DISEÑO-DE-CIMIENTOS-CORRIDOS (1).xls

8/20/2019 DISEÑO-DE-CIMIENTOS-CORRIDOS (1).xls

1/17

ETRADO DE CARGAS PARA ZAPATAS

COLUMNA - 1NIVEL 1 Nº UNIDAD PESO UNITARIO LARGO ANCHO ALTURA PESOCalamina 030 1 kg/m2 2.54 4.13 1.55 -- 16.24

Acabados 1 kg/m2 110 4.13 1.55 -- 703.3Estruct. D mad ra 1 kg/m3 !00 2!."0 0.0625 1.27 1676.3 # - $ 1 kg/m3 2400 1.55 0.25 0.35 325.5 # - % 1 kg/m3 2400 4.13 0.25 0.35 "66.3Columna 1 kg/m3 2400 0.25 0.25 3.10 465.0sobr carga 1 kg/m2 30 4.13 1.55 -- 1!1."

total 4244.37

Carga ! a ".1# T$Carga %&'rta 4."( T$

P')o total 4.24 T$

P.&lt!%o 1.(C% * 1.+ C

P.&lt!%o ,.42 T$

D arga %&'rtaL arga ! a

COLUMNA - 2NIVEL 1 Nº UNIDAD PESO UNITARIO LARGO ANCHO ALTURA PESOCalamina 030 1 kg/m2 2.54 2.13 1.55 -- ".37

Acabados 1 kg/m2 110 2.13 1.55 -- 362.3Estruct. D mad ra 1 kg/m3 !00 30.2" 0.0625 1.27 1703.3 # - $ 1 kg/m3 2400 1.75 0.25 0.4 420.0 # - % 1 kg/m3 2400 2.13 0.25 0.30 3"2.5Columna 1 kg/m3 2400 0.25 0.25 3.10 465.0sobr carga 1 kg/m2 30 2.13 1.55 -- !"."

total 344".24

Carga ! a ".1" T$

Carga %&'rta 3.34 T$

P')o total 3.44 T$

P.&lt!%o 1.(C% * 1.+ C

P.&lt!%o (.1# T$

D arga %&'rtaL arga ! a


2/17

D I S Ñ O D Z A PATA Z - 1 Y V C - 1

4.25 m

$1 $2

&$' ( )0.25

&'& ( )0.00

0.10 m

D* + 1.20 m

, + 0.50 m

solado + 0.075 m

* c + 175 g / cm ca + 2.40 ' / m

%/C 200 g / m cs + 2.00 ' / m

,asumido + 0.50 m 1.60 ' / m

7.4 ' / m% g n Estudio d su los

1."" Ca/a !0a0 $'ta 0'l t'rr'$o

4.56 ' / m

APATA CONECTADA

o ( 3000 ' / m

Carga)

Columna 1 ( 0.25 0.25 Columna 2 ( 0.25 0.25

%1+ 0.25m

%2+ 0.25m

$m + 4.053 ' $m + 3.341 '

$ + 0.1!2 ' $'1 + 4.244 T $ + 0.0!! ' $'2 + 3.44" T

8

σs =

σt =

σ nt = σt − s / c − e Piso∗ γ CS − h∗ γ CA − ( Df − h )∗ γ Suelo σ nt =


3/17

2."" D!%'$)!o$a%!'$to a/ata

9a:ata :ara columna 1 9a:ata :ara columna 2

A1 + 4.244 ' A2 + 3.440 '

4.56 ' / m 4.56 ' / m

A1 + 0.!3 m A2 + 0.75 m

-1

d las r lacion s ( a - b + - 8

8 + A

' n mos ( - a - b - A + 0

- a- b + A

%i a + b ntonc s

+ A

+ 0.!3

+ 0.!6

Entonc s ( 8 + 0.!7 m

u go ( 8 + 1.20 m 1.20 m A + 1.440 m

2.!5 ' / m 4.56 ' / m ;

