puente cochambra long 11 m..xls

7/21/2019 PUENTE COCHAMBRA LONG 11 M..xls

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ISEÑO E PUENTE VIGA-LOSA

PROYECTO : PUENTE CARROZABLE L = 11.00 M.UBICACIÓN : COCHAMBRA - CHUPACA - PAUCARTAMBOCAMION DISEÑO : HL - 93

1,5*t = 30.000 cm5 cm 5.000 cm

U%*7 *"7+ 264 > = 0.00 '

DISEÑO POR ROTURAS" !%*7* )+% ?*$+7"% " C*7* , C+';&#*&@# %"# ") E%$*+ L&'&$" S&!&"

RESISTENCIA I : C+';&#*&+# ;*%&* " *7* 7")*&+#** +# ") !%+ <"&!)*7 #+7'*) %&# +#%&"7*

M! = 0.921.2 5 1./2 5) 5& FF? = 0.90 (

1.0 A"7+ P7&#&(*)1.1 A"7+ (+%&$&<+ , #"*$&<+

+/< = 5.038 n<m

A = / (*y*("<%/2)) % = A*y/(0,85*c*)

= *y/c = A/(*")

1 = 1.598057 1 =

2 = 0.10193 2 =

153.880

9.81

%m@ 9.81

$#i>c%n" &% c%ntC% mCnim%

A mCn = 1**"/y A mCn = .815

A mCn G A 1 BIEN

T+'*'+% 9.41&c& "#& #-%ci%mi#nt

I = A*/At

Si cni"#%m %c# 5/8D A = 1.979

E& m#n "# & t# @ I = 20.1 cm

1,5*t = 30.000 cm

5 cm 5.000 cmU%*7 *"7+ 264 > = 0.00 '

.0 A"7+ (+7 &%$7&;!&@#

A" = %*A-

Si#n" @

"n"# @

(+%&$&<+A-@ Ac# -inci-%& -iti$ A- = 9.81

S @ & &i# #nt# &% c%% "# $i'%, #n m. S = 1.800 m

% @ -c#nt%;# "#& %c# -inci-%& -it$ % = 82.02 =G 7 M

% = 7.00

.2/49/302&c& "#& #-%ci%mi#nt

I = A*/At

Si cni"#%m %c# 1/2D A = 1.27

I = 19.21 cmU%*7 *"7+ 16 > = 0.00 '

S# c&c% #n #& #nti" -#-#n"ic&% %& %c# -inci-%& (in#i)

3.0 A"7+ " $"'("7*$!7* , +#$7*&@#Si#m-# # n #Fit% t ##

At 6= 1/8

At 6= 2.

m # #nm%&&%", A%$ = .&c& "#& #-%ci%mi#nt

I = A*/At

Si cni"#%m %c# 3/8D A = 0.713

E& m#n "# & t# @ I = 2.931 cm

+/< = 1,25*K+1.75*(

L+

B)

= *c**"2**(1+/1,70)

1 = (1,7+(1,72<*(1,7*/(*c**"2)))0,5)/2

2 = (1,7<(1,72<*(1,7*/(*c**"2)))0,5)/2

A1 = cm2

A2 = cm2

A+/<

= cm2

cm2/m

A%6-

= '6'

cm2

% = 380/(S)1/2 =G 7 M, %n" #& %c# -inci-%& # -#-#n"ic&% %& t%nit

cm2

A% = '

6'

cm2

-&'2/-i#

cm2/m

'6'

cm2





E& m#n "# & t# @ I = 2.931 cm3*t = 0.000 cm

5 cm 5.000 cm

U%*7 *"7+ 364 > = 2.00 'S# c&c% #n #& #nti" -#-#n"ic&% y -%%&#& %& #nti" "#& tnit (-#i)

D.- DISEÑO DE EREDAS

DISEÑO POR LEIONERAKOS KE ARNASM+'"#$+ (+7 ("%+ (7+(&+

S#ccin #"i"% #"i"% %'%(n) Kit%nci% (m) m#nt

1 0,5*0,15 i*' 0.12 0.275 0.05 P%%m.@ 0,10*0,10 -* 0.02 0.375 0.009

7 Pt@(,25+,2)/2*,5*,2/2,179 0.032 0.13 0.013

= 0.14 0.0/ T

M+'"#$+ (+7 %+;7"*7*

K#i" % c%'% !int%& # -t# y -#%tn#

& = -t + -#%t

-t = P *(0,70<0,25/2+0,15/2)

