Diseño de Losa de Cimentacion

5/18/2018 Diseo de Losa de Cimentacion

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INGENIERA CIVILAsignatura:

CIMENTACIONES

Profesor:M.C. ACEVEDO MORALES HUGO

Realizado por:Arciniega Ambrocio Jess Iring

C!i"#ancingo De "os $rao% G&errero. A '( )e J&nio )e (*'(

[DISE! DE L!SA DECI"EN#ACI$N%

De &n e)i+cio )e , nie"es #ara &so )e o+cinas


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INTRODUCCIN

1 . PROPUESTA DE ESTRUCTURA DEL EDIFICIO 52 . BAJADA DE CARGAS A LAS COLUMNAS 73 . DETERMINACIN DEL CG DE LA LOSA Y EL CC 84 . CLCULO DE ESFUERZOS POR TABLERO

5 .

ANLISIS DE LA RET!CULA DE CONTRATRABES POR CARGA

"ERTICAL 115.1 . A#$%&'&' (')*+,)+*-% 125.2 . R(-,,(' 175.3 . C*)-#)(' /( /('(0+&%&*& "/ 175.4 . R(/&')*&+, /( ,*)-#)(' /( /('(0+&%&*& 18

5.5 . F-,)*(' /( /&')*&+, 25. . A#$%&'&' /( &6-' %)-#)(' 23

5.7 .

S+(*'&, /( /&-6*-9-' * ,-*6- (*)&,-% : * ,*)-#)(' /(

/('(0+&%&*& 31

.

ANLISIS DE LA RET!CULA DE CONTRATRABES POR CARGA

DE SISMO 3.1 . O)(#, /( +(*;-' %-)(*-%(' /(% (/&&,& 4.2 . O)(#, /( ('+(*;' ))-%(' 41.3 . D&')*&+, /( %' ('+(*;' 4 : 5 (# %-' ,#)*-)*-(' 42.4 . R(/&')*&+, /( '&'9 Y 51.5 . R(/&')*&+, /( '&'9 < 5

7 . DISE=O DE CONTRATRABES 17.1.

1 . D&'(> * 99(#) %(?-#)( 27.1.

2 . D&'(> )(#' /&-6#-% 47.2 . D&'(> /( %- &6- 2 77.2.

1 . D&'(> * 99(#) %(?-#)( 8

7.2.

2 . D&'(> )(#' /&-6#-% 78 . DISE=O DE LA LOSA DE CIMENTACIN @ C%-/ 9#%)&, 73

CONCLUSIN


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Este proyecto consta de un edificio destinado para el uso de oficinas; est conformado por una planta baja, ni

nivel 2 y un nivel 3, con una distribucin de espacios para oficinas. De acuerdo al reglamento de D el edific

clasifica como construccin del grupo !.

El edificio est compuesto por una serie de marcos estructurales de concreto refor"ado, adems cuenta con

elementos como son los muros divisorios, los cuales estn construidos con tabi#ue rojo de dimensiones $%12%2y aplanados con mortero por ambas caras.


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E% (/&&,& '( +&,-*$ (# %- ,&+/-/ /( C&%-#, G*.L-' &6-' (')$# ,9+(')-' * +#- '(,, /( 25 ? 4 ,9 (# )/' %' #&(%(' /(% (/&&,&.L-' ,%+9#-' (')$# ,9+(')-' * +#- '(,, /( 4 ? 4 ,9 (# )/' %' #&(%(' /(% (/&&,&.E% ('('* /( %- %'- (' /( 1 ,9.

E& '()&*)

En la losa de

cimentacin

1

2

.4

3

.1

3

.1

3

.1

1 2 3

18.5

3

.1

7. 4.5 7.