-2

d las r lacion s ( a - b + - 8 ' n mos ( - a - b - A + 0

8 + A

' n mos ( - a - b - A + 0

- a- b + A

%i a + b ntonc s

+ A

+ 0.75

+ 0."7

Asumo ( + 0.!07 m

Entonc s ( 8 + 0.!07 m

u go ( 8 + 0.!1 m 0.!1 m A + 0."22 m

o$)!0'ro L 5 1.2"% 1.2"%

L 1.2" %

5 1.2" %

4.1! ' / m 4.56 ' / m ;

A=∑ Pσ nt

σ ≤ σ nt

σ =

σ ≤ σ nt

σ =


4/17

$1 $2

4.63 m

s cci>n critica a una distancia ?d/2? d la cara d la columna.

Cortant ultimo actuant .

d / 2

At + 1.20 1.20 + 1.440 m

Ao + a ) d b ) d Ao + 0.45 m

#u: + 4.43 '

Cortant :or :un9onami nto tomado :or l concr to

bo + 2 a ) d ) 2 b ) d bo + 1.00 m

1.00

0.25 m 1.20 r + 7.5 cm

1/2

d + 41."65 cm

#c + !0.27 '

0.25 m

#c + 60.!2 '

1.20

σ U =∑ PU

A

σ U =

h≥ 2. 1 ∗3√ Ko∗ L E

Vup = σ U ∗( AT − AO )

Vc= (0 .53 + 1. 1 β )∗√ f ' c∗bO∗d

β=

Vc= 1. 1∗√ f ' c∗bO∗d

d = h− r −2

=


5/17

% toma l m nor alor @ #c + 60.!2 '

#c: + 51.7" B 4.43 ' O=

2.4.- C:'>&'o 0'l /'ralt' /or a/la)ta%!'$to

D b cum:lirs u (

1.20 + 1.20 + 1.2

0.25 m 1.20 0.25 0.25

+ 1.20 + 1.2

0.25 0.25

0.25 m

1.20 A2 + 1.440 m

A1 + 0.25 0.25 A1 + 0.0625 m

$n + 130.15625 B 6.42 ' O= A2 / A1 F0.5 + 4."00

$n + 65.07" ' B 6.42 ' O= A2 / A1 F0.5 + 2

2.(.- D!)'?o 0'l r'


6/17

Mo%'$to Ult!%o @ 0!r' !6$ -

Gu + Ho / 2 Ho + 5.353 ' - m

Gu + 0.604 ' - m A) a

0.42 ".373

0.3" 0.0"3

0.3" 0.075

0.3" 0.075

Asmin + 0.001" I I d Asmin + !.04 cm

ntonc s ( AsL + !.04 cm

+ 1/2 A + 1.27 cm

% + 16."10 cm

Jsar ( 1/2 K 0.150 m

&)ar B 7 a!lla) 182 ".1(%

3."" Pr'0!%'$)!o$a%!'$to 0' la !ga 0' !%'$ta !o$

$ ralt L anc=o d iga

=+ /7 =+0.61 m : ".7" %

bB+ /20 b+0.21 m

b min + 0.25 m b+0.25 m F ".2( % 0.70

r cubrim+ 4.00 cm

0.25

d+ = - r c-0.!5cm 0 ".,( %

3.1 Cal &lo /')o /ro/!o !ga

Calculamos l : so :ro:io d la iga d con i>n(

M c+2400 I b I =

42" =g8%

$u1 $u2

".42 To$8%


7/17

3.2- D!)'?o 0' la !ga 0' C!%'$ta !o$

1.20 1.20

1.20 1.20

$u1 $u2


8/17

3.4 S' !o$ 0' %o%'$to %a !%o

u1 1 - $1u - H cu 1 - s1 + 0

1+ 1.261 m

Calculamos l mom nto ma imo d la iga(

Gu ma 1 + -$u1 1 /2 ) u1. 1F2 /2 - H cu 1 F2 /2

- Gu ma 1 + !!2".52 g - cm

#u +


9/17

3., Corta$t' to%a0o /or 'l o$ r'to

#c + 11.402 ' B 6.721 ' ;

D!)'?o 0' lo) ')tr!Fo).