-#%t = /c*(0,0*0,0/2)"n"# @ P = *P/2

P = 10,000.00 &

= 1.00P = 2.28 n

P#%tn%& /c = 73.70

P#%tn%& /c = 0.30L% #c%'% t%mi#n # %#ct% - #& %ct "# $i% # # "# 1.2

P#%tn%& < Q%ct 1.2*/c = 0.32

-t = 1.7 n<m/m

"#i" % &% "itic. "# & -t# # tm% #& 80M -t = 1.179 n<m/m

-#%t = 0.035 n<m/m

1.1390/331 T#-'6'

ERIICACION DEL PERALTE

H%&&%n" & mm#nt - #$ici

= 1.281 n<m/mE& -#%&t# mCnim # @

" #. = 8.2 cm

cni"#%n" #cimi#nt "# 3 cm. y -ni#n" #& #m-&# "# ># "# 1/2D (1,27 cm),

#& -#%&t# # cm mFim @

#c. = 3.000 cm

#ti = 1/2D = 1.270 cm

" = ' < #c. < #t./2 " %m. = 11.35 cm

S# "## cm-&i " %m. 6 " #. 1 BIEN

DISEÑO POR SERICIO

A = /(*;*") A = 7.588$#i>c%n" &% c%ntC% mCnim%

A mCn = 1**"/y A mCn = 3.788

A mCn G A 1 BIENT+'*'+% A% = /.244

MD =

L/-&'2

n/m2

n/m2

ML =

= K +

L +

B

" = (2**/(c*;*:*))(1/2)

cm2/m

cm2/m

'6'





&c& "#& #-%ci%mi#nt I = A*/At

Si cni"#%m %c# 1/2D A = 1.27

E& m#n "# & t# @ I = 23.22 cm

1,5*t = 22.500 cm

5 cm 5.000 cm

U%*7 *"7+ 16 > = 0.00 '

A"7+ (+7 &%$7&;!&@#

A" = %*A-

Si#n" @

"n"# @

A-@ Ac# -inci-%& n#'%ti$ A- = 5.33

L @ & ##cti$% "#& $&%" (2*0,55), #n m. L = 1.100 m

% @ -c#nt%;# "#& %c# -inci-%& -it$ % = 10.92 =G 7 M% = 7.000

A% = 3.293019/

&c& "#& #-%ci%mi#nt

I = A*/At

Si cni"#%m %c# 3/8D A = 0.713

I = 19.832 cm

U%*7 *"7+ 364 > = 0.00 'S# c&c% #n #& #nti" -#-#n"ic&% %& %c# -inci-%& (in#i)

A"7+ " $"'("7*$!7* , +#$7*&@#Si#m-# # n #Fit% t ##

At 6= 1/8At 6= 2.

m # #nm%&&%", A%$ = .

&c& "#& #-%ci%mi#nt

I = A*/At

Si cni"#%m %c# 3/8D A = 0.713

E& m#n "# & t# @ I = 2.931 cm

3*' = 5.000 cm

5 cm 5.000 cm

U%*7 *"7+ 364 > = 0.00 'S# c&c% #n #& #nti" -#-#n"ic&% y -%%&#& %& #nti" "#& tnit (-#i)

C"J!"+ (+7 +7$*#$"

%'% m#t% = J" = 0.218 n/m/c (%nc!=0,0 m) = J& = 0.173 n/m

J = 0.575 n/m

Q#% ct%nt# # %# #& cnc#t@

Jc = 10.079 n/m

Jc = 8.57 n/m

8.57 6 0.575

DISEÑO DE SARDINEL

M+'"#$+ (+7 %+;7"*7*AASHO J = 500.000 L/-i#

K#i" % &% c%'% &%t#%& "# 70 ?'/m J = 0.70 n/m

H = ' + n = 0.250 m BSAR H = 0.250 m

= J*H = 0.190 n<m/m

M! = 0.332 T#-'6'

cm2

% = 380/(L)1/2 =G 7 M, %n" #& %c# -inci-%& # -#-#n"ic&% %& t%nit

cm2

'6'

cm2

-&'2

/-i#cm2/m

'6'

cm2

J = 1,25*JK+1.75*(J

L+J

B)