4


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45.22 )

3.8 )

4.14 ) 4.8 )

3.75 )

51.8 ) 43. )

41.33 )

= B < > = B > B = > B = > B

0.$00 0.$00 0.150 0.23- 0.501 0.501 0.23- 0.150 0.$00 0.$00

"1%.% ".4' "1.' "1&.3%

$.+$0 $.+$0 1.$1+ 2.251 $.5$ -.+05 3.4+0 2.$0+ -.1$0 -.1$0

?0.2-5 ?1.$1+ ?$.+$0 ?2.15 ?-.+05 ?$.5$ ?3.+35 ?-.1$0 ?2.$0+ ?3.1++

0.-0$ 0.-0$ 2.424 +.043 10.2+2 10.-1 +.354 2.-23 2.2+ 2.2+

?1.020 ?2.424 ?0.-0$ ?2.1 ?10.-1 ?10.2+2 ?3.1- ?2.2+ ?2.-23 ?2.04+

1.43 1.43 2.3$3 3.$1+ .34 -.440 3.$ 2.501 2.+-- 2.+--

?0.0$$ ?2.3$3 ?1.43 ?2.5$4 ?-.440 ?.34 ?2.-2 ?2.+-- ?2.501 ?1.32$

1.20+ 1.20+ 2.2 3.+1 .$-+ .$43 3.+0- 2.22 1.-53 1.-53

?1.213 ?2.2 ?1.20+ ?1.434 ?.$43 ?.$-+ ?2.+24 ?1.-53 ?2.22 ?1.-2

1.4$0 1.4$0 1.+2 2.4$2 5.-20 4.0+ 3.103 2.04 2.04 2.04

?0.$5 ?1.+2 ?1.4$0 ?1.43+ ?4.0+ ?5.-20 ?2.1-2 ?2.04 ?2.04 ?1.323

1.21+ 1.21+ 1.05 2.5- 5.4+ 5.430 2.545 1.4-2 1.401 1.401

-.224 1.543 1.3+4 4.$3 0.$30 12.-$ 4.00 ?+.3+3 4.3$ 10.+5$

1%.%% .4'% 1.'% 1&.3%%

5.6 Anlisis de ias lotantes.


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ANALISIS DE "IGAS FLOTANTES

ia A 1A 2A 3A 4AH8.88 .587 15.4 H8.758

7 4.5 7

P H8.88 .587 15.4 H8.758 " H8.88 .5 15.38 .88", H2.3 H1.74 H2.3 P H11.51 7.13 12.43 H8.758 " 11.591 3.678 8.758 0.000"L H81.138 H1.551 1.38 M . H81.138 H7.8 H3.381 M, 13.7 22.15 3.381 M 0.000 67.372 75.074 0.000


1B 2B 3B 4B

H.5 11.181 2.241 H2.88

1

ia


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7. 4.5 7.

