Palomino Ramon Luis b1 Cimentacioness

8/19/2019 Palomino Ramon Luis b1 Cimentacioness

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NOMBRE: PALOMINO RAMODISEÑO DE UNA ZAPATA

Zapata Otros datos Suelo Columnaf ' c = 210 kg/cm² S/C = 550 kg/m² Hf = 1.00 m f ' c = 420 kg/cm²

PD = 180 Tn 1.8 tn/m³ t1 = 0.45 cm

PL = 130 Tn σ t = 2.80 kg/cm² t2 = 0.45 cm

Ø = 2.54 cm

PD, PL

Ld = 58.89 cm

Tm!" Ld = 5!" cm Hf L#

$D%& "(&%m! )% %m&%!n #!"*&&!) +% ,8 Ø #8 = 2.54 cm

".%. = -.50 cm $"%c("*m*%nt = 8.93 cm

Tm!" = -0.00 cm = L+ ".% Ø( T

t = 20.00 cm PT = 10.00 cm

C#l$ulo del es%uer&o neto del terreno:

σ m = 25.5 Tn/m²

T

! = 12.09 m² Dn+%6

T = 3.5 m P = C!"g! +% )%"#*c*

D*)%7!" &! !!t! m)t"!+! %n &! f*g"! 1 . L! c&mn! %) +% 4545 cm. %)t: "%f"!+! cn #!"*&&!)%)6 PD= 180tn. PL=130tn. <& %) %)%cf*c +%& )%& %) 1800 kg/m3 ) c!"g! +% t"!(!> %) 2.8 kg/)m%t*+ ! &! !cc*@n +% n! )("%c!"g! +% 500 kg/m2 ? <& cnc"%t +% &! c&mn! %) +% f 'c= 420%m&%!" f 'c =21 A kg/cm2 f =4200 kg/cm2 ?

γ m =

1!- 'IMENSIONAMIEN(O 'E LA ZAPA(A

C#l$ulo del peralte de la &apata )*$ +

C#l$ulo del #rea de la &apata ( Az )

t 2

t1t

B%%m&! &) #!&"%) ;% t%n%m)6

Ld=0.08.d b . F y

√ f'c

Azap= P

σ m

T=√ Az+( t1-t2 )2

S=√ Az−( t1-t2 )2

σ m = σ t - hf. m -

S/C



S = 3.5 m L# = &!+) *g!&%) )*n

%c%nt"*c*+!+

,!- 'E(ERMINACIN 'E LA REACCIN AMPLI.ICA'A ) /mu +

Dn+%6

39.14 Tn/m² P = C!"g! &t*m!

0!- ERI.ICACION POR COR(E ) 2 3 4!5 +

Por .le67n:

L# = 12-.50 cm

".% = -.50 cm

Ø( $ 3/4E = 1.91 cm $Sn*%n+ #!"*&&!) Ø3/4E

+ = 0.59 m $ + = c F Ø( F ".%.

+ = 9G103.4 kg

Ø = 0.85 $C%f. D% "%+cc*n " c"t%

c = 1G1-.80 kg

Øc = 1G3-5.13 kg

Øc + O89 O89 O89 O89 O89

= 32-G180.41 kg

= 2m 2n

( = 244.1

c = 34-G29.28 kg c= 22-G243.24 Kg

Øc = 295G201.84 kg Øc= 193G15.- Ig

Øc + AIJ

1

&!+ m%n" c&mn! $ (

m = t + m = 1.04

n = t ( n = 1.04

( = 2Km 2Kn = Ø#c AI J = 22-G243.24

Ø#c = 193G15.-5

!- CALCULO 'EL RE.UERZO LON;I(U'INAL ) 2 3 4!"4 +

'6re$$67n Ma<or:

L# = 1.51 cm "%% = -.50

= 15=511=444!44 kgFcm 1.91

S = 044!44 )alor Asum6do++ = 0.59

! = 5.5-

Por Pun&onam6ento:

( = 2 $ t + 2 $ ( +

(perimetro de losplanos de falla)

c = 0.2- K 2 4 K f 'cM.5 K ( K + = 1.0 K f 'cM.5 K ( K +

β c

β c = &!+ m!" c&mn! $ t

= 1.1 f 'c ( +

2> ) 0?@+ 3

+/2

+/2

m = t+

n

=

( 3 +

t

(

T

N

= $1.4 180 1.- 130 4 4

=

βc =

cm

kgkg

cm2

cmcm2

Azap= P

σ m

T=√ Az+( t1-t2 )2

S=√ Az−( t1-t2 )2

Wnu=Pu

Azap

Lv=T −t

2

Vdu=(WnuxS)(Lv-d )Vc=0.53√ f’c d!Vc≥Vdu

Vu=Pu-Wnu x mnVc=0.2"[2#

$

β c ]√ f ' c bo d

β c=%ma&(%m)n( , β c≤2→Vc=1.0*√ f ' c bo d

Vu≤+Vc, +=0. 85

u=(Wnu x S)Lv

2

2

A=u

!/&(d-a

2 )

a=A ./&

0 .85f’c



) = -0.99 2.85

) mn = 0.0018 K S K + ! = 4.80 , !"*&&! $ n = 25

) ) mn AI JJ 11.80

) = -0.52 25 Ø 3/4E O 11.80

(

2.85

( , !"*&&! $ n = 11

28.31

n F1 ) mn = 32.-18 11 Ø 3/4E O 28.31

) ) mn OK - SI CUMPLE !!

'6re$$67n Menor:

S T = 400 "%% = -.50

) mn = 0.0018 K N K + S = 400 2.85

) ) mn AI JJ + = 0.59

! = 5.01 $!&" )m*+

( 2.85

, !"*&&! $ n = 25

( 15.92

) t"!n)# = -0.52 25 Ø 3/4E O 15.92

n F1

( $ 3/4E =

<)!c*!m =

, !"*&&! $ n = ) ( $ 3/4E =

<)!c*!m = S F 2K".% F Ø( <)!c*!m =

) t"!n# = ) K T

Ø( $ 3/4E =

( $ 3/4E =

, !"*&&! $ n = )

<)!c*!m =

<)!c*!m = N F 2K".% F Ø(

cm

cm

cm2

cm2

2

cm2

$m

cm

cm

cm2

cm2

cm2

cm2

cm

cm2

u=Wnu x S Lv

2

A=u

!/&(d-a

2 )

a=A ./&

0 .85f’c

cm2



LUIS

A$erof 4200 /c

t

S

8. L! c!"g! ;%cm2 ? +%m:)kg/cm2 ? P!"!



CALCUL

50

' c bo d

0.85f’

As.Fa =



.

5.-40089

5.5-5859

5.5-938

5.5-55

5.5-538



- B1

²

NP( - $m

Df

t"!n)m*t%)t:&! !!t!



O DEL AREA DE ACERO

115.29-531-0

2

S)Lv(Wnu x=Mu

2

)2

a-ÿFy(d

Mu=As

b



.

413 -1.092209489-

5-8 -0.991214295

3-1 -0.983503133

88-3 -0.98110-82

5159 -0.98104-981



NOMBRE: PALOMINDISEÑO DE UNA ZAPAT

Zapata Otrosf ' c = 210 kg/cm² S/C = 400 kg/m² Hf =

PD = 90 TnPL = -2 Tn σ t =

D = 18 TnFm

L = 1 Ø =

D*)%7!" &! !!t! m)t"!+! %n &! f*g"! 2 . L! c&mn! %) +% 00 cm. %)t: "%f"%)%cf*c +%& )%& %) 2000 kg/m3G ) c!"g! +% t"!(!> %) 1.9 kg/cm2 %)t: )m%t*+400 kg/m2 ? L!) f%"!) ;% )n t"!n)m*t*+!) ! &! !!t! )n6 PD =90tn.G PL=-2 tn.cnc"%t +% &! c&mn! %) +% f 'c=420 kg/cm2 ? P!"! &! !!t! %m&%!" f 'c=2102

γ m =

1!- 'IMENSIONAMIEN(O 'E LA ZAPA(A



Ld = 58.89 cm

Tm!" Ld = 5!" cm

$D%& "(&%m! )% %m&%!n #!"*&&!) +% ,8 Ø #8 = 2.54

".%. = -.50 cm $"%c("*m*%nt

= 8.93 cm

Tm!" = -0.00 cm = L+ ".% Ø(

Hf = 30.00 cm PT = 10 cm

C#l$ulo del es%uer&o neto del terreno:

σ m = 25.2

! = .

