Diseño Completo de estructuras de concreto

7/23/2019 Diseño Completo de estructuras de concreto

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longitud = 45

n° lineas = 5 4

separación = 11.25

columna b (cm) d (cm) φ # varillasC1 30.00 50.00 #5 10

C2 30.00 50.00 #5 10

C3 30.00 50.00 #5 10

C4 30.00 50.00 #5 10

C5 30.00 50.00 #5 10

C6 30.00 50.00 #5 10

C7 30.00 50.00 #5 10



#2 0.317

#3 0.713

#4 1.267

#5 1.979

#6 2.850

#8 5.067

ratio

1.32%

1.32%

1.32%

1.32%

1.32%

1.32%

1.32%



Parámetros Ssmicos !"!

!eriodo "undaental

$ seg& = 0.30

'n & = 10.5

(uer)a cortante en la *ase

35

+ = 0.3 +ona 2

, = 1 coun

- = 1.2 interedio

0.6 interedio

= 5.00 coe". /egul. -sica&

2.5

/ = 8 "actor de reducción -sica

+,-/ = 0.1125

! = 351.318

= 39.52328

/ = 0.3125 0.125

(actor de corrección por cortante nio

37.23 98.81

% 0.8 0.8

29.79 79.04

29.59 88.10

/:;< (:

> 1.26 > 1.01

> 1.12 > 0.90

$ =

$! =

a?

=

-$:$;

;<:@;



Parámetros Ssmicos !"! $

!eriodo "undaental

$ seg& = 0.18

'n & = 10.5

(uer)a cortante en la *ase

60

+ = 0.3 +ona 2

, = 1 coun

- = 1.2 interedio

0.6 interedio

= 8.57 coe". /egul. -sica&

2.5

/ = 3 "actor de reducción -

+,-/ = 0.3

! = 351.318

= 105.3954

/ = 0.8333 0.125

$ =

$! =

a?

=



ica



sp dinaico

ESPECTRO DE SISMO EN X SEGÚN NORMA E-030 2003

Categoria Edificio C U !0

"o#a S$%&ica 2 " 0!30

Ti'o de S(e)o S2 T' *%+ 0!,0

S !20 Coeficice#te de red! Co#creto Ar&ado Portico%

R .!0

E%tr(ctReg*+Irreg*2+

R a (%ar / .!000

factor a e%ca)ar !000

C T *%+ *"UCSR+g

2.50 0.00 1.1036

2.50 0.02 1.1036

2.50 0.04 1.1036

2.50 0.06 1.1036

2.50 0.08 1.1036

2.50 0.10 1.1036

2.50 0.12 1.1036

2.50 0.14 1.1036

2.50 0.16 1.1036

2.50 0.18 1.1036

2.50 0.20 1.1036

2.50 0.25 1.1036

2.50 0.30 1.1036

2.50 0.35 1.1036

2.50 0.40 1.1036

2.50 0.45 1.1036

2.50 0.50 1.1036

2.50 0.55 1.1036

2.50 0.60 1.1036

2.31 0.65 1.0187

2.14 0.70 0.9460

2.00 0.75 0.8829

1.88 0.80 0.8277

1.76 0.85 0.7790

1.67 0.90 0.7358

1.58 0.95 0.6970

1.50 1.00 0.6622

1.36 1.10 0.6020

1.25 1.20 0.5518

1.15 1.30 0.5094

1.07 1.40 0.4730

1.00 1.50 0.4415

0.94 1.60 0.4139

0.88 1.70 0.3895

0.83 1.80 0.3679

0.79 1.90 0.3485

0.75 2.00 0.3311

0.68 2.20 0.3010

0.63 2.40 0.2759

0.58 2.60 0.2547

0.54 2.80 0.2365

0.00 1.00 2.00 3.00 4.00 5.00 6.00

0.00

0.20

0.40

0.60

0.80

1.00

1.20

ESPECTRO DE SISMO NORM A E-030 2003

PERIODO T

Sa/*"UCS0R+g



sp dinaico

0.50 3.00 0.2207

0.38 4.00 0.1655

0.30 5.00 0.1324

0.25 6.00 0.1104

0.21 7.00 0.0946

0.19 8.00 0.0828

0.17 9.00 0.0736

0.15 10.00 0.0662



sp dinaico

7.00 8.00 9.00 10.00

Sa



sp dinaico



sp dinaico



sp dinaico

:$B/;: ;(;;

:C

+<: -;-@;:

123

$;! -,

-1-2-3-4

R

/3/2/1/8/6/5/4/9/7



sp dinaico



sp dinaico

(:$/ ,

1.51.31.00.6

+

0.150.300.40

-

0.4 10.6 1.20.9 1.41.3 0.9

Coef Regular

:ceroD :rriostres en ru) 6.000:ceroD :rriostres ?cEntricos 6.500:ceroD !orticos uctiles con ,niones /esistente 9.500:l*aFileria :rada o onGnada 3.000oncreto :radoD de @uros structurales 6.000oncreto :radoD ual 7.000oncreto :radoD !orticos 8.000@adera !or s"uer)os :disi*les& 7.000@uros de uctilidad iitada 4.000

