hoja excel para calculo de muros de gravedad estribo para un puente de l=20m civilgeeks.com .xls

8/19/2019 Hoja Excel para Calculo de Muros de Gravedad Estribo para un Puente de L=20m CivilGeeks.com .xls

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CALCULO DE MUROS DE GRAVEDAD

UBICACION : CIUDADELA LA PLAYA

FECHA: NOVIEMBRE/92

DATOS qa = 10 t/m2 H = ###

fc = 210 Kg/cm2 B = ### 2

b = ### Ph = Ka.Pes.H /2 =

b' = ###

Ka = ### Mv = Ph H/3 =

Pes= ###

Peh= ###

FSD= 0.60 We/Ph =

- ----- ------ - ------- - ---- ------- - FSV= Me/Mv =

| P E S O | B.P | MOMENTOS |

| ----- ------ | ------- | ---- ------- | MR = Me - Mv =

| W1 = 3.080 | 0.533 | 1.643 | X = MR/We =

| W2 = 2.310 | 0.950 | 2.195 | e = B/2 - X =| W3 = 3.080 | 1.367 | 4.209 | B/3= B/3 =

| W4 = 2.380 | 1.633 | 3.887 | B/6= B/6 =

| ----- ------ | ------- | ---- ------- |

| We = ### | | Me = 11.934 | Si e< B/6 q1= We/B (1+6e/B)

- ----- ------ - ------- - ---- ------- - Si e>B/6 q2=2We/(3L(b/2-e)

q = q1 o q2 =

R esta en el tercio medio central

SE ACEPTA EL CALCULO :

Si FSD >= 1,5

Si FSD >= 1,5

Si qa >= q1 o q2

A = 3.85



3.471

4.049

1.876

2.947

7.885

0.727

0.2230.633

0.317

< qa

< qa

9.738




UBICACION : PUENTE SAN MIGUEL

FECHA: MAYO/2012

4 . 0

0

7.897

Mv = Ph H/3 = 13.688

1 . 2

0

/

FSD= 0.60 We/Ph = 1.567

FSV= Me/Mv = 2.940

P E S O B.P MOMENTOS

0 . 3

0

W1 = 2.352 1.150 2.705 MR = Me - Mv = 26.555

W2 = 1.764 1.350 2.381 X = MR/We = 1.288

W3 = 1.301 1.450 1.886 e = B/2 - X = 0.237

W4 = ### 2.300 29.922 B/3= B/3 = 1.017

W5 = 2.196 1.525 3.349 B/6= B/6 = 0.508

DATOS:

We = ### Me = 40.243 Si e<B/6 q1= We/B (1+6e/B) < qa

Si e>B/6 q2=2We/(3L(b/2-e))< qa

q = q1 o q2 = 9.918

R esta en el tercio medio central 3.605

SE ACEPTA EL CALCULO :

Si FSD >= 1.50 O.K

Si FSV >= 1.50 O.K

Si qa >= q1 o q2

q1 O.Kq2 O.K

Ph = Ka.Pes.H2 /2 =



DIMENSIONES DEL DIENTE NO ES NECESARIO

K# = 10 K = 3.300

*#1= K# , - *es = 7.00

*#2= K# , - *es = 8.72

*# = *#1*#2/2 , 2.3

SD = 00 We /*,6*# 2.237

Si FSD >= 1.50 O.K 0.38

= K2 9/;05 = 10.00 cm

DISE O DEL DEDO

5.08 t6m / m

! = 140 = 7.05 t6m / m

As m"n = 14/&) = 8.333 cm2 / m As = 030 ! / = 8.514 cm2 / m

As "n&e<"o<

ot: >-"mo S e <e&!e<?o

= ,2 *#12 *#2/

= @2 %12 %2/ =



0 . 3

0 As!m"< este

9lo<



K+ - *es - +




UBICACION : PUENTE SAN MIGUEL

FECHA: MAYO/2012

0 . 5

0

4 . 0

0

4 . 4

07.897

Mv = Ph H/3 = 13.688

1 . 2

0

FSD= 0.60 We/Ph = 1.567

FSV= Me/Mv = 2.940

P E S O B.P MOMENTOS

0 . 3

0

W1 = 2.352 1.150 2.705 MR = Me - Mv = 26.555

W2 = 1.764 1.350 2.381 X = MR/We = 1.288

W3 = 1.301 1.450 1.886 e = B/2 - X = 0.237W4 = ### 2.300 29.922 B/3= B/3 = 1.017

W5 = 2.196 1.525 3.349 B/6= B/6 = 0.508

DATOS:

