calculos de albañileria confinada

7/23/2019 Calculos de Albaileria Confinada

1/68

ANALISIS

Peso de los muros de albaileria con 1.5 cm de tarrajeo.

peso= 0.13 * 1.8 + 2 * 0.015 * 2.0 =

m2

Peso de los muros de albaileria con 1.5 cm de tarrajeo.

Peso= 0.23 * 1.8 + 2 * 0.015 * 2.0 =

m2

Peso de los muros de concreto con 1.5 de tarrajeo.

peso= 0.13 * 2.4 + 2 * 0.015 * 2 =

m2

PROCEDIIEN!O

1" ESPESOR E#EC!I$O DEL %RO &t"

t = h = 2.50 =20 20

' (.1) m

*" DENSIDAD INIA DE LOS %ROS RE#OR+ADOS.

Z 0.4 Ap=Area de planta

U 1.0 Ac=Longitud* Ancho efectivo

S 1.4 N= Numero de pisos

N 3.0

DENSIDAD DE MURO

DIRECCION X-X

MU! L "m# $ "m# A"m%# Nm

&1 1 0.13 0.130 %

&% 3.13 0.13 0.40' %

&3 3.13 0.13 0.40' %

&4 %.(0 0.13 0.33) %

t e,ecti-o


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&( %.'3 0.13 0.3 1

&' 3.10 0.13 0.403 %

&) 1.0 0.13 0.1+ %

&+ 0.13

&10 0.13

"Ac*Nm# 4.+%1 0.03(

Ap 13(.01

"Ac*Nm# , 1.()

Ap (

0.03( , 0.030 cumple!!

DENSIDAD DE MURO

DIRECCION Y-Y

MU! " M# L "M# $ "M# A"M%# Nm

-1 %.(0 0.13 0.33) %

-% %.(0 0.13 0.33) %

-3 3.10 0.13 0.403 %

-4 3.10 0.13 0.403 %- 3.10 0.13 0.403 %

-( 3.%0 0.13 0.41( %

-' 4.13 0.13 0.3' 1

"Ac*Nm# .13+ 0.03)

Ap 13(.01

"Ac*Nm# , 1.0)

Ap (

0.03) , 0.01+ cumple!!

==

==


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(.* ton/m*

(.0 ton/m*

(.) ton/m*

(.1*5

Ac*Nm

0.%(0

0.)14

0.)14

0.('(


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0.3 *U*/*N 1.() 0.030

0.)0( ( (

0.3+0

4.+%1

Ap ).13 1(.'3 13(.01

Ac*Nm Z 0.3

0.('( U 1

0.('( S 1.%

0.)0( N 3

0.)0(0.)0(

0.)3% *U*/*N 1.0) 0.01+

0.3' ( (

.13+

==

==


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ZONA 01

!NA 2 MU! 2 LALL! "e=0.1#

1 = 0.%+ %.0 0.30

5eso especifico ladrillo con tarra6eo "5t# =

Altura "h# =

Altuta viga solera "hv# =Ancho viga "Av# =

5eso volumetrico concreto "5c# =

1 = 0.%+ 1.00 0.10

PISO TIPICO= 5t * 7 8 7v * Av * 5c

AZOTEA= 5t * 7 8 7v * Av * 5c


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Altura "7# =

Altuta viga solera "7v# =

Ancho viga "Av# =


ZONA 02

!NA 2 92N$ANA 2 $5:A

1 = 0.%+ 1.00 0.10


Altura muro "7# =

Altuta viga amare "7v# =

Ancho viga "Av# =


5eralte de viga solera "7s# =

Ancho solera "As# =

5eso especifico ventana fierro "5v# =

Altura ventana "7ve# =

ZONA 03

!NA 2 92N$ANA 2 //.77.