P (s)



sp dinaico



sp dinaico

estado R

1 1.00 regular2 0.75 irregular



sp dinaico

ESPECTRO DE SISMO EN X SEGÚN NORMA E-030 2003

Categoria Edificio C U !0

"o#a S$%&ica 2 " 0!30

Ti'o de S(e)o S2 T' *%+ 0!,0

S !20 Coeficice#te de red! Co#creto Ar&ado Portico%

R .!0

E%tr(ctReg*+Irreg*2+

R a (%ar / .!000

factor a e%ca)ar !000

C T *%+ *"UCSR+g

2.50 0.00 1.1036

2.50 0.02 1.1036

2.50 0.04 1.1036

2.50 0.06 1.1036

2.50 0.08 1.1036

2.50 0.10 1.1036

2.50 0.12 1.1036

2.50 0.14 1.1036

2.50 0.16 1.1036

2.50 0.18 1.1036

2.50 0.20 1.1036

2.50 0.25 1.1036

2.50 0.30 1.1036

2.50 0.35 1.1036

2.50 0.40 1.1036

2.50 0.45 1.1036

2.50 0.50 1.1036

2.50 0.55 1.1036

2.50 0.60 1.1036

2.31 0.65 1.0187

2.14 0.70 0.9460

2.00 0.75 0.8829

1.88 0.80 0.8277

1.76 0.85 0.7790

1.67 0.90 0.7358

1.58 0.95 0.6970

1.50 1.00 0.6622

1.36 1.10 0.6020

1.25 1.20 0.5518

1.15 1.30 0.5094

1.07 1.40 0.4730

1.00 1.50 0.4415

0.94 1.60 0.4139

0.88 1.70 0.3895

0.83 1.80 0.3679

0.79 1.90 0.3485

0.75 2.00 0.3311

0.68 2.20 0.3010

0.63 2.40 0.2759

0.58 2.60 0.2547

0.54 2.80 0.2365

0.00 1.00 2.00 3.00 4.00 5.00 6.00

0.00

0.20

0.40

0.60

0.80

1.00

1.20

ESPECTRO DE SISMO NORM A E-030 2003

PERIODO T

Sa/*"UCS0R+g



sp dinaico

0.50 3.00 0.2207

0.38 4.00 0.1655

0.30 5.00 0.1324

0.25 6.00 0.1104

0.21 7.00 0.0946

0.19 8.00 0.0828

0.17 9.00 0.0736

0.15 10.00 0.0662



sp dinaico

7.00 8.00 9.00 10.00

Sa



sp dinaico



sp dinaico



sp dinaico

:$B/;: ;(;;

:C

+<: -;-@;:

123

$;! -,

-1-2-3-4

R

/3/2/1/8/6/5/4/9/7



sp dinaico



sp dinaico

(:$/ ,

1.51.31.00.6

+

0.150.300.40

-

0.4 10.6 1.20.9 1.41.3 0.9

Coef Regular

:ceroD :rriostres en ru) 6.000:ceroD :rriostres ?cEntricos 6.500:ceroD !orticos uctiles con ,niones /esistente 9.500:l*aFileria :rada o onGnada 3.000oncreto :radoD de @uros structurales 6.000oncreto :radoD ual 7.000oncreto :radoD !orticos 8.000@adera !or s"uer)os :disi*les& 7.000@uros de uctilidad iitada 4.000

P (s)



sp dinaico



sp dinaico

estado R

1 1.00 regular2 0.75 irregular



%rre&ularidades de 'i&ide Piso blando

%rre&ularidad de *asa

%rre&ularidad +eometrica ,ertical

-iscontinuidad en los sistemas resistentes

%rre&ularidad .orsional

!s/uinas !ntrantes

-iscontinuidad del -ia0ra&ma

. 4%''!+'%--!S !S.'C.'!S ! .'

n cada direccion la sua de las areas de las secciones transHersales de los

eleentos Herticales resistentes al corte en un entrepisoD colunas I urosD

es enor Jue 85% de la correspondiente sua para el entrepiso superiorD oes enor Jue 90% del proedio para los 3 pisos superiores. <o es aplica*le

en sotanos. !ara pisos de altura di"erente ultiplicar los Halores anteriores

por 'i'd& donde 'a es altura di"erente de piso I 'i es la altura tipica de

piso.

-e considera Jue e?ite irregularidad de asaD cuando la asa de un piso es

aIor Jue el 150% de la asa de un piso adIacente. <o es aplica*le en

a)oteas.

a diension en planta de la estructura resistente a cargas laterales esaIor Jue 130% de la correspondiente diension en un piso adIacente. <oes aplica*le en a)oteas ni en sotanos.

esalineaiento de eleentos HerticalesD tanto por un ca*io deorientacionD coo por un despla)aiento de agnitud aIor Jue ladiension del eleento

. 5%''!+'%--!S !S.'C.'!S ! P.

-e considera solo en ediGcios con dia"ragas rigidos en los Jue eldespla)aiento proedio de algun entrepiso e?ceda del 50% del a?ioperisi*le indicado en la $a*la <°8 del :rticulo 15 15.1&. n cualJuiera delas direccion de analisisD el despla)aiento relatiHo a?io entre dos pisosconsecutiHosD en un e?treo del ediGcioD es aIor Jue 1.3 Heces elproedio de este despla)aiento relatiHo a?io con el despla)aientorelatiHo Jue siultaneaento se o*tiene en el e?treo opuesto.

a conGguracion en planta I el sistea resistente de la estructuraD tienenesJuinas entrantesD cuIas diensiones en a*as direccionD son aIoresJue el 20% de la correspondiente diension total en planta.

ia"raga con discontinuidades a*ruptas o Hariaciones en rigide)D





%rre&ularidades de 'i&ide Piso bla

Condiciones

%rre&ularidad de *asa

Condiciones

%rre&ularidad +eometrica ,ertical

!levaciones

$ipo 1 $ipo 2 $ipo 3

1.K0.85 L M1& _ ∗ (

2.K0.90N _ 〖 ( 〗 L M1&M(

L M2& ( 〖 + 〗 L M3&&( &3

1.O1.50 L P1&_ ∗ (

2.O1.50 L M1&_ ∗ (



$ipo 4 $ipo 5

-iscontinuidad en los sistemas resist

<o presenta desalineaiento

%rre&ularidad .orsional

/egularidad $orsional

!"!