P H.5 11.181 2.241 H2.881

"H.5 1.13 21.853

18.72

", H7.17 H4.15 H7.17

P H1.747 .57 13.2 H2.881! 16.747 10.181 2.881 0.000

"L H117.232 H45.814 2.1

M H117.232 H13.4 H142.87

M, 54.2 88.817 142.87

, 0.000 63.169 74.229 0.000

ANALISIS DE "IGAS FLOTANTES 1C 2C 3C 4C

!ia C H4.42 1.8 2.244 2.87

7 4.5 7


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P H4.42 1.8 2.244 2.87

" H4.42 H2.837 17.47 2.283

", H7.75 H4.34 H7.75

P H12.317 H3.128 12.5 2.87

! 12.317 15.445 2.876 0.000

"L H8.21 H.53 H2.13

M H8.21 H155.722 H175.852

M, .53 1.314 175.852 , 0.000 19.680 46.409 0.000


!ia ( 1D 2D 3D 4D

1.73 1.877 8.42 7.835

7 4.5 7

P 1.73 1.877 8.42 7.835

" 1.73 3.55 12.12 2.27

", H7.578 H4.871 H7.578


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P H5.5 H2.4 1.4 7.835

! 5.905 8.899 7.835 0

"L H41.334 H4.4 H54.84

M H41.334 H81.38 H13.22

M, 51.545 84.81 13.22

, 0.000 10.211 3.301 0.000


!ia 1 1A 1B 1C 1D

H1.452 1. .42 .227

7 4.5 7

P H1.452 1. .42 .227 " H1.452 H8.783 H2.21 .3

", H2.24 H1.87 H2.24

P H13.77 H.18 3.88 .227

! 13.077 13.095 9.227 0.000

"L H1.53 H58.27 H4.58

M . H1.53 H15.43 H215.52

M, 81.371 133.81 215.52


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, 0.000 10.165 16.782 0.000


!ia 2 1A 1B 1C 1DH11.777 17.2 1.14 7.583

7 4.5 7

P H11.777 17.2 1.14 7.583

" H11.777 5.432 24.44 32.2

", H12.11 H7.71 H12.11

P H23.8 .418 .85 7.583

! 23.896 14.478 7.583 0.000"L H17.27 H5.151 H53.7

M . H17.27 H232.421 H285.5

M, 18.27 177.473 285.5

, 0.000 59.243 54.948 0.000


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!ia 3 3A 3B 3C 3D

H12.48 14.47 12.47 7.8

7 4.5 7

P H12.48 14.47 12.47 7.8

" H12.48 1.831 14.37 21.31

", H8.5 H5.185 H8.5

P H2.714 .25 4.411 7.8

! 20.714 11.419 7.008 0.000

"L H144.5 H51.385 H4.58

M . H144.5 H1.381 H245.43

M, 2.8 152.57 245.43

, 0.000 52.127 43.811 0.000


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!ia 4 4A 4B 4C 4D

H14.12 3.511 8.5 H11.5

7 4.5 7

P H14.12 3.511 1.774 1.45

" H14.12 H11.11 5.74 1.138

", H.1 H3.2 H.1

P H2.718 H.415 1.8 1.45

! 20.718 21.133 10.465 0.000

"L H145.2 H5.7 H73.254

M . H145.2 H24.124 H313.377

M, 118.575 14.82 313.377, 0.000 26.451 45.322 0.000


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5.7. 'uerosicin de diaramas or cara ertical or cortantes de desequilirio.

!$-A A

Diagramas de servicio


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!$-A



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!$-A C



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!$-A (



29/81

!$-A 1



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!$-A 2


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!$-A 3



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!$-A 4



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Dimensiones en m


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6.1. %tencin de ueras laterales del ediicio

Lo an3erior )a "&gar a "os sig&ien3es #esos4

A5o3ea 6, 7 ,(. 8 '1. 8 '1. 7 ',./- 39"an3a 6':6(:6-7 2. 8 '1. 8 '1.7 (*-.1' 3

VIGA 6-:6,7 -2./2/;'(.0'117(.(2 3VIGA 6':6(7,0.,11;'.(/,7 /0.0( TCOLUMNA 6-:6,7(2.(* 3COLUMNA 6':6(7,(.*/' 3

9ara "a )irecci


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", 896;)3; t


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a7 '(.( m(

b7 0.10 m(

c7 .*/( m(

?UER@AS SISMO


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Sis1o en = /en toneladas0


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!ia 1 1A 1B 1C 1D

38.24 24.57 H24.57 H38.24

!ia 2 2A 2B 2C 2D

2.854 3.5857 H3.5857 H2.854

!ia 3 3A 3B 3C 3D

2.854 3.5857 H3.5857 H2.854

!ia 4 4A 4B 4C 4D

38.24 24.57 H24.57 H38.24

7

4.5 7

7

4.5 7

7

4.5 7

74.5

7


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?UER@AS SISMO B


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Sis1o en > /en toneladas0


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!ia A 1A 2A 3A 4A

H38.24 H24.57 24.57 38.24

!ia 1B 2B 3B 4B

H2.854 H3.5857 3.5857 2.854

!ia C 1C 2C 3C 4C

H2.854 H3.5857 3.5857 2.854

!ia ( 1D 2D 3D 4D

H38.24 H24.57 24.57 38.24

7

4.5 7

74.5 7

7

4.5 7

7

4.5 7


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6.4. Redistriucin de sismo en