Jc =0,53*(c)1/2**"

Jc 6 J

H

= 1,25*K+1.75*(

L+

B)





J = 1.330 n/mQ#% ct%nt# # %# #& cnc#t@

Jc = 17.737 n/m

Jc = 15.077 n/m

15.077 6 1.330

E.- DISEÑO DE IGA PRINCIPAL AREA KE BQLEBA KE JBNA

1.0 MOMENTO POR PESO PROPIOE&#m#nt #"i"% (m) #"i"% %'%

&% = 0,20*(0,75+0,0+1,80/2) t*(%++S/2)*2,0 n/m3 0.98 n/m

$i'% = 0.50*0.0 **2,0 n/m3 0.80 n/m

%%&t = 0,025*3,0/2 #*A/2*2,00 n/m3 0.000 n/m

$##"% = 0,5*0,15 c*'*2,0 n/m3 0.23 n/m$&%" = 0,10*0,1+0,05*(0,15+0,1 *n+*('+n)/2*2, n/m3 0.03 n/m

-%%m%n = 0,10*0,15 -**2,0 n/m3 0.02 n/m

-t# = (0,25+0,20)/2*0,5*0,2/2,179 0.032 n/m

%c#%(#Ft%".) 0,75*0,0 n/m2 c*0,0 n/m2 0.20 n/m

K = .0// T#6'

S"# BARET )!)+ " #F :

"it%nci% #nt# #;# "#&%nt# # int#m#"i ( 1 ) .300 m

"it%nci% #nt# #;# int#m#"i y -t#i ( 1 < 30 ) .300 m

n = "it%nci% "#& c#nt "# & % &% #ccin "n"# # -"c# #& m#nt Q&#ct Fim #'4n %#t

n = n = 0.717 m =

Si # #%&i% #& c&c& % &% "it%nci% "#& %-y ii #nt "# L = 5.500 m

P"%+ (7+(&+ (+7 ** <&* &*?7*'* 1 = 0.21 n

P %#t

m#nt - $i'% "i%%'m% ($") @ $" $" (n<m)

Si n 3 $i'% "i%%'m% 1*(L<2*n)/ = 0.517

Si n $i'% "i%%'m% 1*(L/3) = 0.792 L 6= *n .27

Si n 5 $i'% "i%%'m% 1*(L<n)/2 = 1.111 L 6= *n 2.85

Si n $i'% "i%%'m% 1*(3L/5) = 1.2 L 6= 10*n 7.112

Si n 7 $i'% "i%%'m% 1*(3*L<2*n)/ = 1.705 L 6= *n .27

M+'"#$+ (+7 ("%+ (7+(&+" <&* &*?7*'* M<F :%m m#nt - "i%%'m%

P %#t @ M< = 1.110 T#-'En c#nt "# L M< = 1.144 T#-'

M+'"#$+ (+7 ("%+ (7+(&+ M((F :-- = "*(L/2<n)*(L/2+n)/2 -- = "*(L<)*/2

P %#t @ M(( = 30.44 T#-'En c#nt "# L M(( = 31.14 T#-'

P %#t @ 31.992 T#-'

En c#nt "# L 3.0 T#-'

.0 MOMENTO POR SOBRECARGA

.1.- SOBRECARGA HL - 93

Jc =0,53*(c)1/2**"

Jc 6 J

"1 = "

1 =

"2 = "

2 =

(*"2<"

1)/18 Si "

1 = "

2 = " = 1

!"*%"*S/2*2,0 n/m3

"2 = 1, L 6 "

M+'"#$+ T+$*) C*7* M!"7$* MDF = M(( M<

MD =MD =





En c#nt "# L M "J = /.0 T#-'

CARGA DISTRIBUIDA "=L2/8 M= 15.125

MOMENTO TOTAL P %#t @ M$= 2.80

/c+" En c#nt "# L M$= 2.55

TOMANDO EL MAYOR MOMENTO M) FP+7 B*7"$ : 4.9 T#-'

E# "#$7+ " L! /.2 T#-'