P%S8

1 3.72 8.4

3 12

4 14

!"! $

P%S8

1 0.5

2 0.9

3 1.1

4 1.3

!s/uinas !ntrantes

-iscontinuidad del -ia0ra&ma

:Hacio =

:total =

9e:ee;tremo 1

(mm)

9e:ee;tremo 1

(mm)

O0.20/

/

O 0.50



do Condicion 1

1

1 1 ton 12 1 ton

3 1 ton 2

4 1 ton 1

5 1 ton

3

1

4

1

Condicion 1

Q2

Q1 1 ton 1

Q2 1 ton

Q3 1 ton Q3

Q4 1 ton 1

Q5 1 ton

Q4

1

Q5

1

iHienda tipo = 1 R : O 0.25

: = 3.6 0.16 O

= 22.5



entes

e eleentos Herticales

,eri<caci=n

3.8 1.013 K 1.3 !resenta /eg8.7 1.018 K 1.3 !resenta /eg

12.4 1.016 K 1.3 !resenta /eg

14.5 1.018 K 1.3 !resenta /eg

,eri<caci=n

0.5 1 K 1.3 !resenta /eg




: = 1.8 : O

= 10 0.18 O

10.85 0.161 O 0.5 !resenta /egu

67.431

9e:ee;tremo 2

(mm)

9e:e e;1> (?@5A(9e:ee;2B9e:e e;1))

9e:ee;tremo 2

(mm)

9e:e e;1> (?@5A(9e:ee;2B9e:e e;1))



K 0.85 ? 2

K 0.85 a estructura es /egular por /igide)

K 0.85 ? 3


K 0.85 ? 4


K 0.85 ? 5


O 1.5 ? Q1

O 1.5 a estructura es /egular por /igide)

O 1.5 ? Q2


O 1.5 ? Q3


O 1.5 ? Q4


0.25 a estructura es /egular por Beoetria ertical



laridad $orsionallaridad $orsional

laridad $orsional

laridad $orsional

laridad $orsional

laridad $orsional

laridad $orsional

laridad $orsional

0.2

0.2 !resenta regularidad por sJuinas ntrantes

laridad por iscontinuidad del ia"raga



Condicion 2

1 K 0.90 ? 2M3M4&3

1 K 0.9 a estructura

2 K 0.90 ? 3M4M5&3

1 K 0.3 a estructura

Condicion 2

Q1 O 1.5 ? Q2

1 O 1.5 a estructura

Q2 O 1.5 ? Q3


Q3 O 1.5 ? Q4


Q4 O 1.5 ? Q5


1 : O 0.25

2 : O 0.15

3 : O 0.1

4

5 2 O 1.5S1

2 O 1.5S1





es /egular por /igide)










,%+ 25;4

,!'%%CC%8 -! C.%S

* = 25.00 c

' = 40.00 c"Tc = 210.00 Ugc2

"I = 4200.00 Ugc2

<° 'iladas = 1

V = 1.59 c

:s = 7.92 c2

Ve = 0.95 c

@u = 9.07 ton?

0.85

W* = 0.0213

d = 34.25 c

W = 0.0092

W K W*

0.0092 K 0.0213 "alla ductil I s

,:<$;: @:;@:

Wa? = 0.0106

,:<$;: @;<;@:Win = 0.0033

W O Win

0.0092 O 0.0033

W K Wa?

0.0092 K 0.0106

,!'%%CC%8 -! *8*!.8S

@resitente = 9.14 ton?

@resistente O @u

9.14 O 9.07

X1 =



?

#2

#3

#4

#5

#6

#8

* re"or)ado

YY

YY

13.07 7.366503198

YY



c& : c2&

0.64 0.32

0.95 0.71

1.27 1.27

1.59 1.98

1.91 2.85

2.54 5.07



,!'%%CC%8 P8

"Tc = 210.00Ugc2

4200.00Ugc3*Z = 25.00 c

p = 40.00 c

n = 5.50

- = 15.00 c

u = 7.06 ton

c = 7.10 ton

7.06 K 6.04

,!'%%CC%8 -! 8S !S.'%8S

atos para el diseFo !redi

' &

210.00 4200.00 5.5 0.39

u tn& c tn& n tn&

7.06 7.10 8.31

7.06 [ 12.31

"I =

u K V c

"Tc Ugc2& "I Ugc2& n &

u [ VcMs&



C8'.!

:dicionar cortante por estri*os

ensionaiento :nalisis estructural

*Z & u tn&

0.40 0.25 7.06

s tn&

0.15 7.38

,@! !/ /$:<$

'uso

&

- &



:dicionar cortante por estri*os

uple por cortante I no necesita re"uer)o

/;(;:;< - -$/;C-\.