T = 3.

S = 3.

er6%6$a$6on de pres6ones

Mser3 0 (n-m

25.5 Tn/m²

10.44 Tn/m²

C#l$ulo del peralte de la &apata (hc )

C#l$ulo del #rea de la &apata ( Az )

;1 =

;2 =

B%%m&! &) #!&"%) ;% t%n%m)6

Ld=0.08.db . F y

√ f'c

Azap= P

σ m

T=√ Az+( t1-t2 )2

S=√ Az−( t1-t2 )2

σ m = σ t - hf. m - S/C

;1F2=Pserv/(S x T)

±6xMserv/(S

xT^2 )



q1 < σ m SI CUMPLE !!

INCREMEN(AMOS AREA 'E LA ZAPA(A EN ,5

AZ 3 11.25

( 3 3.35

S 3 3.35

Mser3 0 (n-m

8.99 Tn/m²

19.81 Tn/m²

q1 < σ m SI CUMPLE !!

,!- 'E(ERMINACIN 'E LA REACCIN AMPLI.ICA'A ) /

22.

0!- ERI.ICACION POR COR(E ) 2 3 4!5 +

;1 =

;2 =

= $1.4 90 1.- -2 3.35 R 3.35

=Wnu=Pu

Azap

Az=1.25∗(T x S)

;1F2=Pserv/(S x T)

±6xMserv/(S

xT^2 )



Por .le67n:

L# = 138.00

".% = -.50

Ø( $ 3/4E = 1.91

+ = 0.59+ = 5G12

Ø = 0.85

c = 1G39

Øc = 1G18

Øc +

= 15G-2-.-1 kg

= 2m 2n( = 244.-

c = 348G149.-3 kg c= 22-G801.-Øc = 295G92-.2- kg Øc= 193G31.42

Øc + AIJ1

&!+ m%n" c&mn! $ (

m = t + m = 1.19

n = t ( n = 1.19

( = 2Km 2Kn

= Ø#c AI J = 22-G801.-

Ø#c = 193G31.42

!- CALCULO 'EL RE.UERZO LON;I(U'INAL ) 2 3 4!"4

'6re$$67n Ma<or:

L# = 145

= D="D0=

S = 044

+ = 0.59

! = 2.43

) = 31.03

Por Pun&onam6ento:

( = 2 $ t + 2 $ ( + (perimetro de los planos defalla)

c = 0.2- K 2 4 K f 'cM.5 K ( K + = 1.0 K f 'cM.5 K ( K + β c

β c = &!+ m!" c&mn! $ t

= 1.1 f 'c ( +

βc =

cm

kg

Lv=T −t

2

Vdu=(WnuxS)(Lv-d )Vc=0 .53√ f’c d!Vc≥Vdu

Vu=Pu-Wnu x mn

u=(Wnu x S)Lv

2

2

A=u

!/&(d-a

2)

a=A . /&

0 .85f’c



) mn = 0.0018 K S K + ! = 2.43

) ) mn AI JJ

) = 31.03

(

(

n F1 ) mn = 32.-18

)

'6re$$67n Menor:

S T = 400

) mn = 0.0018 K N K + S = 400

) ) mn AI JJ + = 0.59

! = 5.01

(

(

) t"!n)# = 31.03

n F1

, !"*&&! $ n = )

<)!c*!m = S F 2K".% F Ø(

) t"!n# = ) K T

, !"*&&! $ n = )

<)!c*!m = N F 2K".% F Ø(



O RAMON LUIS - B1

Suelo Columna A$ero1.10 m f ' c = 420 kg/cm² f = 4200 kg/cm²

1.8 tn/m³ t1 = 0. cm2.80 kg/cm² t2 = 0. cm

2.54 cm

PD, PL

!+! cn #!"*&&!) ,8. <& %)&! !cc*@n +% n! )("%c!"g! +%G D=18tnFm. L=1.0 tnFm.<&g/cm2 f =4200 kg/cm2 ? Q*g"!