aK.- o$a 0' Co$

#n + 6.721 ' #n + 7.!07 '

0."5

A + Ar a d l stribo

+ 3/"

A + 0.71 cm

A + 1.425 cm

d + = - r - / 2 - S T 1/4?

d + 65.050 cm

% + 1.425 cm 65.05 4200 % + 4!.245 cm

7!07 gR'>&!)!to) %!$!%o) /ara )!)%o

%b1 min+ d / 4 % min+ 16.26 cm

%b1 min+ 24 stribo % min+ 22."6 cm

%b1 min+ 30cms % min+ 30 cms

consid ramos la m nor s :aracion r dond o a %min + 0.1626 m U tomamos %min + 0.15 m

S d stribos + 1.40 m S d stribos + 10.00

0.15

Entonc s ( 10 K 0.15 m n 9ona d con*inami nto.

FK.- &'ra 0' la o$a 0' o$

∗Vc= 0.53∗√ f ' c∗b∗d

S= A&∗d∗ f#

Vn

Vn=Vu


10/17

DIS ÑO D ZAPATA Z - 2 Y VC -2

2.75 m

$1 $2

&$' ( )0.25

&'& ( )0.00

0.10 m

D* + 1.20 m

, + 0.50 m

solado + 0.075 m

* c + 175 g / cm ca + 2.40 ' / m

%/C 200 g / m cs + 2.00 ' / m

,asumido + 0.50 m 1.60 ' / m

7.4 ' / m% g n Estudio d su los

1."" Ca/a !0a0 $'ta 0'l t'rr'$o

4.56 ' / m

APATA CONECTADA

o ( 3000 ' / m

Carga)

Columna 1 ( 0.25 0.25 Columna 2 ( 0.25 0.25

%1+ 0.25m

%2+ 0.25m

$m + 4.053 ' $m + 3.341 '

$ + 0.1!2 ' $'1 + 4.244 T $ + 0.0!! ' $'2 + 3.44" T

8

σs =

σt =

σ nt = σt − s / c − e Piso∗ γ CS − h∗ γ CA − ( Df − h )∗ γ Suelo σ nt =


11/17

2."" D!%'$)!o$a%!'$to a/ata

9a:ata :ara columna 1 9a:ata :ara columna 2

A1 + 4.244 ' A2 + 3.440 '

4.56 ' / m 4.56 ' / m

A1 + 0.!3 m A2 + 0.75 m

-1

d las r lacion s ( a - b + - 8

8 + A

' n mos ( - a - b - A + 0

- a- b + A

%i a + b ntonc s

+ A

+ 0.!3

+ 0.!6

Entonc s ( 8 + 0.!7 m

u go ( 8 + 1.00 m 1.00 m A + 1.000 m

4.24 ' / m 4.56 ' / m ;

-2

d las r lacion s ( a - b + - 8 ' n mos ( - a - b - A + 0

8 + A

' n mos ( - a - b - A + 0

- a- b + A

%i a + b ntonc s

+ A

+ 0.75

+ 0."7

Asumo ( + 0.!07 m

Entonc s ( 8 + 0.!07 m

u go ( 8 + 1.00 m 1.00 m A + 1.000 m

o$)!0'ro L 5 1.""% 1.""%

L 1."" %

5 1."" %

3.44 ' / m 4.56 ' / m ;

A=∑ Pσ nt

σ ≤ σ nt

σ =

σ ≤ σ nt

σ =


12/17

$1 $2

4.63 m

s cci>n critica a una distancia ?d/2? d la cara d la columna.