We = ### Me = 40.243 Si e<B/6 q1= We/B (1+6e/B) < qa ƴSi e>B/6 q2=2We/(3L(b/2-e))< qa K

q = q1 o q2 = 9.918 S

R esta en el tercio medio central 3.605

%

SE ACEPTA EL CALCULO : &

&

Si FSD >= 1.50 O.K *

Si FSV >= 1.50 O.K

Si qa >= q1 o q2

q1 O.Kq2 O.K

Ph = Ka.Pes.H2 /2 =



DIMENSIONES DEL DIENTE NO ES NECESARIO

K# = 10 K = 3.300

*#1= K# , - *es = 7.00

*#2= K# , - *es = 8.72

*# = *#1*#2/2 , 2.3

SD = 00 We /*,6*# 2.237

Si FSD >= 1.50 O.K 0.38

= K2 9/;05 = 10.00 cm

DISEÑO DEL DEDO

5.08 t6m / m

! = 140 = 7.05 t6m / m

As m"n = 14/&) = 8.333 cm2 / m As = 030 ! / = 8.514 cm2 / m

As "n&e<"o<

ot: >-"mo S e <e&!e<?o

= ,2 *#12 *#2/

= @2 %12 %2/ =



DISE O DEL TALON

As m"n = 14/&) = 8.333 cm2 / m 4.537 t6m / m

! = 140 = .352 t6m / m

As S!#e<"o<

As = 030 ! / = 7.23 cm2 / m

DISE O DE LA PANTALLA

RAA, ! As

As m"n As coloc< ɵ S

m t6m /m 14 m cm2/m mm cm

1 1.3 0.4242 0.54 0.25 0.712 8.33 8.33 18 31

2 3.27 3.335 4.751 0.35 4.0722 11.7 11.7 1 0

3 4.0 11.4531 1.034 0.45 10. 15.00 15.00 1 0

= % @2 / 2 6 @2 %12 %2 / =



0.20

α=

W3

A(!

.

W4 Relleno

W1

W2

W5

1.05 0.50 1.50

51.80 cm



/ / / W2

W5

0 . 3

0 As!m"< este

9lo<

/

/

/

/

7.745 t/m2

cm

cm

cm

cm

8.73 t/m2



3.05 t/m2

cm

cm

cm

0.20

1 .

3

1 .

3

1 .

3

/ / / / / *, = K+ - *es - +

1.05 0.50 1.50



PROYECTO: PUENTE LA ANGELICA, SOBRE ATIO, CANTON CHILLANES

LONGITUD 22.00m o carr!!" = $ UANCHO TOTAL %.00m &A'c(o )" *a+"r")a#-

ECHA = ABR 20$%

H/21=0.m = 0.m /3 (*= 0.%3m

444 0.50m

H = 6 . 3 0 m

$ . % % m

$ . % $ m

( * = $ . $ 0 & 0

. $ % + L / $ 3 - =

0 . 5 0 m

H = % . 5 % m

0 . m

% . 0 % m

H = % . 2 % m

0 . 5 0 m

2.0m 0.70m $.60m

%.00m

.70m 8 444 444 8 444 444

H/282H/ H/3 8 H/$0 B/



Da9o

A#mr



0 . 5 % m

H / $ 2 =




LONGITUD = 22.00mANCHO TOTAL %.00m &A'c(o )" *a+"r")a#-

ECHA = ;AR<O 20$%

DATOS:= 2.0

?(.# = 2.20N )" *@ = 2 U

b) CARGA MUERTA SUPER-ESTRUCTURA (D)Po#c' a

=$.0m $.20

$.2%0m S=2.%00m0.600m

0 . 2 %

0 . 2

0 . 2 0 m

0.6%0m

0.3%0m 444 444 444 $.60m

$.0%0m 2.$00m

A'c(o )"! 9a!"= %.000m O

!"m"'9 S"r"#9rc9 o!m"'Caa )" ro)a)ra 444 0.3%T/m $.%6%m 0.505T8mAc"ra# 444 0.360T/m $.56%m $.%6T8m

Ta!"ro &Lo#a- 444 $.50$T/m $.%m 2.276T8m

o!a)o# 444 0.73T/m $.%m $.6T8m@a# 444 2.%T/m 0.550m $.56T8m

Car9"!a# 444 0.075T/m $.236m 0.$2T8m

5.2%T/m 6.%0T8m

?(.a T/m

T/m

S

YA

;DSA



DaFra@ma# E#"#or o!m"' PDaFra@ma )" aoo 0.2%0m 444 5.50To'