3.0 MOMENTO POR IMPACTO

m%m ==6 B = 0.33

m#nt "# im-%ctP+7 B*7"$ : 1.00 T#-'

E# "#$7+ " L! 12.43 T#-'

E1- DISEÑO POR SERICIOIGA TK#t#min%m @ E& m#n "# & t# @

=G L/ = 2.750 m

( < )/2 =G 8 t = 3.00 m

( < )/2 =G S/2 = 2.200 m

T+'*'+% : ; = .00 'Ami#m -%% ##ct "# "i#U = 22.00 '

E-DISEÑO POR ROTURA

P %#t @ = 15.225 n<m

En c#nt "# L = 13.800 n<m

T+'*#+ ") '*,+7 M+'"#$+ M! F : M! = 12.2 T#-'

A#% "# %c#

A = / (*y*("<%/2)) % = A*y/(0,85*c*)

= *y/c = A/(*")

1 = 1.0878 1 =

2 = 0.091522 2 =

1,297.505

73.828

%m@ A = 73.828

Kiticin "#& Ac#

Si cni"#%m %c# 1D A = 5.07

V %% = A / A V %% = 1.570 %%

%#m @ 12.000 ;*77*%V %% = 15 %% #n

A = 7.00

L% "it%nci% #nt# %% -%%&#&% # n m#n #@

1,5 ..%'#'%"

"it%nci% #nt# %% = #! =

#cimi#nt &%t#%& = #c = (1.50D

#ti = 3/8

Anc! mCnim "# &% $i'% = 2*#c+

Anc! mCnim "# &% $i'% =

Et cni"#%n" & n% c%-%

ML =

ML =

MI =

MI =

M! = 0.9212MD

1./2ML

MI

FF

= *c**"2**(1+/1,70)

1 = (1,7+(1,72<*(1,7*/(*c**"2)))0,5)/2

2 = (1,7<(1,72<*(1,7*/(*c**"2)))0,5)/2

A1 = cm2

A2 = cm2

cm2

cm2

cm2

1,5 %%

=




PROYECTO : PUENTE CARROZABLE L = 11.00 M.UBICACIÓN : COCHAMBRA - CHUPACA - PAUCARTAMBCAMION DISEÑO : HL - 93

2.00 "7&8*&@# (+7 *$&* "# S"7<&&+

= 8.37 n<m

1,308.9

m#nt mCnim - #$ici

mCn = 32.0 n<m

882.275

R%n' "# ## %ct%nt#

K = 2.90

R%n' "# ## %"mii&# # -#"#

1,3.209

S# "## cm-&i # @ 1 BIEN

.00 "7&8*&@# (+7 A7&"$*'&"#$+E# mFim %"mii&#

EF-icin m"#%" W = 30,000.00

%m @ EF-icin #$#% W = 23,000.00#cimi#nt = 5.08 cm #-%c. $#tic (#$) 3.81

"c = 7.28 cm = 12.00 cm G 15.00

1 BIEN%m @ = 12.000 cm

A = 2**/V%% A = .000

mF = 2,9.77

%ct = 1,308.9%ct G mF 1 BIEN

/.00 "7&8*&@# (+7 C+7$"

Si # #%&i% #& c&c& % &% "it%nci% "#& %-y ii#" @ = 5.500POR PESO PROPIOJ"-- = "*(L<2*)/2 J"-- = 0.000 nJ"$" = 1*(V "i%%'m%/2<V "i%%'m%/2T+1) J"$" = 0.32 n

0.3 T#POR SOBRECARGA HL - 93

Si = 0,00 =6 cc1 = 1,00 i n

9.972 n

POR SOBRECARGA EUIALENTE

11.79 n = 5 L/-i# = 0.90 n/m

5.897 n

2.98 nPOR SOBRECARGA EE TANDEM

9.978 n

.989 n

TOMANDO EL MAYOR CORTANTE ) F 9.9/ T#

POR IMPACTO

3.91 T#DISEÑO POR ROTURA

! = 9.12/ T#

= 0.75 *( L +

B)

mF

= %/(A*;*") mF

= ?'/cm2

mCn = K

mCn

= mCn/(A*;*") mCn

= ?'/cm2

K = mF

< mCn

?'/cm2

= 170 < 0,33

mCn+ 551,2 (/!)