NP( - 14 $m

Hf L# Df

cm

T

Tn/m²

T

2 m² Dn+%6

0 m P = C!"g! +% )%"#*c*

0 m L# = &!+) *g!&%) )*n

%c%nt"*c*+!+

MD,ML

PD, PL

t

Hf L#

+f

;2

t 2

t1t



m²

mu +

Dn+%6

.08 Tn/m² P = C!"g! &t*m!

1



cm

cm

cm $Sn*%n+ #!"*&&!) Ø3/4E

cm $ + = c F Ø( F ".%. -.4 kg

$C%f. D% "%+cc*n " c"t%

.0- kg

. kg

O89 O89 O89 O89 O89

Kg

Ig

CALCULO DEL AREA DE

.00 cm "%c = -.50

4!44 kgFcm 1.91

!44 )alor Asum6do+10 33.1

2.599128034 31.02.85

2> ) 0?@+ 3

( $ 3/4E =

+/2

+/2

m = t+

n

=

( 3 +

t

(

T

N

cm2

cm2

cm2

$m

Vc=0.2"[2#$

βc ]√ f ' c b

od

βc=

%ma&(

%m)n( , βc≤2→Vc=1.0*√ f ' c bo d

Vu≤+Vc, +=0.85

2

S)Lv(Wnu x=Mu

2

=As

cb0.85f’

As.Fya =



, !"*&&! $ n = 112.439112008 31.0

28.31

11 Ø 3/4E O 28.312.43358209-4 31.0

2.852.4335138-09 31.0

, !"*&&! $ n = 11

28.312.4335124-2- 31.0

11 Ø 3/4E O 28.31

2.4335124441 31.0 ) mn ASUMIR As mín !!

"%% = -.50

2.85

$!&" )m*+

2.85

, !"*&&! $ n = 1138.22

11 Ø 3/4E O 38.22

<)!c*!m =

( $ 3/4E =

<)!c*!m =

Ø( $ 3/4E =

( $ 3/4E =

<)!c*!m =

cm

cm

cm2

cm2

cm2

cm

cm

cm2

cm2

cm2

cm2

cm

cm2

cm2



CERO

8882443

01-8102

)2

a-Fy(d

Mu



81-1-415

-3018543

-28402-4

-28321

-28354



P:g*n! 25 +% 30

NOMBRE: PALOMINO RAMON LUIS - B1

DISEÑO DE ZAPATA COMBINADA

COL: SECCION RE.! P' PLC1 40 40 , 20 12 PL1 PL2

C2 50 50 , 38 18

( t c%" tn tn S/C = 500 kg/m²

h t = 106.00

hc = 54.00

4.70 m 1.40

4.5 m

'A(OS:Df = 1.0 m Otros Columna Zapata

1800 kg/m3 S/C = 500 kg/m² f ' c = 420 kg/cm² f ' c = 210 kg/cm²

σ t = 2.00 kg/cm2 +$%>%F%>%= 4.5 m f = 4200 kg/cm²

1!- 'IMENSIONAMIEN(O 'E LA ZAPA(A ) A& 3 S( +

Øb ( /4! " = 1.91 cm

"!*$f 'c 0.08 Øb $% / $ &c = 44 cm

.004'b'$% = 32 cm OK !!&+ = 0.004 K ( K f

T)m*+ d = 44 cm Lng*t+ +% +%)!""&& %n cm"%)*@n

c = &+ ".% Ø( +.- = -.50 cm

m = Df F c h c = 54.00 cm

h t = 10.00 cm

T)m*+ ht = 10.00 cm

m = 1.3 /cm²

C#l$ulo del #rea de la &apata ) A& +

P)1 = P1D P1L P1 = 2 Tn P2 = 56 Tn

P)2 = P2D P2L

B) = P1) P2)