DaFra@ma c"'9ra! 0.2%0m 444 2.2To'3.72To'

D = $5.0To'

= 2.000m

2.5$T8m

c) CARGA VIVA SUPER-ESTRUCTURA (L)

Cor9a'9": ;om"'9o:r= P &$ + &a+-/# = $.30 P r = S/$.30

R 9 = 6 . % 0

T

R 9 = 6 . % 0

T

R ) = % . 0 0

T

.00m .00m

$.00m

RL = 2.50To'

= 2.000m

7.20T8m

d) FLOTACION (B)

= $.00

444 0.50m

( =

$ . % % m

P%

0 . 5 0 m

P5

A

;AD

=

A

;AL

=

?a@a T/m



H = 6 . 3 0 m

0 . P6

% . 0 %

m

P3

0.$%m P

. 0 0 m

P2

0 . 5 0 m

P$

A2.0m 0.70m $.60m

%.00m

E!"m"'9 o!m"'

Cm"'9o 444 .000T/m 2.%00m 6.%00T8m

Sor"cm"'9o 444 $.0T/m 2.000m 2.330T8m444 0.%T/m 2.76m $.T8m

.76T/m $$.6$T8m

$$.6$T8m

e) VIENTO (W)

e.1) Cara M!er"a

Co"F. " = 444

Lo'@9) 444

A!9ra = $.300m

= 444

"'9o @a+9a!"ro+ac"ra 0.%%T/m 5.3%0m .$$T8m

.$$T8m

e.#) Cara V$%a

A

;BA

;BA=

T/m2

D

YA

;DA



= 444 = 7.50m

= 25.$$6T8m

&) FUER'A LONGITUDINAL (LF)

No carr! = $ U

J C. **a = %J

= 444 = 7.50m

= $.275T8m

) EMPUE DE TIERRAS (E")

( = 0.500m = 0> K = $/Ka

? = $.30 Ka = 0. K =

E = = 444

Y =H & H + ( -

= 2.66m & H + 2 ( -

= %3.05T8m

) FUER'A DE SISMO (E*)

.1) I+&rae,"r!c"!ra (I)

Da9o#: O9"')o# )" a- Car@a ;"r9a

Car@a &P-= 444

= 444

= &0.0 8 0.05- P = 0.0 P = 2.0%To'

Y = = .%m

= 6.223T8m

.#) S!er-e,"r!c"!ra (S)

Da9o#: O9"')o# )" - Car@a ;"r9a S"r8"#9rc9ra

= 5.2%T/m

= 6.%0T8mD = 444

P"#o )" S"r8"#9rc9ra$5.0To'

= &0.0 8 0.05- P = 0.0 P = $.0To'

L

YA

;LA

L

YA

;LA

Ka = Ta'2 &%8/2-

T/m

$/2 ?# Ka H &H+2

;E9A

;YA

EI

;YA / P

;EIA

S

;DSA

ES



Y = = $.$6m

= & H 8 (*@a- + Y= 6.2m

= 7.565T8m

;YA / P

YS

;ES



a )"9"rm'ar ac9or )" R")a

$.30m 444

2.%00m

0 . 0 % 0 m

0 . 2 m

$ . %

% m 0

. $ 0 m

$ . 2 2 0 m

444 444 444

2.$00m

444 444



= $.7 P

0 . 5

0 m



N * " ! a @ : a # F r " M 9 c a #



PROYECTO: PUENTE LA ANGELICA, SOBRE ATIO, CANTON

RESUMEN DE SOLICITACIONESNo TIPO SI;BOLO SENTIDO CARGA SI;BOLO

$ ;"r9a S"r"#9rc9ra D $5.0To'

2 *a S"r"#9rc9ra L 2.50$To'

!o9ac' B .76To'

"'9o D D 0.%%To'

% "'9o L L 2.6$2To'

5 "ra Lo'@9). L 0.$%To'

6 Em" )" 9"rra E9 2$.050To'

3 S#mo I'Fra"#9rc9ra 2.06To'

7 S#mo S"r"#9rc9ra $.0To'

$0 ;"r9a I'Fra"#9rc9ra P %$.$60To'

ANALISIS DE ESTABILIDAD

NoFU

CO;BINACION D L B D

$ GI: E#9ro #' car@a# .76To'2 GI: E#9ro co' car@a# 444 444 .76To' GII: E#9ro car@a)o $2%J 444 .76To' 0.%%To'

GIII: E#9ro car@a)o &0.D- 444 444 .76To' 0.$5To'% GII: E#9ro car@a)o $J 444 .76To'