#2 0.32

#3 0.71

#4 1.27

#5 1.98

#6 2.85

#8 5.07



or estri*os



-iseDo de Columna

-atos Ereliminares

( ( (+ @ @

@ 0.09 0.02 10.04 0.02 0.08

0.04 0.02 2.20 0.02 0.03

- 0.56 0.03 1.77 0.05 0.84- 0.16 0.16 1.11 0.22 0.24

u? uI !u tn&

[email protected] 0.19 0.06 17.80 0.05 0.16

1.25@M&M- 0.72 0.08 17.07 0.01 0.98

1.25@M&- 0.40 0.02 13.53 0.09 0.71

0.9@M- 0.64 0.05 10.81 0.04 0.91

0.9@- 0.48 0.01 7.27 0.06 0.77

p= 25.00 c

*= 25.00 c

6.25 c2

37.50c2

7.92 c2

3.96 c2

@33

tn.& @22

tn.&

:sn

= Wn

= 0.01

:sA?

= WA?

= 0.06

:suso

=

:ssup

=



3.96 c2

ComEresion Pura

"Tc= 210.00 Ugc2

"I= 4200.00Ugc2

p= 25.00 c

*= 25.00 c

V= 0.70:st= 7.92 c2

!o= 143.40 tn R 80.31 tn

@o= 0.00 tn. R 0.00 tn.

isuracion %nciEiente

d= 21.00 c ] = 0

c= 21.00 c

d1= 21.00 c

d2= 4.00 c

:s1= 3.96 c2:s2= 3.96 c2

rec= 4.00 c

"Tc= 210.00 Ugc2

X1= 0.85

V= 0.70

:sin"

=

V!o=

V@o=



p= 25.00 c

*= 25.00 c

^s1 0.00000 K ^s1 R "s1= 0.00 R

^s2 0.00243 O ^s2 R "s2= 4200.00 R

!n= 96.28 tn R V!n= 67.40 tn

@n= 4.26 tn. R V@n= 2.98 tn.

alla alanceada

d= 21.00 c ] = 1

c= 12.35 c

d1= 21.00 c

d2= 4.00 c

:s1= 3.96 c2

:s2= 3.96 c2

rec= 4.00 c

"Tc= 210.00 Ugc2X1= 0.85

V= 0.70

p= 25.00 c

*= 25.00 c

^s1 0.00210 K ^s1 R "s1= 4200.00 R



^s2 0.00203 K ^s2 R "s2= 4057.14 R

!n= 46.29 tn R V!n= 32.40 tn

@n= 6.18 tn. R V@n= 4.32 tn.

13125.00 Ug

V= 0.70

!n= 18750.00 Ug

c= 6.77c

d1= 21.00 c

d2= 4.00 c

:s1= 3.96 c2

:s2= 3.96 c2

rec= 4.00 c

"Tc= 210.00 Ugc2

X1= 0.85

p= 25.00 c

*= 25.00 c

^s1 0.00631 O ^s1 R "s1= 4200.00 R

^s2 0.00123 K ^s2 R "s2= 2453.04 R

Cambio de valor de F

V!n=



!n= 18.75 tn R V!n= 13.12 tn

@n= 4.71 tn. R V@n= 3.30 tn.

Punto cercano a la Ge;i=n Eura

d= 21.00 c ] = 5.80

c= 4.15 c

d1= 21.00 c

d2= 4.00 c

:s1= 3.96 c2

:s2= 3.96 c2

rec= 4.00 c

"Tc= 210.00 Ugc2

X1= 0.85

V= 0.90

p= 25.00 c

*= 25.00 c

^s1 0.01217 O ^s1 R "s1= 4200.00 R^s2 0.00011 K ^s2 R "s2= 220.81 R

!n= 0.00 tn R V!n= 0.00 tn

@n= 3.18 tn. R V@n= 2.86 tn.



.raccion Pura

V= 0.90

$o= 33.25 tn R V$o= 29.93 tn

@o= 0.00 tn. R V@o= 0.00 tn.

-ia&rama de %nteracci=n@u tn.& !u tn & @u tn.& !u tn &

opresion !ura 0.00 80.31 0.00 80.31

(isuracion ;ncipiente 2.98 67.40 2.98 67.40

(alla Calanceada 4.32 32.40 4.32 32.40

a*io de Halor de V 3.30 13.12 3.30 13.12

(le?ión pura 2.86 0.00 2.86 0.00

$racción !ura 0.00 29.93 0.00 29.93

20.00

40.00

60.00

80.00

100.00

Diagrama de interaccion

Direccion X

Pu tn



-iseDo Eor corte

u = 0.72 tnc = 4.50 tn

u K c R

-6.00 -4.00 -2.00 0.00 2.00 4.00 6.00

-60.00

-40.00

-20.00

0.00

.