= ?'/cm2

6 K

mF = W/("c*A)(1/3)

?'/cm2

?'/cm2

?'/cm2

?'/cm2

JK = J"-- + J"$" D =

JL = (P/L)*((cc1+5cc)*(L<)<cc*"

1<5*cc*"

2) Si G L/2

JL = (P/L)*((cc1+5cc)*<cc*"

1<5*cc*"

2) Si L/2 G G L

JL S/ =

JL # = P

J*(L<)/L+*(L<2*)/2 Si G L/2

PJ = 2,000 L P

J =

JL # =

P $i'% = JL #/2 J

L # =

JL #t = P

*(2*L<2*<"

)/L Si G L/2

JL #t = P

*(2*<"

)/L Si L/2 G G L

JL #t =

P $i'% = JL #t/2 J

L #t =

L =

JB = B*JL I =

J = 1,3*(JK+(5/3)*(J

L+J

B))





9.00 ACERO LATERAL %n" &% $i'% ti#n# m% "# 2 (0,1 m) "# %&t

/.001142E& #-%ci%mi#nt #nt# %% @

E& m#n "# @ 30 cm = 30.00 cm

= 0.00 cmU%*'+% S = 30.000 'm# "# ># #@ V ># = (H < 15)/S

V ># = 1.883

U%*'+% 8"77. = .00 !#&*"% (+7 )*+

A = 1.900

& c%& # %-Fim%"%m#nt# n% $%i&&% "# = 5/8D

A = 1.979

.- DISEÑO DE IGA DIARAGMA

1.0 MOMENTO POR PESO PROPIO

S#'4n "%t &% "im#nin# n @

Anc! $i'% "i%%'m% (%")= 0.20P#%&t# $i'% "i%%'m% (!")= 0.00S#-%%cin "# $i'% #nt# #;# ( S + ) .00

#t%" "# %'% P# P-i @

E)"'"#$+ M"&*% 'F M"&*% C*7*

Ji'% "i%%'m% 0.25 * 0.0 * 200 :'/m3 (%" * !")*2,0 n/m3 0.20 n/m

5 (( 0.0 T#6'

m#nt P# P-i @

8

M(( = 0.12 T+# - '

.0 MOMENTO POR SOBRECARGA E IMPACTO S6C F I &'(*$+

/c = P * = .35 n < m

M %6 = .32 T+# - '

M+'"#$+ $+$*) = M = M (( M %6

M = .9 T+# - '

3 0 DISEÑO POR SERICIO

ASL

= 10M A-- ASL

= '

cm2 / %%

cm2

* & 2





#c. = 2.50 cm#ti = 3/8 0.953 cm

" = t < #c. < #t./2 " %m. = 38.25 cm

S# "## cm-&i " %m. 6 " #. 1 BIEN

DISEÑO POR SERICIO

A = /(*;*") A = 11.31


A mCn = 1**"/y A mCn = 3.188

A mCn G A 1 BIENT+'*'+% A% = 11.31

Si cni"#%m %c# 1D A = 5.07

U%*7 *"7+ 1 . ;*77*%

E#$+#"% %" $&"#" J!" !%*7 *"7+ " 1 ;*77*% " *"7+ " 1

.0 DISEÑO POR ROTURA

1.0 A"7+ P7&#&(*)1.1 A"7+ (+%&$&<+ , #"*$&<+

+/< = 11.293 n<m

A = / (*y*("<%/2)) % = A*y/(0,85*c*)

= *y/c = A/(*")