1 = 0.%+ 1.'0 0.10

5eso especifico ladrillo con tarra6eo "5t# =Altura muro "7# =


Ancho viga "Av# =


5eralte solera superior "7s# =

Ancho solera "As# =


PISO TIPICO= 5t * 7 8 7v * Av * 5c 8 7s * As * 5c 8 5v * 7ve



7/68


ZONA 04

!NA 2 5U2$A $5:A

1 = 0.30 0.13 0.03

Altura viga "7v# =

2spesor viga "2v# =

5eso especifico puerta "5p# =

Altura puerta "7p# =


ZONA 05

!NA 2 MU! "e=0.%3m#

2/52/! 2 MU! 7 = 0.%3 M

1 = 0.4' %.40 0.1


Altura "7# =


Ancho viga "Av# =


ZONA 0

!NA 2 5U2$A 2 MU! 2 e=0.%3m

1 = 0.30 0.%3 0.03

Altura viga "7v# =

2spesor viga "2v# =






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ZONA 0

!NA 2 2/:AL2A

1 = %.00 1.13 0.%+

Altura viga "7v# =

Altura de muro =

espesor especifico =



1.;

CARGA DIRECTA

ZONA PISO TIPICO AZOTEA

ZONA 01 0.82 0.32

ZONA 02 0.44

ZONA 03 0.63

ZONA 04 0.15

ZONA 05 1.21

ZONA 06 0.23

ZONA 07 0.80

2.- ARGA INDIRECTA

PISO TIPICO WD= 0.388

WL= 0.200

MURO X-XPiso Tipico

AI(m2) PD=AI*wD

X1 2.4 0.!"8

X2 #.84 0.#4

X3 ".8# 2.2"4

X4 4.! #.8"!

X5 .02 2.24

X6 2.32 0.!00



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X7 3.40 #.3#!

X8 0.34 0.#32

$AR%A DIR&$TA

'OAZONA 01 ZONA 02 VT

0.32 0.44

MURO

X1 3.13 0

X2 1.50 2.5

X3 3.13

X4 2.60

X5 3.10

X6 2.73

X7 3.10

X8 1.50

Y1 2.60

Y2 2.60

Y3 3.10

Y4 3.10

Y5 3.10

Y6 3.20

Y7 4.13


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11/68

0.13 %.40 = 0.)1+ tn


12/68

0.%+

1.1

0.1

0.13

%.4

0.13 %.40 0.30 0.13 0.0% 1.40

0.%+

1

0.1

0.13

%.4

0.3

0.13

0.0%

1.4

0.13 %.40 0.30 0.13 %.40 0.'0

0.%+1.'0

0.10

0.13

%.40

0.30

0.13

0.0%


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0.'0

%.% %.40 = 0.10 tn


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%.0

%.40

3.00 0.1 0.13 %.40 = 0.80

0.1

1.13

0.13

%.0

%.40

A'OT&A WD= 0.388

WL= 0.#00

Ao+,MURO -PL=AI*w/ AI(m2) PD=AI*wD PL=AI*w/ AI(m2)

0.4!4 2.4 0.!"8 0.24 Y1 3.2"

0.38 #.84 0.#4 0.#84 Y2 3.25

#.#2 ".8# 2.2"4 0."8# Y3 6.65

0.!"8 4.! #.8"! 0.4! Y4 5.51

#.404 .02 2.24 0.02 Y5 7.62

0.44 2.32 0.!00 0.232 Y6 4.14


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0.80 3.40 #.3#! 0.34 Y7 1.92

0.08 0.34 0.#32 0.034

ZONA 03 VT SSHH ZONA 04 PT ZONA 05 M e0.23 ZONA 06 P e=0.23 ZONA 07 ESCL

0.3 0.#" #.2# 0.23 0.80

LO%ITUD D& ILU&$IA

0 0.! 0 0 0

0

P(T1)DIR&$TA


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17/68


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= 0.443 tn


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tn


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0.4" 0.745 0.745 0.28! 0.04

1.02

0.76

2.40

1.98

2.90

0.96

1.400.14

0.52

0.52

1.07

0.88

1.22

0.66

0.31

CARGAINIR!C"A


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"ERI#ICACION POR CAR$A AXIA%

La resistencia admisile " # a la compresion en muros de ala>ileria esta dada por la e?p

0.1

93.830455 tn


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La carga proveniente de la losa en pisos tipicos 0.36 0.10

2l peso propio de muro es un piso tipico 0.29 2.40

N*+ , u. c/ l *l

!VECES AZOTEA"C.AZ. # !VECES LOSA T$P$CO"C.