Cortant ultimo actuant .

d / 2

At + 1.20 1.20 + 1.440 m

Ao + a ) d b ) d Ao + 0.45 m

#u: + 6.3" '

Cortant :or :un9onami nto tomado :or l concr to

bo + 2 a ) d ) 2 b ) d bo + 1.00 m

1.00

0.25 m 1.20 r + 7.5 cm

1/2

d + 41."65 cm

#c + !0.27 '

0.25 m

#c + 60.!2 '

1.20

% toma l m nor alor @ #c + 60.!2 ' #c: + 51.7" B 6.3" ' O=

σ U =∑ PU

A

σ U =

h≥ 2. 1 ∗3

√ Ko∗ L

E

Vup = σ U ∗( AT − AO )

Vc= (0 .53 + 1. 1 β )∗√ f ' c∗bO∗d

β=

Vc= 1. 1∗√ f ' c∗bO∗d

d = h− r −2

=


13/17

2.4.- C:'>&'o 0'l /'ralt' /or a/la)ta%!'$to

D b cum:lirs u (

1.20 + 1.20 + 1.2

0.25 m 1.20 0.25 0.25

+ 1.20 + 1.2

0.25 0.25

0.25 m

1.20 A2 + 1.440 m

A1 + 0.25 0.25 A1 + 0.0625 m

$n + 130.15625 B 6.42 ' O= A2 / A1 F0.5 + 4."00

$n + 65.07" ' B 6.42 ' O= A2 / A1 F0.5 + 2

2.(.- D!)'?o 0'l r'


14/17

Mo%'$to Ult!%o @ 0!r' !6$ -

Gu + Ho / 2 Ho + 7.70! ' - m

Gu + 0."70 ' - m A) a

0.61 ".373

0.55 0.120

0.55 0.10"

0.55 0.10"

Asmin + 0.001" I I d Asmin + !.04 cm

ntonc s ( AsL + !.04 cm

+ 1/2 A + 1.27 cm

% + 16."10 cm

Jsar ( 1/2 K 0.150 m

&)ar B , ar!lla) 182 ".1(%

3."" Pr'0!%'$)!o$a%!'$to 0' la !ga 0' !%'$ta !o$

$ ralt L anc=o d iga

=+ /7 =+0.3! m : ".(" %

bB+ /20 b+0.14 m

b min + 0.25 m b+0.25 m F ".2( % 0.50

r cubrim+ 4.00 cm0.25

d+ = - r c-0.!5cm 0 ".4( %

3.1 Cal &lo /')o /ro/!o !ga

Calculamos l : so :ro:io d la iga d con i>n(

M c+2400 I b I =

3"" =g8%

$u1 $u2

".42 To$8%

! O= σ U ∗ L

" = As∗f#

0.85 ∗f ' c∗ L

As = $u

0 . 9∗

f#∗

(d−

"2 )

S= As

∗ L


15/17


16/17

3.4 S' !o$ 0' %o%'$to %a !%o

u1 1 - $1u - H cu 1 - s1 + 0

1+ 1.263 m

Calculamos l mom nto ma imo d la iga(

Gu ma 1 + -$u1 1 /2 ) u1. 1F2 /2 - H cu 1 F2 /2

- Gu ma 1 + !!45.3" g - cm

#u +


17/17

3., Corta$t' to%a0o /or 'l o$ r'to

#c + 7."!6 ' B 6.710 ' ;

D!)'?o 0' lo) ')tr!Fo).

aK.- o$a 0' Co$

#n + 6.710 ' #n + 7."!5 '

0."5

A + Ar a d l stribo

+ 3/"

A + 0.71 cm

A + 1.425 cm

d + = - r - / 2 - S T 1/4?

d + 45.050 cm

% + 1.425 cm 45.05 4200 % + 34.156 cm7"!5 g

R'>&!)!to) %!$!%o) /ara )!)%o

%b1 min+ d / 4 % min+ 11.26 cm

%b1 min+ 24 stribo % min+ 22."6 cm

%b1 min+ 30cms % min+ 30 cms

consid ramos la m nor s :aracion r dond o a %min + 0.1626 m U tomamos %min + 0.15 m

S d stribos + 1.00 m S d stribos + 7.00

0.15

Entonc s ( 7 K 0.15 m n 9ona d con*inami nto.

FK.- &'ra 0' la o$a 0' o$

∗Vc= 0.53∗√ f ' c∗b∗d

S= A&∗d∗ f#

Vn

Vn= Vu

DISEÑO-DE-CIMIENTOS-CORRIDOS (1).xls

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