORTE. REQUIERE ACERO POR CORTE.


Av=(Uv−Uc ) (S ) ( b )2Fy

=

Av=(14 .84−7 .07 ) (20 ) (30 )2 (4200 )

=0 .55≤0 .71


L4

=6 .654

=1 .66m

L4

=6 .424

=1 .60m

L4

=5 .984

=1. 49m

TRASLAPE

Diámetro varilla #8= 25.4 mm= 2.54cm


Traslape=(40 ) (2 .54 cm )=101 .6≈102cm

22



CORTE 1-1’

23

5.98

6.42

6.65

1.49

1.49

1.60

1.66

1.66

1.602#6 3#8 3#8 2#6

2#8

Estribos de 3/8 @ 20 cm en todos los claros

45

30

losa



VIGA CARGADORA 5

24

WVC-4=2463 kg/m2

CV= 450 kg/m2

CM=100kg/m2

memoria de cálculo (formato)

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