1 2.03 2

2sta carga produce un esfuer@o a?ial ma?imo

8.91

0.13

68.56

5AA :!N5!A BU2 2L MU! 5A/2 22 :UM5L LA /CU2N$2 2LA:!N

93.83 D 68.56

+

+

*

+

P. m'

P. m' * *

8'

P. m

t

24^

9

_'

_'

_

24^ 24^

*


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ZONA 01!NA 2 MU! 2 LALL! "e=0.1#

1 = 0.%+ %.40 0.1


Altura "h# =

Altuta viga solera "hv# =

Ancho viga "Av# =5eso volumetrico concreto "5c# =

1 = 0.%+ 1.00 0.10


Altura "7# =


Ancho viga "Av# =


ZONA 02

!NA 2 92N$ANA 2 $5:A


AZOTEA= 5t * 7 8 7v * Av * 5c



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1 = 0.%+ 0.+0 0.10


Altura muro "7# =

Altuta viga amare "7v# =

Ancho viga "Av# =5eso volumetrico concreto "5c# =

5eralte de viga solera "7s# =

Ancho solera "As# =



ZONA 03

!NA 2 92N$ANA 2 //.77.

1 = 0.%+ 1.+0 0.10


Altura muro "7# =


Ancho viga "Av# =


5eralte solera superior "7s# =

Ancho solera "As# =



ZONA 04

!NA 2 5U2$A $5:A

1 = 0.30 0.13 0.03

Altura viga "7v# =

2spesor viga "2v# =


Altura puerta "7p#=





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ZONA 05

!NA 2 MU! "e=0.%3m#

2/52/! 2 MU! 7 = 0.%3 M

1 = 0.4' %.40 0.1


Altura "7# =


Ancho viga "Av# =


ZONA 0

!NA 2 5U2$A 2 MU! 2 e=0.%3m

1 = 0.30 0.%3 0.03

Altura viga "7v# =

2spesor viga "2v# =




ZONA 0

!NA 2 2/:AL2A

1 = %.00 1.13 0.%+

Altura viga "7v# =

2spesor viga "2v# =








28/68

RESUMEN

ZONA 01

ZONA 02

ZONA 03ZONA 04

ZONA 05

ZONA 0

ZONA 0

PISO : 1; < *; < )=PRIMER PISO

ZONA LONG (X)m LONG (Y)m Ratio

1.- 32.91 21.67 0.74

2.- 2.80 5.60 0.41

3.- 2.30 0.00 0.68

4.- 1.80 5.40 0.15

5.- 6.20 0.00 1.21

6.- 1.80 0.00 0.23

PISO : A+O!EA

AZOTEA

ZONA LONG (X)m LONG (Y)m Ratio

1.- 36.19 39.92 0.32

Peso !otal de la Edi>caci

Peso !otal ' 1??.1* !n


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30/68

@'

** *+@

'

++ +* **

@'@'@'

** **% =('

_+% 24^


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resion

650tn


32/68

0.20 3.63 2.40 $n


33/68

0.13 %.40 = 0.'43 tn


34/68

0.13 %.40 0.30 0.13 0.0% 1.% =

0.%+

0.+

0.1

0.13%.4

0.3

0.13

0.0%

1.%

0.13 %.40 0.30 0.13 %.40 0.% 0.0%

0.%+

1.+0

0.10

0.13

%.400.30

0.13

0.0%

0.%

%.% %.40 = 0.10 tn


35/68

0.%3 %.40 = 1.%11 tn


36/68

= 1.0(

= 0.41

= 0.()= 0.1

= 1.%1

= 0.%3

= 0.)0

Peso del Primer iso

Peso del Seundo is24.45 16.10 40.54

1.15 2.30 3.45 Peso del Seundo

1.57 0.00 1.57

0.27 0.81 1.08

7.51 0.00 7.51 Peso total

0.41 0.00 0.41total 50.5F

50.5F 1F).F AGotea

Peso total

11.62 12.82 24.45

total *0.05

*0.05 *0.05

!O!AL 1??.11 .

on

+o+/

+o+/


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*+ + ++

* * *** ** *' ' ' ''

*** *_ _


39/68


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0.411 tn


43/68


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&eje B " 54.56

&eje B " 54.56

iso &eje B 54.56

163.67

24.45

188.12


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ANALISIS ES!A!ICO cacion de -alores ara allar Cortante

#ACTORES DE ZONA

Z*. Z

1 0.1

% 0.30

3 0.40

PARAMETROS DE% SUE%OTp* De+c/pc.