REDISTRI$UCIN SISMO EN


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&9D9 )1 )2 )3 )+

/E&*:D9 < = > < = > < = > = B < > = B > = B < > = B > B = > B = > B

0.$00 0.$00 0.150 0.23- 0.501 0.501 0.23- 0.150 0.$00 0.$00

3.250+ 52.$5+ 52.$5+ 3.250+

?1-.130 ?1-.130 ?10.0$4 ?1$.023 ?34.444 ?34.444 ?1$.023 ?10.0$4 ?1-.130 ?1-.130

?1-.130 ?1-.130 ?10.0$4 ?1$.023 ?34.444 ?34.444 ?1$.023 ?10.0$4 ?1-.130 ?1-.130

?3.250 ?52.$5 ?52.$5 ?3.250

na"i5an #or e" m3o)o )e NemarF "as igas A% $% C > D #or es3ar en )ese&i"ibrio. Las igas '% (% - >i"ibrio

ANLISIS DE "IGAS FLOTANTES.


!ia A 1A 2A 3A 4A


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1.13 47.834 48.3 1.13

7 4.5 7

P 1.13 47.834 47.834 1.13

" 1.13 .4 114.78 133.28

", H5.75 H32.577 H5.75

P H31.545 15.257 H2.842 1.13

! 0.000 31.545 16.289 19.130 0.000"L H22.81 H73.28 H133.11

M . H22.81 H24.115 H428.2

M, 11.5 2.7 428.2

, 0.000 58.861 28.044 0.000


!ia 1B 2B 3B 4B

5.75 1.73 1.73 5.75

7 4.5 7

P 5.75 1.73 1.73 5.75

" 5.75 25.552 45.345 51.13

", H1.33 H12.431 H1.33

P H13.578 7.32 .45 5.75


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! 0.000 13.578 6.215 5.759 0.000

"L H5.43 H27. H4.312

M . H5.43 H123.12 H13.324

M, 1.78 11.52 13.324

, 0.000 33.245 21.486 0.000


!ia C 1C 2C 3C 4C

H5.75 H1.73 H1.73 H5.75

7 4.5 7

P H5.75 H1.73 H1.73 H5.75 " H5.75 H25.552 H45.345 H51.13

", 1.33 12.431 1.33

P 13.578 H7.32 H.45 H5.75

! 0.000 13.578 6.215 5.759 0.000

"L 5.43 27. 4.312

M . 5.43 123.12 13.324

M, H1.78 H11.52 H13.324


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, 0.000 33.245 21.486 0.000


!ia ( 1D 2D 3D 4D

H1.13 H47.834 H47.834 H1.13

7 4.5 7

P H1.13 H47.834 H47.834 H1.13

" H1.13 H.4 H114.78 H133.28

", 5.75 32.577 5.75

P 31.545 H15.257 2.842 H1.13

! 0.00031.545 16.289 19.130

0.000"L 22.81 73.28 133.11

M . 22.81 24.115 428.2

M, H11.5 H2.7 H428.2

, 0.000 58.861 28.044 0.000


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6.5. Redistriucin de sismo :

REDISTRI$UCIN SISMO B&9D9 )1 )2 )3 )+

/E&*:D9 < = > < = > < = > = B < > = B > = B < > = B > B = > B = > B

0.$00 0.$00 0.150 0.23- 0.501 0.501 0.23- 0.150 0.$00 0.$00

3.250+ 2+.0-$4 ?2+.0-$4 ?3.250+

?1-.130 ?1-.130 ?3.$$ ?$.4$- ?1+.+2 1+.+2 $.4$- 3.$$ 1-.130 1-.130?1-.130 ?1-.130 ?3.$$ ?$.4$- ?1+.+2 1+.+2 $.4$- 3.$$ 1-.130 1-.130

?3.250 ?2+.0-5 2+.0-5 3.250

Se ana"i5an #or e" m3o)o )e NemarF "as igas '% (% - > , #or es3ar en )ese&i"ibrio. Las igas AC > D es3n en e&i"ibrio.


!ia 1 1A 1B 1C 1D

H1.13 H47.834 H47.834 H1.13

7 4.5 7

P H1.13 H47.834 H47.834 H1.13

" H1.13 H.4 H114.78 H133.28

", 5.75 32.577 5.75

P 31.545 H15.257 2.842 H1.13

" . 31.545 1.28 1.13 .