1 = 1.57122 1 = 0.1075

2 = 0.132878 2 = 0.008859

99.91

8.72

%m@ 8.72 % =


A mCn = 1**"/y A mCn = 3.188

A mCn G A 1 BIEN

T+'*'+% 4./Si cni"#%m %c# 5/8 A = 5.07

U%*7 *"7+ 264 1./ ;*77*%E#$+#"% %" $&"#" J!" %" !%*7 *"7+ " 264 3 ;*77*% " *"7+ " 264

Kiticin "#& Ac#Si cni"#%m %c# 5/8 A = 1.979

V %% = A / A V %% = .280 %%

%#m @ 3V %% = 3 %% #n 1 c%

A = 5.938

L% "it%nci% #nt# %% -%%&#&% # n m#n #@ 2.38 cm

1,5 ..%'#'%" 2.38 cm"it%nci% #nt# %% = #! = 2.38 cm

#cimi#nt &%t#%& = #c = (2D) = .78 cm

#ti = 3/8 0.95 cmAnc! mCnim "# &% $i'% = 2*#c+2*#t+(V %%<1

Anc! mCnim "# &% $i'% = 20.980 cm1 B

U%*7 *"7+ 1

U%*7 *"7+ 16 *

cm2/m

cm2/m

'6'

cm2

+/< = 1,25*K+1.75*(

L+

B)

= *c**"2**(1+/1,70)

1 = (1,7+(1,72<*(1,7*/(*c**"2)))0,5)

2 = (1,7<(1,72<*(1,7*/(*c**"2)))0,5)/

A1 = cm2

A2 = cm2

A+/<

= cm2

cm2/m

A%6-

= '6'cm2

cm2 %%

=

cm2

1,5 %%

=



ISEÑO E ESTRIBOS

PROYECTO : PUENTE CARROZABLE L = 11.00 M.UBICACIÓN : COCHAMBRA - CHUPACA - PAUCARTAMBO - PASCOCAMION DISEÑO : HL - 93

DATOS

AL*A A.AA 'A' (!) d = 0.80

. ** (g/c!2) 1.80

A' . (!) A = 5.00

L L . (!) L = 11.00

AL*A L *6 (!) H = 4.00

A7L %*'' *A (grado) 20.0

. .'%, *LL (n/!3) 1.40

. .'%, ''* (n/!3) 2.40

*8 ''*8 A LA '.8(9g/c!2) !'" = 140.00

= 0.60

N = 0.40

$ = 0.50

% = 1.53

& = 0.725

= 0.80" = 0.725

( = 3.025

AL*A AL L *6 (!) H) = 4.80

A* ANALISIS D$ $STA(ILIDAD $N LA S$++ION A*A

1*$,- d )rro

:" 08;3

'" ΤΑΝ 2 45−φ/2) 0.4

0.180

<"#en (o/2)" 08031:"#'o (o/2)" 081;;

.unto de aplicaci=n de e!pu>e :

<":/3 0824

r& r)"& &")&)

.i(tn) Xi(!) i(n-!)

.1 183?2 0840 0855;

< 08031 08@0 08025

otal 18423 085@2

X<"t/.i 0840? !

":#:/.i 08030 ! uerzo a co!prei=n del concreto %c" 0,4(%Bc)

e"$/2-(X<-) 08021 ! "= 560 n/!2

Vr!"&"o d $!ro d Tr&""o 9 +o,-ro

. "%<(1+Ce/$)/(a$) 2.06 :" +ONOR$

+;<o & o)o

%D"i/(:#:) 13.60 E2 +ONOR$

+;<o & D&,)o

σ =

φ

=

γ1 =

γ

2 =

" 0,5#F#:2#'

&

;

H

A A

+ +

(

"

(

N$ %

R1

R2

DL A7A

(

H)

d



%".i#/: 5.63 E2 +ONOR$

(* ANALISIS D$ $STA(ILIDAD $N LA S$++ION (*(

1*$)&do $)ro -) 9 "o ro or"&r>&do

&*$,- )rro

" 4800'" 084?

5.473 n

<"#en (o/2)" 08?55 n

:"#'o (o/2)" 583@? n

.unto de aplicaci=n de e!pu>e a

<":/3 1833 !

r& r)"& &")&)

.i(tn) Xi(!) i(n-!)

.1 ;8C@0 18C3 1284@0

.2 58C?? 08@C 48?15

.3 18?C5 0833 08C55

< 08?55 1823 181C?

otal 1C82?@ 1?821?

X<"t/.i 181@ ! uerzo a co!prei=n del concreto %c" 0,4(%Bc)

":#:/.i 0844 " = 560 n/!2

e"$/2-(X<-) 082; !