/1 oca o suelos muE rFgidos

/% /uelos intermedios

/3 /uelos fle?iles o con estratos de gran espesor

/4 :ondiciones e?cepcionales

Ce*/ De+c/pc.A 2dificaciones 2senciales

2dificaciones mportantes

: 2dificaciones :omunes

2dificaciones Menores

Tl N6 1 "Norma 2.030G Art. #

Tl N6 2 "Norma 2.030G Art. ( ; (.%#

Tl N6 3 "Norma 2.030G Art. 10#

"*# 2n estas edificacionesG a criterio del proEectistaG se podrH omitir el anHlisis por fuer@as sFsresistencia E rigide@ adecuadas para acciones laterales


48/68

De+c/pc.

2lementos resistentes en la direcciIn de los pIrticos

2lementos resistentes pIrticosG ca6as de ascensores E escaleras

2lementos sismorresistentes por muros de corte

SISTEMAS ESTRUCTURA%ES

S+em E+/ucu/l

Acero

!tras estructuras de aceroArriostres 2?cJntricos.

Arriostres en :ru@.

:oncreto Armado

Madera "5or esfuer@os admisiles#

Resumen de Datos obtenidos ara analisar el

D*+

5eriodo 5redominante $p = 0.(0

2lementos sismorresistentes por muros de corte (0

Kactor de ona "ona %# = 0.40

Uso 2dificaciones :omunes :at. : U = 1.00

Kactor de /uelo "$ipo /%# / = 1.%0

:oeficiente de educciIn = 3

Altura del 2dificio "m# hn = ).'

5eso de la 2dificacion "$n# 5 = %34.)

C/ce/7+c+ p/ 8ll/ el pe/*,* 9u.,me.l "Norma 2.0

Tl N6 "Norma 2.030G Art. 1%#

5Irticos dctiles con unionesresistentes a momentos.

5Irticos "1#

ual "%#

e muros estructurales "3#

Muros de ductilidad limitada "4#

Ala>ilerFa Armada o :onfinada "#

:$=


49/68

Calculo del eriodo natural de -ibracion de la

!, peo/o #/)me#t), p)) )/) /eo# es ;

8.75

60

' 0.15

Calculo de coe>ciente de amli>cacion sismic

10.3

2.5

Determinacion del Corte Hasal

e )e/o ) ,) #om) !.030 ,) e) ot)#te )s),

93.94 "#

Se utiliza la siguiente formula:

La fuerza cortante total en la base de la estructura, correspondiente a lasiguiente expresin:

"=


50/68

Debiendo considerarse para C/R el siguiente valor mni

Donde:

Z = Factor zona

U = Factor de uso e importancia

C = Coeficiente de ampliacin sismicaS = Factor suelo

= Coeficiente de reduccin de solicitaciones s!smicas

" = "eso total de la edificacin

Reemplazando en la formula:

$%&$ ' (%$$ ' )%*$

+%$$

75.25 Tn


51/68

OR!E HASAL

/) e )#te # ssmo seeo po/) ote#ese e# ,os mos

to s#) e e, mo o,)pse po e,,o es pee,e eet)

asal

Tp(+) S

0.4 1

0.( 1.%

0.+ 1.4

#c*/ U1.

1.3

1

"*#

micasG pero deerH proveerse de la


52/68

3

4

(0

5ara estructuras regulares "*# "**#

+.

(.

(

)

'

(

4

3

'

orte basal de la edi>cacion &o>cinas"

0G Art. 1' ; 1'.%#

CT

:oeficiente de educciInG R


53/68

di>cacion &!"

ireccin considerada, se determinar por la


54/68

o:

" = (%() -n

' (%)$(%() = .*%)* -n

0.125C

R


55/68

ANALISIS ES!A!ICO < %ER+A INER

Distribucion de ,uerGa sismica en la altura :

( e, peo/o #/)me#t), ": es m)?o e 0.7s #) p)te /e ,) e

? se epes) /e ,) se#te m)#e) ;

P)) #esto )so e, peo/o #/)me#t), es me#o e 0.7 s po t)#

e) ot)#te es /e - @) p)) #esto /seBo @)= 0' se /st

)e/o o# ,) se#te epeso# ;

@e) /e ote 5.*5

#%ER+A DE COR!E POR

Piso Peso (t) P!h (t"m)

4 8.75 24.45 24.45 0.03

3 7.65 54.56 417.35 0.49

2 5.10 54.56 278.26 0.32

1 2.55 54.56 139.13 0.16= 1??.1* ?5.1? 1.((

#.$%

&'.'