Mu tn.m



#2 0.32

#3 0.71

#4 1.27

#5 1.98

#6 2.85

#8 5.07





(s1= 0.00 Ug

(s2= 16626.34 Ug

c= 79655.63 Ug

(s1= 16626.34 Ug



(s2= 16060.82 Ug

c= 46856.25 Ug

(s1= 16626.34 Ug

(s2= 9710.72 Ug

c= 25665.62 Ug



(s1= 16626.34 Ug(s2= 874.12 Ug

c= 15752.22 Ug



20.00

40.00

60.00

80.00

100.00

Diagrama de interaccion

Direccion Y

)



-6.00 -4.00 -2.00 0.00 2.00 4.00 6.00

-60.00

-40.00

-20.00

0.00

Mu tn.m



,!'%%CC%8!S !C!S'%S P

'esistencia al a&rietamiento dia&onalI control de <suraci=n J veri<caci=n d

*uro 'esistencia al a&rieta (m) t (m) K (m) vLm (tn>m2) P& (tn)

1 3.46 0.15 2.80 81 21.63

2 3.26 0.15 2.80 81 22.07

3 3.01 0.15 2.80 81 15.41

4 3.81 0.15 2.80 81 25.94

5 4.45 0.15 2.80 81 29.21

6 3.46 0.15 2.80 81 21.63

7 3.26 0.15 2.80 81 22.07

8 3.01 0.15 2.80 81 15.41

9 3.81 0.15 2.80 81 25.9410 4.45 0.15 2.80 81 29.21

'esistencia al corte del edi<ci

271.14 tn R 88.10

= 271.14 tn R 88.10

*uro-iseDo Eor ComEr

(m) t (m) K (m) C* (tn) C, (tn)1 3.46 0.15 2.80 20.79 3.36

2 3.26 0.15 2.80 21.11 3.81

3 3.01 0.15 2.80 14.91 2.00

4 3.81 0.15 2.80 24.72 4.89

5 4.45 0.15 2.80 27.94 5.08

6 3.46 0.15 2.80 20.79 3.36

7 3.26 0.15 2.80 21.11 3.81

8 3.01 0.15 2.80 14.91 2.00

9 3.81 0.15 2.80 24.72 4.89

10 4.45 0.15 2.80 27.94 5.08

,!'%%CC%8!S !C!S'%S P

I=

=

=



*uro-atos del muro Eara el diseDo de columna

(cm) t (cm)

1 346.00 280.00 15.00 5190.00 299290.0

2 326.00 280.00 15.00 4890.00 265690.0

3 301.00 280.00 15.00 4515.00 226502.5

4 381.00 280.00 15.00 5715.00 362902.5

5 445.00 280.00 15.00 6675.00 495062.5

6 346.00 280.00 15.00 5190.00 299290.0

7 326.00 280.00 15.00 4890.00 265690.0

8 301.00 280.00 15.00 4515.00 226502.5

9 381.00 280.00 15.00 5715.00 362902.5

10 445.00 280.00 15.00 6675.00 495062.5

"T= 45 Ugc2

"Tc= 210 Ugc2

"I= 4200 Ugc2

= 22500 Ugc2

H= 9000 Ugc2

V = 0.9

Mlibre

(cm) (cm2)SNt@l2>6

(cm3)



! -%S!H8 -! *'8S C8%-8S

e la resistencia al corte del edi<cio

Piso 1

iento dia&onal Control de <suraci=n, (tn) * (tn@m) O ,m (tn) ?@55,m (tn), ?@55,m6.65 7.08 1.00 26.00 14.30

6.94 3.23 1.00 24.88 13.68

6.43 2.10 1.00 21.83 12.01

7.90 3.56 1.00 29.11 16.01

8.73 11.78 1.00 33.75 18.56

6.65 7.08 1.00 26.00 14.30

6.94 3.23 1.00 24.88 13.68

6.43 2.10 1.00 21.83 12.01

7.90 3.56 1.00 29.11 16.01 8.73 11.78 1.00 33.75 18.56

tn R

tn R

Piso 1esion ;ial ,eri<caci=n0Lm (tn>m2) Pm (tn) 0m a ?@15 0Lm

450.00 24.16 46.55 64.40 67.50

450.00 24.92 50.96 64.40 67.50

450.00 16.91 37.46 64.40 67.50

450.00 29.61 51.81 64.40 67.50

450.00 33.02 49.47 64.40 67.50

450.00 24.16 46.55 64.40 67.50

450.00 24.92 50.96 64.40 67.50

450.00 16.91 37.46 64.40 67.50

450.00 29.61 51.81 64.40 67.50

450.00 33.02 49.47 64.40 67.50

! -%S!H8 -! C8*S -! *''!



Car&as actuantes

C* (Q&) C, (Q&) , (Q&) * (Q&@m)

51777170.0 20793.90 3363.00 24156.90 6654.50 7076.70

43307470.0 21113.80 3805.00 24918.80 6939.50 3231.20

34088626.3 14912.90 1998.20 16911.10 6427.30 2100.30

69132926.3 24722.40 4888.30 29610.70 7895.30 3559.10

110151406.3 27938.30 5084.40 33022.70 8726.50 11783.10

51777170.0 20793.90 3363.00 24156.90 6654.50 7076.70

43307470.0 21113.80 3805.00 24918.80 6939.50 3231.20

34088626.3 14912.90 1998.20 16911.10 6427.30 2100.30

69132926.3 24722.40 4888.30 29610.70 7895.30 3559.10

110151406.3 27938.30 5084.40 33022.70 8726.50 11783.10

#2 0.32

#3 0.71

#4 1.27

#5 1.98

#6 2.85

#8 5.07

%NS@%>2(cm4)

PNC*BC,(Q&)





-iseDo Eor comEresi=n a;ial

0a R a ,a R ,m

4.65 6.44 1.28 2.52

5.10 6.44 1.42 2.58

3.75 6.44 1.42 2.39

5.18 6.44 1.38 2.58

4.95 6.44 1.31 2.55

4.65 6.44 1.28 2.52

5.10 6.44 1.42 2.58

3.75 6.44 1.42 2.39

5.18 6.44 1.38 2.58

4.95 6.44 1.31 2.55

0aNP>(Q&>cm2)

a (Q&>cm2) ,a (Q&>cm2) ,m (Q&>cm2)





