palomino ramon luis b1 cimentacioness
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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
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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$$67n Ma<or:
L# = 1.51 cm "%% = -.50
= 15=511=444!44 kgFcm 1.91
S = 044!44 )alor Asum6do++ = 0.59
! = 5.5-
Por Pun&onam6ento:
( = 2 $ t + 2 $ ( +
(perimetro de losplanos de falla)
c = 0.2- K 2 4 K f 'cM.5 K ( K + = 1.0 K f 'cM.5 K ( K +
β c
β c = &!+ m!" c&mn! $ t
= 1.1 f 'c ( +
2> ) 0?@+ 3
+/2
+/2
m = t+
n
=
( 3 +
t
(
T
N
= $1.4 180 1.- 130 4 4
=
βc =
cm
kgkg
cm2
cmcm2
Azap= P
σ m
T=√ Az+( t1-t2 )2
S=√ Az−( t1-t2 )2
Wnu=Pu
Azap
Lv=T −t
2
Vdu=(WnuxS)(Lv-d )Vc=0.53√ f’c d!Vc≥Vdu
Vu=Pu-Wnu x mnVc=0.2"[2#
$
β c ]√ f ' c bo d
β c=%ma&(%m)n( , β c≤2→Vc=1.0*√ f ' c bo d
Vu≤+Vc, +=0. 85
u=(Wnu x S)Lv
2
2
A=u
!/&(d-a
2 )
a=A ./&
0 .85f’c
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) = -0.99 2.85
) mn = 0.0018 K S K + ! = 4.80 , !"*&&! $ n = 25
) ) mn AI JJ 11.80
) = -0.52 25 Ø 3/4E O 11.80
(
2.85
( , !"*&&! $ n = 11
28.31
n F1 ) mn = 32.-18 11 Ø 3/4E O 28.31
) ) mn OK - SI CUMPLE !!
'6re$$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
$m
cm
cm
cm2
cm2
cm2
cm2
cm
cm2
u=Wnu x S Lv
2
A=u
!/&(d-a
2 )
a=A ./&
0 .85f’c
cm2
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LUIS
A$erof 4200 /c
t
S
8. L! c!"g! ;%cm2 ? +%m:)kg/cm2 ? P!"!
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CALCUL
50
' c bo d
0.85f’
As.Fa =
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.
5.-40089
5.5-5859
5.5-938
5.5-55
5.5-538
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- B1
²
NP( - $m
Df
t"!n)m*t%)t:&! !!t!
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O DEL AREA DE ACERO
115.29-531-0
2
S)Lv(Wnu x=Mu
2
)2
a-ÿFy(d
Mu=As
b
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.
413 -1.092209489-
5-8 -0.991214295
3-1 -0.983503133
88-3 -0.98110-82
5159 -0.98104-981
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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
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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 )
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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 )
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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$$67n Ma<or:
L# = 145
= D="D0=
S = 044
+ = 0.59
! = 2.43
) = 31.03
Por Pun&onam6ento:
( = 2 $ t + 2 $ ( + (perimetro de los planos defalla)
c = 0.2- K 2 4 K f 'cM.5 K ( K + = 1.0 K f 'cM.5 K ( K + β c
β c = &!+ m!" c&mn! $ t
= 1.1 f 'c ( +
βc =
cm
kg
Lv=T −t
2
Vdu=(WnuxS)(Lv-d )Vc=0 .53√ f’c d!Vc≥Vdu
Vu=Pu-Wnu x mn
u=(Wnu x S)Lv
2
2
A=u
!/&(d-a
2)
a=A . /&
0 .85f’c
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) mn = 0.0018 K S K + ! = 2.43
) ) mn AI JJ
) = 31.03
(
(
n F1 ) mn = 32.-18
)
'6re$$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(
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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"!
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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
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m²
mu +
Dn+%6
.08 Tn/m² P = C!"g! &t*m!
1
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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 =
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, !"*&&! $ 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
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CERO
8882443
01-8102
)2
a-Fy(d
Mu
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81-1-415
-3018543
-28402-4
-28321
-28354
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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
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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
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cm
cm
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8/19/2019 Palomino Ramon Luis b1 Cimentacioness
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8/19/2019 Palomino Ramon Luis b1 Cimentacioness
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P:g*n! 28 +% 30
8/19/2019 Palomino Ramon Luis b1 Cimentacioness
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P:g*n! 29 +% 30
8/19/2019 Palomino Ramon Luis b1 Cimentacioness
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P:g*n! 30 +% 30
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