#%.%

$#.#

i

Alt. hi

(m)

! =0.07 >0.15 &_

! = & < '$% =1' & < ' &_" (!_" _" (# $%!_# _# ( '&!_


56/68

IAL"

) ot)#te se /e#om#)) @)

to #o se o#s/eo. !, esto /e ,)

) e# ,os /st#tos #e,es /e

@) = 0

ISO

Sismo Moeao Sismo seeo

i (T) ,i (T) ,Ei (To) - #* ,i

2.14 *.10 4.28

36.55 38.69 77.38

24.37 63.06 126.12

12.18 75.25 150.495.*5

%.#

//.%

$#'.$

$01.0

,i


57/68

HALLANDO PESO DE LOS MUROS:

uro L t Peso &tn"

D1 3.13 0.13 2.40 1.80

D2 3.13 0.13 2.40 1.80

D3 3.13 0.13 2.40 1.80

D4 %.(0 0.13 2.40 1.80

D5 3.10 0.13 2.40 1.80

D6 %.'3 0.13 2.40 1.80

D7 3.10 0.23 2.40 1.80

D8 1.0 0.13 2.40 1.80

D9 3.13 0.13 2.40 1.80

D10 3.13 0.13 2.40 1.80

D11 3.13 0.13 2.40 1.80

D12 %.(0 0.13 2.40 1.80D13 3.10 0.13 2.40 1.80

D14 3.10 0.23 2.40 1.80

/(* 1.0 $%(+ 2.40 1.80

0( %.(0 $%(+ 2.40 1.80

0) %.(0 $%(+ 2.40 1.80

0+ 3.10 $%(+ 2.40 1.80

0& 3.10 $%(+ 2.40 1.80

0* 3.10 $%(+ 2.40 1.8001 3.%0 $%(+ 2.40 1.80

0. 4.13 $%(+ 2.40 1.80

0 %.(0 $%(+ 2.40 1.80

02 %.(0 $%(+ 2.40 1.80

E10 3.10 $%(+ 2.40 1.80

0(( 3.10 $%(+ 2.40 1.80

0() 3.10 $%(+ 2.40 1.80

0(+ 3.%0 $%(+ 2.40 1.80

HALLANDO EL CENTRO DE MASAS EN " X " e " Y ":

uro Pi Bi i Pi Bi

X - X

D1 1.76 1.63 0.065 )%.D2 1.76 6.51 0.065 ((%&&

D3 1.76 10.48 0.065 (%&)


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D4 1.46 15.36 0.065 ))%&+

D5 1.74 11.28 0.885 (2%1&

D6 1.53 5.71 0.885 %.*

D7 3.08 1.63 4.065 *%$)

D8 0.84 8.50 3.935 .%(1

D9 1.76 15.36 4.065 ).%$$

D10 1.76 12.25 4.965 )(%*)D11 1.76 4.75 4.965 %+*

D12 1.46 1.63 8.065 )%+

D13 1.74 5.90 8.065 ($%).

D14 3.08 11.10 8.065 +&%(.

/(* 0.84 15.36 8.065 ()%2&

26. 2!2.7

/cm = 212.371 Dm = 8.067

26.327

0cm = 101.224 Em = 3.845

26.327

uro Pi Bi i Pi Bi

Y - Y

0( 1.46 $%$. 1.365 0.09

0) 1.46 $%$. 6.765 0.09

0+ 1.74 +%)$ 1.615 5.56

0& 1.74 +%)$ 6.515 5.560* 1.74 .%)$ 2.385 12.53

01 1.80 .%)$ 6.615 12.93

0. 2.32 %*( 6.000 19.75

0 1.46 2%$ 2.385 14.30

02 1.46 2%$ 6.615 14.30

E10 1.74 (+%$ 1.615 24.02

0(( 1.74 (+%$ 1.365 24.02

0() 1.74 (1%2+ 6.615 29.47

0(+ 1.80 (1%2+ 6.765 30.42

22.2 !#.$

/cm = 193.036 Dm = 8.695

22.200

0cm = 97.985 Em = 4.414

22.200

CENTRO DE MASA TOTAL:


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Sumatoria: 48.53 405.41

/cm = 405.407 Dm = 8.354

48.527

0cm = 199.209 Em = 4.10548.527

R%&%DE' DE MUROS( CENTROS DE R%&%DECES

F = !m "