Vr!"&"o d $!ro d Tr&""o 9 +o,-ro

. "%<(1+Ce/$)/(a$) 14.5 +ONOR$

+;<o & o)o

%D"i/(:#:) 2.67 E2 +ONOR$

+;<o & D&,)o

%".i#/: 2.12 E2 +ONOR$

2*$)&do $)ro "o -) 9 ro or"&r>&do

.eo propio 4;8@C n

*eacci=n del puente de$ido a peo propio,

*1" ?85; tn/!

*eaccion por o$recarga 4@8@4

*2" ?8;; n

r& r)"& &")&)

.i(tn) Xi(!) i(n-!)

*1 ?85;2 08@C @825C

*2 ?8;C@ 08@C @8425

. <ertical tot, 1C82?@ 181@ 1?821?

otal 358C3@ 358?00

X<"t/.i 1800; !

?$R@AS HORI@ONTAL$S $STA(ILI@ADORAS

.i(tn) &i(!) i(n-!)

" 0,5#F#:2#'"

G%c



: 583@? 1833 ;81@5

otal 583@? ;81@5

H:"i/.i 18333

" 08202

e" 0820;

V$RII+A+ION$S

1*Vr!"&"o d "o,-ro 9 )r&""

. "%<(1+Ce/$)/(a$) 28.38 +ONOR$

+;<o & o)o

%D"i/(:#:) 5.00 E2 +ONOR$

+;<o & D&,)o

%".i#/: 4.63 E2 +ONOR$

+* ANALISIS D$ $STA(ILIDAD $N LA S$++ION +*+

1*$)&do $)ro -) 9 "o ro or"&r>&do

&*$,- )rro

6" 38025

" 48@0

'" 084?

7.881

<"#en (o/2)" 1.375

:"#'o (o/2)" 7.760

.unto de aplicaci=n de e!pu>e a

<":/3 18C0

r& r)"& &")&)

.i(tn) Xi(!) i(n-!).1 ;8C@0 28225 1;80@@

.2 58C?? 184C25 @8334

.3 18?C5 08?3 18@34

.4 58@0@ 185125 @8;@5

.5 28240 28@3 C832@

< 183;5 3803 4815@

otal 248;CC 4C852;

X<"t/.i 18@;? !

":#</.i 08501 !

e"$/2-(X<-) 08135 ! E$/C $/C" 08504

eG$/C, +ONOR$

V$RII+A+ION$S

1*Vr!"&"o d "o,-ro 9 )r&""

. "%<(1+Ce/$)/(a$) 10.38 +ONOR$

+;<o & o)o

%D"i/(:#:) 3.75 E2 +ONOR$

+;<o & D&,)o

%".i#/: 2.23 E2 +ONOR$

G%Ic

" 0,5#F#:2#'"

Gσ



2*$STADO$)ro "o -) 9 ro or"&r>&do

r& r)"& &")&)

.i(tn) Xi(!) i(n-!)

*1 ?85;2 184C 138???

*2 ?8;C@ 184C 1482@C

248;CC 18@@ 4C852;

otal 44810C ;48@11

X<"t/.i 18C?C !

?$R@AS HORI@ONTAL$S $STA(ILI@ADORAS

.i(tn) &i(!) i(n-!)

: ;8;C0 18C0 12841C

otal ;8;C0 12841C

H:"i/.i 18C0

" 082@

e" 0810 G$/C +ONOR$

V$RII+A+ION$S

1*Vr!"&"o d "o,-ro 9 )r&""

. "%<(1+Ce/$)/(a$) 17.41 +ONOR$

+;<o & o)o

%D"i/(:#:) 6.03 E2 +ONOR$

+;<o & D&,)o

%".i#/: 3.8 E2 +ONOR$

ALAS EL ESTRIBO

alud del ala 1 0.33 4800

nclinacion del etri$o repecto del e>e ca!inoJ

Ø = 0.00 B

nclinacion del ala izquierda repecto del etri$oJ

36 B

nclinacion del ala derec:a repecto del etri$oJ

36 B

! " 08CC !