"L 22.81 73.28 133.11

M . 22.81 24.115 428.2 M, H11.5 H2.7 H428.2

M . 58.81 28.44 .


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!ia 2 2A 2B 2C 2D

H5.75 H1.73 H1.73 H5.75

7 4.5 7

P H5.75 H1.73 H1.73 H5.75 " H5.75 H25.552 H45.345 H51.13

", 1.33 12.431 1.33

P 13.578 H7.32 H.45 H5.75

! 0.000 13.578 6.215 5.759 0.000

"L 5.43 27. 4.312

M . 5.43 123.12 13.324

M, H1.78 H11.52 H13.324

, 0.000 33.245 21.486 0.000


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!ia 3 3A 3B 3C 3D

5.75 1.73 1.73 5.75

7 4.5 7

P 5.75 1.73 1.73 5.75

" 5.75 25.552 45.345 51.13

", H1.33 H12.431 H1.33

P H13.578 7.32 .45 5.75

! 0.000 13.578 6.215 5.759 0.000

"L H5.43 H27. H4.312

M . H5.43 H123.12 H13.324M, 1.78 11.52 13.324

, 0.000 33.245 21.486 0.000


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!ia 4 4A 4B 4C 4D1.13 47.834 48.3 1.13

7 4.5 7

P 1.13 47.834 47.834 1.13

" 1.13 .4 114.78 133.28

", H5.75 H32.577 H5.75

P H31.545 15.257 H2.842 1.13

! 0.000 31.545 16.289 19.130 0.000

"L H22.81 H73.28 H133.11 M . H22.81 H24.115 H428.2

M, 11.5 2.7 428.2

, 0.000 58.861 28.044 0.000


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7.1. (ise;o de la ia A


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VIGA ADIAGRAMAS DE SERVICIO

7.1.1. (ise;o or momento le


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m n=0.7fc '

fy m n=0.00264

S(,, /( %- &6-.

S+#(9' . q= fy

f c ' ' =0.2224

P-*- M+(% 9$?&9 0+( -,)K- (# %- &6- *#(* : (#,#)*-* / *

D#/( M+ @[email protected]@135.2 28.21 )#H9

(208.21105 )(0.9) (170) (0.2224 ) [10.5 (0.2224 )] b

=

d= Mu

FR f c''

q (10.5q ) b=

d=688448.29

b

b=30cm d=151.5155cm

S( *#(# '& b=40cm d=131.2135cm

b=50cm d=117.34120cm

S( *#(# %-' '&6+&(#)(' /&9(#'('

14 ,9 b=40cm

d=135cm

r=5cm

*(-' /( -,(*.

P-*- M+,-%,+%-* q pot!riorm!nt! y " continu"ci#n $


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P-*-

Mu

q=11 2Mu

FR b d2

f c ' ' =11

2 (208.21105 )(0.9 ) (40 ) (135 )

2 (170)=0.20839

=qfc ' ' fy =(0.20839) 170

4200=0.008435

$=bd=(0.008435 ) (40 ) (135 )=45.55 cm2

P*+(')-' /( -,(* 4 = 11 >4 = 6 ?49.68 cm2@ 4 1 @48.8 ,92

P-*-

Mu

q=11 2Mu

FR b d2

f c ' ' =11

2 (175.344105 )(0.9 ) (40 ) (135 )

2 (170)=0.17200

=qfc ' '

fy=(0.17200)

170

4200

=0.006962

$=bd=(0.006962 ) (40 ) (135)=37.60 cm2

P*+(')-' /( -,(*2 = 11 > 4 = 8 @3.42 ,92

P*#(9' (% '&6+&(#)( -*9-/ %#6&)+/-%


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7.1.2. (ise;o tensin diaonal

D&'(> * +(*;- ,*)-#)(.

C-%,+%-* -*- %-' -**-' ,**&/-' 4 -*.

=n$

bd

=4 (2.85 )

(40) (135 )

=0.0021


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P-*- "+ 1.4Q1.1Q22.57 34.7 )#

%R=%(%&R=(34.76 )14.80=19.96 t

C9 "U "CR=

FR$ ! fyd

%R=

0.8 (20.71 ) (4200 ) (135)19960

=32.27 cm

COLOCAR E 2.5 3 ,9

7.2. (ise;o de la ia 2

VIGA !