No

MO

CO;BINACION D L B D$ GI: E#9ro #' car@a# 4442 GI: E#9ro co' car@a# 444 444 444

GII: E#9ro car@a)o $2%J 444 444 .$$T8m

GIII: E#9ro car@a)o &0.D- 444 444 444 0.7T8m% GII: E#9ro car@a)o $J 444 444

a "'9r" "#9" ra'@o

No CO;BINACION a L$ GI: E#9ro #' car@a# 2.0m OK OK %.00m

2 GI: E#9ro co' car@a# 2.02m OK OK %.00m

GII: E#9ro car@a)o $2%J $.76m OK OK %.00m GIII: E#9ro car@a)o &0.D- $.57m OK OK %.00m% GII: E#9ro car@a)o $J $.6%m OK OK %.00m

$ GI: &D + L + E + B + S + C- $00J L=0, S=0, C=0

2 GI: &D + L + E + B + S + C- $00J S=0, C=0 GII: &D + E + B + S + - $2%J S=0

GII: &D + L + E + B + S + C + 0. - $ S=0, C=0% GII: &D + E + B + S + E- $J S=0

;AD

;AL

;BA

;DA

;LA

;AL

;E9A

EI

;EIA

ES

;ESA

;PA

L/$.% L/



CHILLANES

;O;ENTO

2.503T8m

7.202T8m

$$.6$T8m

.$$T8m

25.$$6T8m

$.275T8m

%3.05T8m

6.223T8m

7.565T8m

$5.02T8m

R'AS RESISTENTES (T+)

L L E9 P +/F2$.050To' %$.$60To' 5.$7%To'2$.050To' %$.$60To' 36.$0$To'2$.050To' %$.$60To' 52.%00To'

2.6$2To' 0.$%To' 2$.050To' %$.$60To' 36.$0$To'2$.050To' 2.06To' $.0To' %$.$60To' 52.%00To'

ENTOS RESISTENTES (T-M)

L L E9 P +/M%3.05T8m $5.02T8m $%2.2T8m%3.05T8m $5.02T8m 2.$T8m

%3.05T8m $5.02T8m $3.7T8m

25.$$6T8m $.275T8m %3.05T8m $5.02T8m 2.$T8m%3.05T8m 444 7.565T8m $5.02T8m $3.7T8m

CU;PLI;IENTO

QmM Qm' D D BSERACIO$.2T/m2 .05T/m2 2.503 $.076 OK Po'"r "#o!o Ba#" "#9ro

26.%$T/m2 6.T/m2 .007 2.053 OK OK

$5.$T/m2 .57T/m2 .005 $.%2 OK o'"r "#o!o'26.%T/m2 0.2T/m2 2.577 $.3$$ OK OK $6.3$T/m2 0.73T/m2 2.%5 $.230 OK o'"r "#o!o'Ba#" "#9ro

$.666326

EI

ES

EI ES



+/F2$.050To'2$.050To'2$.%$%To'

2.0To'2.$$To'

+/M%3.05T8m%3.05T8m

5$.%20T8m

35.6%T8m6%.$0T8m




LONGITUD = 22.00mANCHO TOTAL %.00m &A'c(o )" *a+"r")a#-

ECHA = ;AR<O 20$%

DISE0O DE LA PANTALLA

DATOS:( = 0.500m Fc = 230 K@/cm2 F = 200 K@/cm2 = 0> K = $/Ka

= $.30 Ka = 0. K =

R" = 444

E = = 444

Y =H & H + ( -

= 2.%6$m & H + 2 ( -

444 0.50m

( =

H = 6 . 3 0 m

$ . % % m

H * =

H * @ a

H = $ . % % m

$$5mm2%cm $$5mm2

&-

0 . 5 0 m

H = $ . % m

0 . m

% . 0 % m

H = . 5 % m

$ . %

0 .