-iseDo Eor corte

413.28 900.00 2.22 1.80 4.50

430.98 900.00 2.31 1.99 4.50

399.17 900.00 2.14 1.99 4.50

490.34 1200.00 2.63 1.93 6.00

541.97 900.00 2.91 1.83 4.50

413.28 900.00 2.22 1.80 4.50

430.98 900.00 2.31 1.99 4.50

399.17 900.00 2.14 1.99 4.50

490.34 1200.00 2.63 1.93 6.00

541.97 900.00 2.91 1.83 4.50

c (cm2) cusar

(cm2) cuso

(cm2) sM

(cm2) sv

(cm2) smn

(cm2)

30?30 c2

30?30 c2

30?30 c2

30?40 c2

30?30 c2

30?30 c2

30?30 c2

30?30 c2

30?40 c2

30?30 c2





d (cm) S (cm)

4.50 8 _ 58` 15.83 30.00 17.99 15.00

4.50 8 _ 58` 15.83 30.00 17.25 15.00

4.50 8 _ 58` 15.83 30.00 18.63 15.00

6.00 10 _ 58` 19.79 30.00 15.16 15.00

4.50 8 _ 58` 15.83 30.00 13.72 15.00

4.50 8 _ 58` 15.83 30.00 17.99 15.00

4.50 8 _ 58` 15.83 30.00 17.25 15.00

4.50 8 _ 58` 15.83 30.00 18.63 15.00

6.00 10 _ 58` 19.79 30.00 15.16 15.00

4.50 8 _ 58` 15.83 30.00 13.72 15.00

suso

(cm2) sconsiderado

(cm2) Smá;

(cm)





c (cm) -istribuci=n de estribos

10.00 75.00 75.00 38`> 1b0.05 D 7b0.1 D rtob0.2

10.00 75.00 75.00 38`> 1b0.05 D 7b0.1 D rtob0.2

10.00 75.00 75.00 38`> 1b0.05 D 7b0.1 D rtob0.2

10.00 75.00 75.00 38`> 1b0.05 D 7b0.1 D rtob0.2

10.00 75.00 75.00 38`> 1b0.05 D 7b0.1 D rtob0.2

10.00 75.00 75.00 38`> 1b0.05 D 7b0.1 D rtob0.2

10.00 75.00 75.00 38`> 1b0.05 D 7b0.1 D rtob0.2

10.00 75.00 75.00 38`> 1b0.05 D 7b0.1 D rtob0.2

10.00 75.00 75.00 38`> 1b0.05 D 7b0.1 D rtob0.3

10.00 75.00 75.00 38`> 1b0.05 D 7b0.1 D rtob0.4

Suso

(cm) cuso

(cm)





* (Q&@m)

7076.70 6.44 18.00 4.65 2.36 2.29

3231.20 6.44 18.00 5.10 1.22 3.88

2100.30 6.44 18.00 3.75 0.93 2.82

3559.10 6.44 18.00 5.18 0.98 4.20

11783.10 6.44 18.00 4.95 2.38 2.57

7076.70 6.44 18.00 4.65 2.36 2.29

3231.20 6.44 18.00 5.10 1.22 3.88

2100.30 6.44 18.00 3.75 0.93 2.82

3559.10 6.44 18.00 5.18 0.98 4.20

11783.10 6.44 18.00 4.95 2.38 2.57

a (Q&>cm2) m (Q&>cm2) 0

a (Q&>cm2) 0

m (Q&>cm2)

t (Q&>cm2)





-iseDo Eor le;i=n

; (cm) . (Q&)

7.02 85.12 1461.87 0.48 4.50 8 _ 58`

6.31 124.10 3611.02 1.19 4.50 8 _ 58`

4.67 113.24 2393.57 0.79 4.50 8 _ 58`

6.16 154.44 4865.47 1.61 6.00 10 _ 58`

7.33 115.45 2222.87 0.74 4.50 8 _ 58`

7.02 85.12 1461.87 0.48 4.50 8 _ 58`

6.31 124.10 3611.02 1.19 4.50 8 _ 58`

4.67 113.24 2393.57 0.79 4.50 8 _ 58`

6.16 154.44 4865.47 1.61 6.00 10 _ 58`

7.33 115.45 2222.87 0.74 4.50 8 _ 58`

c (Q&>cm2) s (cm2) s

uso (cm2) s

consider





C ,eri<caci=n

15.83 0.85 1.33

15.83 0.86 1.33

15.83 0.63 1.33

19.79 0.86 1.33

15.83 0.90 1.33

15.83 0.85 1.33

15.83 0.86 1.33

15.83 0.63 1.33

19.79 0.86 1.33

15.83 0.90 1.33

do (cm2)



-iseDo de Placa

Parámetros s*elte)>

' = 2.7 ' = 10.8

= 2.15

' = 5.02 O 1 R uro el*elto

:rea a?ial *ruta>

t = 20.00 c

= 215.00 c

: = 4300.00 c2

@oento de inercia de la sección *ruta>t = 20.00 c

= 215.00 c

; = 16563958.33 c4

/esistencias de concreto I acero>

"Tc = 210.00 Ugc2

"I = 4200.00Ugc2

(uer)as internas en el prier piso>

!g = 28.69 tne = 17.07 tn

@e = 145.71 tn.

o*inaciones crticas para la deterinación del re"uer)o Hertical>

carga Hertical nia (c=0.9& I oento ector A?io (c=1.25&

!u = 25.82 tn

u = 21.34 tn

@u = 182.13 tn.

carga Hertical nia (c=1.25& I oento ector A?io (c=1.25&

!u = 35.86 tn

u = 21.34 tn

@u = 182.13 tn.