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DIAGRAMAS DE SERVICIO

7.2.1. (ise;o or momento le


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P-*-fy=4200

kg

cm2

fc=200

kg

cm2

f c

'=250 kg

cm2

f c' '=170

kg

cm2

b=( 6 ooofy+6000 )fc ' '

fy b=0.02024

m x=0.75b m x=0.01518

m n=0.7fc '

fy m n=0.00264

'eccin de la ia

S+#(9' . q= fy

f c ' ' =0.2224

P-*- M+(% 9$?&9 0+( -,)K- (# %- &6- *#(* : (#,#)*-* / *

D#/( M+ @[email protected]@112.4 173.1 )#H9

(173.10105 )(0.9) (170) (0.2224 ) [10.5 (0.2224 )] b

=

d= Mu

FR f c''

q (10.5q ) b=

d=572356.75

b

b=30cm d=138.13140cm

S( *#(# '& b=40cm d=119.62120cm

b=50cm d=106.99110cm


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S( *#(# %-' '&6+&(#)(' /&9(#'('

b=40cm

d=120cm

r=5cm

*(-' /( -,(*.

P-*- M+,-%,+%-*q pot!riorm!nt! y " continu"ci#n $

P-*-=1.11.4 (112.49 )=173.10 t ) m

Mu

q=11 2Mu

FR b d2

f c ' ' =11

2 (173.10105 )(0.9 ) (40 ) (120 )

2 (170)=0.2208

=qfc ' '

fy=0.2208

170

4200=0.008937

$=bd=(0.008937 ) (40 ) (120 )=42.90 cm2

P*+(')-' /( -,(*

4 = 11 >2 = 6 ?43.98 cm2@ 4 1 4 @43.1 ,92

P-*-=1.11.496.20=148.15 t ) m

Mu

q=11 2Mu

FR b d2

f c ' ' =11

2 (148.15105 )(0.9 ) (40 ) (120 )

2 (170)=0.18527

=qfc ' '

fy=0.18527

170

4200=0.0075


64/81

$=bd=(0.0075 ) (40 ) (120)=36.0 cm2

P*+(')-' /( -,(* 4 = 8 > 2 = 11 ?39.42 cm2@

8 4 @38.4 ,92S( *#(# (% '&6+&(#)( -*9-/

7.2.2. (ise;o tensin diaonal

D&'(> * +(*;- ,*)-#)(.C-%,+%-* -*- %-' -**-' ,**&/-' 2 -*. 11

=n$

bd=2

(9.57 )(40) (120)

=0.00399


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C9 "U "CR=

FR$ ! fyd

%R=

0.8 (20.71 ) (4200 ) (120)79610

=7.20 cm

COLOCAR E 2.5 5 ,9

)RA,% 2P-*- "+ 1.4 Q 1.1Q 3.822 47.4 )#

%R=%(%&R=(47.466 )25.20=22.27 t

C9 "U "CR=

FR$ ! fyd

%R=

0.8 (20.71 ) (4200 ) (120)22270

=25.71cm

COLOCAR E 2.5 25 ,9

)RA,% 3P-*- "+ 1.4 Q 1.1Q 33.1 51.122 )#

%R=%(%&R=(51.122 )25.20=25.922 t

C9 "U "CR=

FR$ ! fyd

%R=

0.8 (20.71 ) (4200 ) (120)25922

=22.09 cm

COLOCAR E 2.5 2 ,9


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A ,#)+-, '( *,(/( - /&'(>-* +# )-%(* /( %- %'- /( ,&9(#)-, *+(')- -*- (')( )*--*#( /&'(>-* (% )-%(* #K9(* I :- 0+( (' (% /( 9-:* /&9(#'(' : * ,#'&6+&(#)( *('+%)- '

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E% -%* /( ,-*6- :- (')$ -(,)-/ * F, 1.1

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fc'=250 kg/cm2 f: 4200kg /cm

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'=0.8250kg /cm2=200kg/cm2

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