20 20 0 0

B) K R = P1)K t1/2 P2) K 455

R =

470.00 170.00 cm

= 88 Tn

P1 = 32 Tn

L / 2 P2 = 5 Tn% = L / 2 F R = 88 Tn

L / 3) = 30.3 cm

% L/

L = 40.00 cm

L L L / 2 = 320.00 cm

- = 13.4 cm

L / 6= 10- cm

L = 13 cm

N = 88 cm

N =$P1) P2) tm!m) N = 85 cm

;n L

Como S?C 3 544 FG?$m= er6%6$amos las pres6ones del suelo - A'ICIONAL ) / 1=, +

P)1 = P1D 50UP1L

P)2 = P2D P2L P1 = 26 Tn P2 = 56 Tn

B1) = P1) P2)

20 20 0 0

B1) K R = P1)K t1/2 P2) K 455

R =

470.00 170.00 cm

% = R1 F R P1 = 2 Tn 1 = 82 Tn

P2 = 5 Tn

; = P) c = P) P) % 1 = 82 Tn3)1 = 32-.32 cm % = 20.9 cm 11153-0 cm4

; = 43.18 kg/cm2 AUMENTAMOS EL ANCHO B

; ;m cm&% E AI E

; ;m n cm&% E<TAS <L CHA NE

m%nt!m) %& nc c = 150 cm

n n%# c!&c&

P) = 82000 kg = 1.13 OK !!

D*)%7!" &! !!t! cm(*n!+! ;% )"t!": &!) c&mn!) m)t"!+!) %n &! f*g"! 3. L!) c!"g!) ;% "#*%n%n +% &!) c&mn!) )n &!) )*g*%nt%)L! c&mn! 1 %) +% 4040 cm. &! c&mn! 2G +% 5050 cm. m(!) %)t:n "%f"!+!) cn #!"*&&!) ,. <& %) %)%cf*c +%& )%& %) 2100 kg/m3G )

c!"g! +% t"!(!> %) 2.0 kg/cm2 %)t: )m%t*+ ! &! !cc*@n +% n! )("%c!"g! +% 500 kg/m2 ? <& cnc"%t +% &! c&mn! %) +% f V c =420 kg/cm2 ? <m&%!"f 'c =210 kg/cm2 f=4200 kg/cm2 ?

γ m

γ m =

C#l$ulo del peralte de la &apata )*$ )

&+ = 0.08 K Ø( K Q

C#l$ulo de la pres67n neta del suelo ( qm )

;m = ;! F γ mKm FWcKc F )/c

ε = 0

;1G2 = B) K 1 X K %

L = 2 R

ε = 0

I = $ N LM3 /12 I I I =

1 2

t1 t1

t 2 t 2

0

3)

0

3)

R

R

kg/cm2



P:g*n! 2 +% 30

% = 20.9 cm

N = 25 cm

-4531250

P)1 = P1D P1L

P)2 = P2D 50UP2L P1 = 2 Tn P2 = 47 Tn

B2) = P1) P2)

20 20 0 0

B2) K R = P1)K t1/2 P2) K 455

R =

470.00 1.40 m

L / 2

%2 = L / 2 F R P1 = 32 Tn 2 = 7 Tn

L / P2 = 4- Tn

%2 L/ 2 = -9 Tn

3) = 28-.-2 cm

N % = 18.4 cm -4531250 cm4

; ;m n cm&% E<TAS <L CHA NE ; = 1.9- kg/cm2 AUMENTAMOS EL ANCHO B

; ;m cm&% E AI E

,!- 'ISEHO EN SEN(I'O LON;I(U'INAL P1 = 2 Tn P2 = 56 Tn

m

;n = P1) P2) 0.2 m 4.50 m 140.00 m

n = 541-.2181 /m² $ !m&*f*c!+!