-iseDo eriGcacion de "uer)as a?iales



@= 27.25 tn

= 5.59 tn

!u= 47.65 tn

U = 1.00

_ = 0.70_!n = 285.78 tn

!u K_!n R

eriGcacion de necesidad de conGnaiento en los *ordes

I = 107.50 c

= 126.54 Ugc2

= 0.60 "Tc O 0.2 "Tc

@oento ector de agrietaiento por e?ión

57.51 tn.

@ = 69.01 tn.

@u = 182.13 tn. R @u = 182.13125

eterinación del re"uer)o Hertical I oento ector noinal @n&

!u: = 8.34 Ugc2 R 3.97% "Tc

= 172.00 c

:s = 24.17 c2 R :s para los e?treos de la pl

22.80 c2 R :s para los e?treos de la pl

20.27 c2 R :s nio distri*uido a lo lar

-ia&rama de %nteracci=n

opresion !ura

@/

=

:suso

=

:suso

=



"Tc= 210.00 Ugc2

"I= 4200.00 Ugc2

p= 215.00 c

*= 20.00 c

V= 0.70

:st= 43.07 c2!o= 940756.55 Ug

!o= 940.76 tn R 658.53

0.00 tn R 0

(isuracion ;ncipiente

d= 210.00 c ] = 0

c= 210.00 c

"Tc= 210.00 Ugc2

X1= 0.85

p= 215.00 c

*= 20.00 c

V= 0.70

c= 637245.00 Ug

@c= 11629721.3 Ug.c

d (cm) Ts5 0.0029 O 0.0021

11.5 0.0028 O 0.0021

18 0.0027 O 0.0021

24.5 0.0027 O 0.0021

37.5 0.0025 O 0.0021

57.5 0.0022 O 0.0021

77.5 0.0019 K 0.0021

97.5 0.0016 K 0.0021

117.5 0.0013 K 0.0021137.5 0.0010 K 0.0021

157.5 0.0008 K 0.0021

177.5 0.0005 K 0.0021

190.5 0.0003 K 0.0021

197 0.0002 K 0.0021

203.5 0.0001 K 0.0021

210 0.0000 K 0.0021

V!o=

@o= V@o=



!n = 796.48 tn R V!n = 557.53

@n = 210.24 tn. R V@n = 147.17

(alla Calanceada

d= 210.00 c ] = 1

c= 123.53 c

"Tc= 210.00 Ugc2

X1= 0.85

p= 215.00 c

*= 20.00 cV= 0.70

c= 374850.00 Ug

@c= 20616750.00 Ug.c

d Ts5 0.0029 O 0.0021

11.5 0.0027 O 0.0021

18 0.0026 O 0.0021

24.5 0.0024 O 0.002137.5 0.0021 K 0.0021

57.5 0.0016 K 0.0021

77.5 0.0011 K 0.0021

97.5 0.0006 K 0.0021

117.5 0.0001 K 0.0021

137.5 0.0003 K 0.0021

157.5 0.0008 K 0.0021

177.5 0.0013 K 0.0021

190.5 0.0016 K 0.0021

197 0.0018 K 0.0021203.5 0.0019 K 0.0021

210 0.0021 K 0.0021

!n = 401.43 tn R V!n = 281.00

@n = 395.06 tn. R V@n = 276.54



a*io de Halor de V

90300 UgV= 0.70

!n= 129000 Ug

c= 60.18 c

"Tc= 210.00 Ugc2

X1= 0.85

p= 215.00 c

*= 20.00 c

c= 182620.87 Ug

@c= 14960821.56 Ug.c

d Ts5 0.0028 O 0.0021

11.5 0.0024 O 0.0021

18 0.0021 O 0.0021

24.5 0.0018 K 0.0021

37.5 0.0011 K 0.0021

57.5 0.0001 K 0.002177.5 0.0009 K 0.0021

97.5 0.0019 K 0.0021

117.5 0.0029 O 0.0021

137.5 0.0039 O 0.0021

157.5 0.0049 O 0.0021

177.5 0.0058 O 0.0021

190.5 0.0065 O 0.0021

197 0.0068 O 0.0021

203.5 0.0071 O 0.0021

210 0.0075 O 0.0021

!n = 129.00 tn R V!n = 90.30

@n = 343.34 tn. R V@n = 240.34

V!n=



(le?ión pura

d= 210.00 c ] = 7.6

c= 33.31 c

"Tc= 210.00 Ugc2X1= 0.85

p= 215.00 c

*= 20.00 c

V= 0.90

c= 101070.14 Ug

@c= 9434343.29 Ug.c

d Ts

5 0.0025 O 0.002111.5 0.0020 K 0.0021

18 0.0014 K 0.0021

24.5 0.0008 K 0.0021

37.5 0.0004 K 0.0021

57.5 0.0022 O 0.0021

77.5 0.0040 O 0.0021

97.5 0.0058 O 0.0021

117.5 0.0076 O 0.0021

137.5 0.0094 O 0.0021

157.5 0.0112 O 0.0021177.5 0.0130 O 0.0021

190.5 0.0142 O 0.0021

197 0.0147 O 0.0021

203.5 0.0153 O 0.0021

210 0.0159 O 0.0021

!n = 0.00 tn R V!n = 0.00

@n = 256.89 tn. R V@n = 231.20

$racción !ura