%

0.527m

H = $ . 0 0 m

$$mm$2.%cm

&2-0.57m

$$3mm$2.%cm

H = . 2 0 m$$mm$0cm

$2%mm2%cm &$-

$$5mm20cm

0 . 5

0 m

Ka = Ta'2 &%8/2-

?m T/m

$/2 ?# Ka H &H+2



%.00m

AR;ADURA EN LA PANTALLA

RAA, B ! K

As

m m t6m /m 1.0 m cm2/m

1 7.20m 2.571m 4.5T6m 74.50T6m 0.830m 10.83m 0.0031 25.2cm2

2 4.00m 1.4m .280T6m 14.848T6m 0.24m 3.81m 0.0011 .75cm2

3 3.00m 1.14m 4.320T6m .12T6m 0.55m 2.212m 0.000 3.4cm2

4 1.55m 0.3m 0.805T6m 1.288T6m 0.230m 2.434m 0.0007 1.58cm2

AR;ADURA DE DISTRIBUCION &LADO SIN

CC, B ! K As


@o <elleno 0.00m 0.000m 0.001 14.40cm2

AR;ADURA DE DISTRIBUCION

CC, B ! K As


2 los 0.8m 0.000m 0.0012 10.80cm2

DISE0O DEL DEDO

E = = 444

Para GI: Car@a)o '; = 444'; = %3.05T8m

' = 36.$0$T8m

;r = ;" 8 ; = 444

= ;r/' = 2.0$6m

" = B/2 8 = 0.3mSi e<B/6 q1= n?F/B (1+6e/B) < qa = 26.%$T/m2Si e>B/6 q2=2n?F/(3L(b/2-e))< qa = 6.T/m2

$22mm$0c

0 . 5 0 m

2.0m 0.70m $.60m

%.00m

K(/cm2

'orma

K(/cm2

'orma

K(/cm2

$/2 ?# Ka H &H+2



6 .

$ 6 . 0 2 T /

2 0 . 5 % T / m

2 6 . % $ T / m 2

= 444

AR;ADURA DEL DEDO &CONTACTO CON AGUA-

! K

As As m"n As coloc<

ɵ S

t6m / m 1.0 m cm2/m mm

3.444T6m 58.310T6m 0.530m 20.758m 0.001 32.55cm2 17.7 32.55 22mm 1

DISE0O DEL TALON

$2.75T/m2

0 . 5 0 m

2.0m 0.70m $.60m

$$5mm$%.00m

6 .

$ 6 . 0

2 T / m 2

2 0 . 5 %

T / m 2

2 6 . % $ T

/ m 2

AR;ADURA DEL TALON &CONTACTO CON RELLENO-

! K

As As m"n As coloc<

ɵ S

t6m / m 1.0 m cm2/m mm

.0T6m 11.055T6m 0.530m 3.3m 0.0011 5.1cm2 17.7 17.7 1mm

; = L2 &V$+2 V2-/5

K(/cm2

; = V L2 / 2 8 L2 &V$+2 V2- / 5

K(/cm2



ARMADURA DE DISTRIBUCION

K As As m"n As coloc<

ɵ S clc!lo S s!m"o As c

m cm2/m mm cm cm

0.00m 0.000m 0.0012 7.20cm2 7.20 12mm 1cm 15cm

$22mm$0cm

$$2mm$%cm $$5mm$0c

'orma

K(/cm2



0 . 5 0 m

H = 6 . 2 0 m



As m"n As coloc<

ɵ S clc!lo S s!m"o As coloco

mm cm cm

27.7 27.7 14mm cm 12.5cm 52.308 OK 6.$$J

20.78 20.78 18mm 12cm 12.5cm 20.358 REDISTIBUIR

18.3 18.3 25mm 2cm 25cm 1.35 OK

7.7 7.7 1mm 2cm 25cm 8.042 OK

RELLENO-

As m"n As coloc<


mm cm cm

0.00 14.40 14mm 11cm 10cm 15.34 OK 5.5J

As m"n As coloc<


mm cm cm

0.00 10.80 1mm 1cm 20cm 10.053 REDISTIBUIR 86.J

cm2

cm2

cm2



clc!lo S s!m"o As coloco

cm cm

2cm 10cm 38.013 OK $.6J

0cm

clc!lo S s!m"o As coloco

cm cm

1cm 10cm 20.10 OK $2.$J

cm2

cm2



oloco

.540 OK .%$J

cm2




LONGITUD = 22.00mANCHO TOTAL %.00m &A'c(o )" *a+"r")a#-ECHA = ;AR<O 20$%

ARMADO DEL ESTRIBO

444 0.50m

H = 6 . 3 0 m

$ . % % m

$$5mm2%cm $$5mm2

0 . 5 0 m

0 . m

% . 0 % m

8 H = $ . 0 0 m

0.500m

$$5mm20cm

$$mm$2.%cm

0.500m

$$3mm$2.%cm

$$mm$0cm

$2%mm2%cm

$22mm$0cm

0 . 5 0

m

$$2mm$%cm $$5mm$0c

2.0m 0.70m $.60m

%.00m

hoja excel para calculo de muros de gravedad estribo para un puente de l=20m civilgeeks.com .xls

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