P" n*+!+ +% Lng*t+

;m = ;m1KN P)+ nd*d d- L9:;TD m = 541-.22 /m

48415.892

1083.44

1.7537 m

F

F-584.108

F3091.5

< m

F2-000.9

F

108.34 < m

5308.88 < m

<ncnt"!m) %& +*!g"!m! +% f%"!) c"t!nt%) #%"*f*c!m) %& c"t% " Q&%*n6 + = F"%% c 1.50 = 58-28.- kg ! ;% 6 Q = $ 1.4 D 1.- L /$ D L

+ = 141.00 cm

= m! F ;n $ (2/2 + = 39152.44 kg Q = 1.5

"t% +%& Cnc"%t 6 c = 0.53 f ' c ( + = 289-9.25 kg

0.85 c = 243932.3 kg OK !!

m%nt!m) %& P%"!&t% ! = 150 cm. + = F "%%

+ = 141 cm

= m! F ;n $ (2/2 + = 39152.44 kg

"t% +%& Cnc"%t 6 c = 0.53 f ' c ( + = 289-9.25 kg 0 c Cm&% JJ

0.85 c = 243932.3 kg Vu < O x Vc CUMPLE !!

ERI.ICACION POR COR(E ) 2 3 4!5 +

COLUMNA E(ERIOR : COLUMNA IN(ERIOR : = 1.50 $ P F ;n m n = 31-4-.939 = 1.50 $ P F ;n m n = 5298 kg

= 31-4-.9393 kg = 5298 kg

<& !"t% +%& Cnc"%t 6 1 <& !"t% +%& Cnc"%t 6 1

412 cm 503 cm

c = 19281.!99 kg c = 2!52!11.5 kgØc = 13932.189 kg Øc = 199944.8 kg

c = 1.10 f 'c ( + = 1309585 kg c = 1.10 f 'c ( + = ,,, kg

c = 1309584.9 kg c = 159-248. kg

Øc = 111314-.1- kg Øc = 135-1.3 kg

Øc CUMPLE !! Øc CUMPLE !!

!- CALCULO 'EL RE.UERZO EN EL (RAMO CEN(RAL

R ;n F P1 = 0

R =P1

R = 5.91 =;n RM2

Y P1 R

= F88113.42 kg F m;n 2

C!&c& +% ) 6 = 88113.42 kg F m

) = / $ Ø K f K $ + F !/2 N = 25 + .- .- = 8 +( = 1.91

! = ) K f / $ 0.85 K f 'c K N + = 141

! = 2.-- $!&" )m*+

) = 25.04 2.85

) mn = 0.0018 K N K + ! = 2.22 , !"*&&! $ n = 9

) ) mn AI JJ 31

( ) = 25 9 Ø 3/4E O 31

( 2.85

, !"*&&! $ n = 24

n F1 11 ) mn = -.2 24 Ø 3/4E O 11

) ) mn UMIR As mín !!

5!- CALCULO 'EL RE.UERZO POR 'EBAJO 'E LA COLUMNA IN(ERIOR

=;n $ L M2

= F

I =

ε = 0

;1G2 = B2) K 1 X K %2 I = $ N LM3 /12

I =

C#l$ulo de la pres67n neta por un6dad de lonG6tud $ ;m

u K 4 $ Cumple 99

β c = β c =

( = $ ( G5K+ 2$ t + = ( = $ ( 0G5K+ 2$ t + =

c = 0.2- 2 4 f 'c ( + c = 0.2- 2 4 f 'c ( +β c β c

( $ 3/4E =

<)!c*!m

, !"*&&! $ n = )

( $ 3/4E =

<)!c*!m = N F 2K".% F Ø(

<)!c*!m

0

3)

F

F

cm4

kg

cm3

kg

F

cm

cm2

cm2

cm

cm2

cm

cm2

cm2cm2

mmm

cm2

cm

cm

cm

cm

cm2



P:g*n! 28 +% 30



P:g*n! 29 +% 30



P:g*n! 30 +% 30

Palomino Ramon Luis b1 Cimentacioness

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Transcript of Palomino Ramon Luis b1 Cimentacioness