4 h$'H3 + 3h$'

1= Piso Direccion: JBJ Con3% 4 cm:

' *0( Em '

%RO L ! K

D1 313 13 79:198.96 0.065

D2 313 13 79:198.96 0.065

D3 313 13 79:198.96 0.065

D4 260 13 54:941.91 0.065

D5 310 13 77:775.17 0.885

D6 273 13 60:689.93 0.885

D7 310 23 137:602.22 4.065D8 150 13 15:341.77 3.935

D9 313 13 79:198.96 4.065

D10 313 13 79:198.96 4.965

D11 313 13 79:198.96 4.965

D12 260 13 54:941.91 8.065

D13 310 13 77:775.17 8.065

D14 310 23 137:602.22 8.065

/(* 150 13 15:341.77 8.065

11(*(5.?(

E = 4173525.38

E =1107205.80

Direccion: JJ Con3% 4 cm:

' *0( Em '


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%RO L ! K B

0( 260 13 54:941.91 0.065

0) 260 13 54:941.91 0.065

0+ 310 13 77:775.17 3.195

0& 310 13 77:775.17 3.1950* 310 13 77:775.17 7.195

01 320 13 82:539.68 7.195

0. 413 13 128:545.17 8.513

0 260 13 54:941.91 9.795

02 260 13 54:941.91 9.795

E10 310 13 77:775.17 13.795

0(( 310 13 77:775.17 13.795

0() 310 13 77:775.17 16.925

0(+ 320 13 82:539.68 16.925

?((0).15

/cr =5974024.88

D =980043.15

*= Piso Direccion: JBJ Con3% 4 cm:

' *0( Em '

%RO L ! K

D1 313 13.00 79:198.96 0.065

D2 313 13.00 79:198.96 0.065

D3 313 13.00 79:198.96 0.065

D4 260 13.00 54:941.91 0.065

D5 310 13.00 77:775.17 0.885

D6 273 13.00 60:689.93 0.885

D7 310 23.00 137:602.22 4.065

D8 150 13.00 15:341.77 3.935

D9 313 13.00 79:198.96 4.065D10 313 13.00 79:198.96 4.965

D11 313 13.00 79:198.96 4.965

D12 260 13.00 54:941.91 8.065

D13 310 13.00 77:775.17 8.065

D14 310 23.00 137:602.22 8.065

/(* 150 13.00 15:341.77 8.065

11(*(5.?(


61/68

E = 4173525.38

E =1107205.80


' *0(.(( Em '

%RO L ! K B

E1 260 13.00 54:941.91 0.065

E2 260 13.00 54:941.91 0.065

E3 310 13.00 77:775.17 3.195

E4 310 13.00 77:775.17 3.195

E5 310 13.00 77:775.17 7.195

E6 320 13.00 82:539.68 7.195

E7 413 13.00 128:545.17 8.513E8 260 13.00 54:941.91 9.795

E9 260 13.00 54:941.91 9.795

E10 310 13.00 77:775.17 13.795

E11 310 13.00 77:775.17 13.795

0() 310 13.00 77:775.17 16.925

0(+ 320 13.00 82:539.68 16.925

?((0).15

/cr = 8687353.71 D =980043.15

)= Piso < AGot Direccion: JBJ Con3% 4 cm:

' *0( Em '

%RO L ! K

D1 313 13 79:198.96 0.065D2 313 13 79:198.96 0.065

D3 313 13 79:198.96 0.065

D4 260 13 54:941.91 0.065

D5 310 13 77:775.17 0.885

D6 273 13 60:689.93 0.885

D7 310 23 137:602.22 4.065

D8 150 13 15:341.77 3.935

D9 313 13 79:198.96 4.065


62/68

D10 313 13 79:198.96 4.965

D11 313 13 79:198.96 4.965

D12 260 13 54:941.91 8.065

D13 310 13 77:775.17 8.065

D14 310 23 137:602.22 8.065

/(* 150 13 15:341.77 8.065

/(1 1699 13 747:034.36 0.065/(. 273 13 60:689.93 3.935

/( 1699 13 747:034.36 8.065

*FF1F0.0F

E = 10485729.6

E =2661964.46


' *0( Em '