; = 2.00 ,

Longitud del ala izquierdaJ

L = 0.3 &do-)&,o 4.00 ,

Longitud del ala derec:aJ

Ld = 0.3 &do-)&,o 4.00 ,

P$RIL D$L ALA

a " 0.75

: " 2.00

d " 0.80

" 0.30

. <ertical tot,

:σ

β =

β

d =

;

αdα

dβd

L

Ld

, ,

;

βiαi

αi Ø

H

δ

;

&



" 0.40

7 " 0.75

" 0.30

6 " 1.75

13.00 B

A* ANALISIS D$ $STA(ILIDAD $N LA S$++ION A*A

1*$,- d )rro

: " 2800

0.56

1.580

081;?

185;0


<":/3 08C;

r& r)"& &")&)

.i(tn) Xi(!) i(n-!)

.1 38C00 08;@ 28;?0

.2 08?C0 082; 0825C

< 081;? 1815 0820C

otal 48;3? 38252

X<"t/.i 08C@C !

":#</.i 08221 !

e"$/2-(X<-) 08110 ! E$/C $/C" 081?2

eG$/C, +ONOR$ -080@2

V$RII+A+ION$S

1*Vr!"&"o d "o,-ro 9 )r&""

. "%<(1+Ce/$)/(a$) 7.10 G%c +ONOR$

+;<o & o)o

%D"i/(:#:) 3.11 E2 +ONOR$

+;<o & D&,)o

%".i#/: 2.11 E2 +ONOR$

(* ANALISIS D$ $STA(ILIDAD $N LA S$++ION (*(

1*$,- d )rro

: " 28@0

0.56

3.07

<"#en (K/2)" 08351

:"#'o (K/2)" 380;@


<":/3 08?3

δ " talud de relleno o$re ala, de$e <eriicare que δG"K

' " ('oδ)#('oδ-raiz('oδ-coK)/('oδ+raiz('oδ-coK) "

" 0,5#F#:2#'

<"#en (δ/2)"

:"#'o (δ/2)"

' " ('oδ)#('oδ-raiz('oδ-coK)/('oδ+raiz('oδ-coK) "

" 0,5#F#:2#'

(

AA

N$ %

d(

(



r& r)"& &")&)

.i(tn) Xi(!) i(n-!)

.1 38C00 180@ 38@;0

.2 08?C0 085; 08544

.3 383C0 08@@ 28?40

.4 08@40 18C0 18344

< 08351 18;5 08C14

otal ?8111 ?8312

X<"t/.i 18022 !

":#</.i 08315 !

e"$/2-(X<-) 081C@ ! E$/C $/C" 082?

eG$/C, +ONOR$

V$RII+A+ION$S

1*Vr!"&"o d "o,-ro 9 )r&""

. "%<(1+Ce/$)/(a$) 8.21 +ONOR$

+;<o & o)o

%D"i/(:#:) 3.24 E2 +ONOR$

+;<o & D&,)o

%".i#/: 2.07 E2 +ONOR$

Gσ



MUNICIPALI A ISTRITAL E PAUCARTAMBO

ESTU IOS E CAPACI A PORTANTE

Pro9")o-) "&rro& +o";&,r&

)r& M 01 ";& &9o d 2015

+od"o < ) ,)odo d "or) dr")o.

*A M 'AL'AA 'LA%'A'

01 '-1 2080C 10 F

NB N<' N"' -o -"!"o

01 385?55?5C3 C84C1523@? 148?323?04 1,250800

egNn la denidade el cao !a critico el cao nu!ero 2

eter!inacion de la capacidad de carga ulti!a8

e tiene lo iguiente

'A

Altura de deplante D! 3800 !t

Anc:o de la ci!entacion ( 3820 !t

e eta utilizando la or!ula de alla total

qd"

+II$NTO +ORRIDO

NB 'arga % 'arga ad!ii$le

1 54813145144@@ 3 18@0 9g/c!2

qd"183cc+gq+84g6g

@APATA

NB 'arga % 'arga ad!ii$le

1 4@81C?2@205;C 3 18C1 9g/c!2

.or lo tanto la capacidad portante deter!inada 18@0 9g/c!2

A7L %*''

'9g/!2

Nγ

cc+γ q+85γ 6g



K " 2080? 08350C3CC4;

08;@53?@1C3

c " 148?323?045 1814?03;?52 083C5;5014

q " C84C1523@?4

385?55?5C3 eOpitagK " 3815;44;C@C

K " 2804C43@?4

'otgK " 28;3410C?52

γ "

puente cochambra long 11 m..xls

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