%RO L ! K B

E2 260 13 54:941.91 0.065

E3 310 13 77:775.17 3.195

E4 310 13 77:775.17 3.195

E5 310 13 77:775.17 7.195

E6 320 13 82:539.68 7.195

E7 413 13 128:545.17 8.513E8 260 13 54:941.91 9.795

E9 260 13 54:941.91 9.795

E10 310 13 77:775.17 13.795

E11 310 13 77:775.17 13.795

E12 310 13 77:775.17 16.925

0() 320 13 82:539.68 16.925

0(+ 320 13 82:539.68 16.925

0(& 813 13 328:777.51 4.065

0(* 323 13 83:978.95 2.385

0(1 323 13 83:978.95 2.3850(. 813 13 328:777.51 4.065

1?))15).?5

/cr =13154307.3

D =1833153.85


63/68

Parcial &tn"

1.76

1.76

1.76

1.46

1.74

1.53

3.08

0.84

1.76

1.76

1.76

1.461.74

3.08

0.84

1.46

1.46

1.74

1.74

1.741.80

2.32

1.46

1.46

1.74

1.74

1.74

1.80

Pi i

0.11

0.11

0.11


64/68

0.09

1.54

1.36

12.52

3.31

7.15

8.738.73

11.78

14.04

24.84

6.79

!!.22

Pi i

1.99

9.88

2.81

11.344.15

11.89

13.92

3.48

9.66

2.81

2.38

11.52

12.16

#7.##


65/68

199.21

100

*5(((.((

&K" &"

5:147.93 10.08

5:147.93 10.08

5:147.93 10.08

3:571.22 6.99

68:831.02 9.90

53:710.59 7.72

559:353.02 17.5160:369.85 1.95

321:943.77 10.08

393:222.83 10.08

393:222.83 10.08

443:106.47 6.99

627:256.72 9.90

1:109:761.89 17.51

123:731.35 1.95

01)5*5.)?

3.769

100

*5(((.((

$M1cortantedirecto


66/68

&K" &B"

3:571.22 7.90

3:571.22 7.90

248:491.66 11.18

248:491.66 11.18559:592.33 11.18

593:873.02 11.87

1:094:304.99 18.48

538:155.96 7.90

538:155.96 7.90

1:072:908.43 11.18

1:072:908.43 11.18

1:316:344.70 11.18

1:396:984.13 11.87

50(*0.??

6.096

100

*5(((.((

&K" &"

5:147.93 8.72

5:147.93 8.72

5:147.93 8.72

3:571.22 6.05

68:831.02 8.56

53:710.59 6.68

559:353.02 15.15

60:369.85 1.69

321:943.77 8.72393:222.83 8.72

393:222.83 8.72

443:106.47 6.05

627:256.72 8.56

1:109:761.89 15.15

123:731.35 1.69

01)5*5.)?

$M1cortantedirecto

$M1

cortantedirecto


67/68

3.769

100

*5(((.((

&K" &B"

3:571.22 6.83

3:571.22 6.83

248:491.66 9.67

248:491.66 9.67

559:592.33 9.67

593:873.02 10.27

1:094:304.99 15.99538:155.96 6.83

538:155.96 6.83

1:072:908.43 9.67

1:072:908.43 9.67

1:316:344.70 9.67

1:396:984.13 10.27

?F?)5).1

8.864

100

*5(((.((

&K" &"

5:147.93 6.005:147.93 6.00

5:147.93 6.00

3:571.22 4.16

68:831.02 5.90

53:710.59 4.60

559:353.02 10.43

60:369.85 1.16

321:943.77 6.00

$M1cortantedirecto

$M1cortantedirecto


68/68

393:222.83 6.00

393:222.83 6.00

443:106.47 4.16

627:256.72 5.90

1:109:761.89 10.43

123:731.35 1.16

48:557.23 56.62238:814.88 4.60

6:024:832.12 56.62

1(0?5*.F1

3.939

100

*5(((.((

&K" &B"

3:571.22 4.70

248:491.66 6.66

248:491.66 6.66

559:592.33 6.66

593:873.02 7.07

1:094:304.99 11.01538:155.96 4.70

538:155.96 4.70

1:072:908.43 6.66

1:072:908.43 6.66

1:316:344.70 6.66

1:396:984.13 7.07

1:396:984.13 7.07

1:336:480.57 28.15

200:289.80 7.19

200:289.80 7.191:336:480.57 28.15

$M1cortantedirecto

calculos de albañileria confinada

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