V= 0.90

$o= 180894.57Ug



$o= 180.89 tn R V$o= 162.81

@o= 0.00 tn. R V@o= 0.00

esarrollo del diagraa de ;teración

@u tn.& !u tn & @n tn.&

opresion !ura 0.00 658.53 0.00

(isuracion ;ncipiente 147.17 557.53 210.24

(alla Calanceada 276.54 281.00 395.06

a*io de Halor de V 240.34 90.30 343.34

(le?ión pura 231.20 0.00 256.89

$racción !ura 0.00 162.81 0.00

@u tn.& !u tn &

o*inacion crtica 182.13 35.86 202.37

@u_ tn.&

100.00

200.00

300.00

400.00

500.00

600.00

700.00

800.00

900.00

1000.00

Diagrama de interaccio

Direccion X

Pu (tn)



-eterminacion del re0uero Moriontal

-ea

d= 210.00 c ] = 5.9

c= 40.79 c

"Tc= 210.00 Ugc2X1= 0.85

p= 215.00 c

*= 20.00 c

V= 0.90

c= 123792.15 Ug

@c= 11161368.35 Ug.c

d Ts

5 0.0026 O 0.002111.5 0.0022 O 0.0021

18 0.0017 K 0.0021

24.5 0.0012 K 0.0021

37.5 0.0002 K 0.0021

57.5 0.0012 K 0.0021

77.5 0.0027 O 0.0021

97.5 0.0042 O 0.0021

0.00 50.00 100.00 150.00 200.00 250.0

-300.00

-200.00

-100.00

0.00

Pu

Mu tn.m



117.5 0.0056 O 0.0021

137.5 0.0071 O 0.0021

157.5 0.0086 O 0.0021

177.5 0.0101 O 0.0021

190.5 0.0110 O 0.0021

197 0.0115 O 0.0021203.5 0.0120 O 0.0021

210 0.0124 O 0.0021

39.84 tn

!n = 39.84 tn R V!n = 35.86

@n = 286.92 tn. R V@n = 258.23

resistencia noinal al corte

@n = 286.92 tn.

@ua = 182.13 tn.

ua = 21.34 tn

u = 42.02 tn

: = 4300.00 c2

] = 0.53

0.25%

c = 33.03 tn

s = 45.15 tnn = 78.18 tn

n [ 162.01 tn

_ = 0.85

_n = 66.45 tn R _n O

:s = 2.53 c2

* = 20.00 c

d = 20.00 cW = 0.63% R W O

iseFo por desli)aiento

_ = 0.85

!u_ =

Wn

=



= 0.60

<u = 24.52 tn

:H = 43.07 c2

_n [ 104.76 tn





R reJuiere conGnaiento

tn.

K 10% "Tc R _ = 0.9

ca

ca

go de la placa



tn

tn

diametro cantidad s (cm2) 0s s (Q&) rao (cm) 34 2 5.70 4200.00 23941.93 102.50

34 2 5.70 4200.00 23941.93 96.00

34 2 5.70 4200.00 23941.93 89.50

34 2 5.70 4200.00 23941.93 83.00

12 2 2.53 4200.00 10640.86 70.00

12 2 2.53 4200.00 10640.86 50.00

12 2 2.53 3785.71 9591.25 30.00

12 2 2.53 3214.29 8143.51 10.00

12 2 2.53 2642.86 6695.78 10.00 12 2 2.53 2071.43 5248.04 30.00

12 2 2.53 1500.00 3800.31 50.00

12 2 2.53 928.57 2352.57 70.00

34 2 5.70 557.14 3175.97 83.00

34 2 5.70 371.43 2117.31 89.50

34 2 5.70 185.71 1058.66 96.00

34 2 5.70 0.00 0.00 102.50



Us N 15V232@W3 U*n N

tn

tn.

diametro cantidad s 0s s rao 34 2 5.70 4200.00 23941.93 102.50

34 2 5.70 4200.00 23941.93 96.00

34 2 5.70 4200.00 23941.93 89.50

34 2 5.70 4200.00 23941.93 83.00 12 2 2.53 4178.57 10586.57 70.00

12 2 2.53 3207.14 8125.42 50.00

12 2 2.53 2235.71 5664.27 30.00

12 2 2.53 1264.29 3203.12 10.00

12 2 2.53 292.86 741.96 10.00

12 2 2.53 678.57 1719.19 30.00

12 2 2.53 1650.00 4180.34 50.00

12 2 2.53 2621.43 6641.49 70.00

34 2 5.70 3252.86 18542.78 83.00

34 2 5.70 3568.57 20342.50 89.50 34 2 5.70 3884.29 22142.21 96.00

34 2 5.70 4200.00 23941.93 102.50

Us N 2657W@62 U*n N

tn

tn.



diametro cantidad s 0s s rao 34 2 5.70 4200.00 23941.93 102.50

34 2 5.70 4200.00 23941.93 96.00

34 2 5.70 4200.00 23941.93 89.50

34 2 5.70 3557.39 20278.76 83.00

12 2 2.53 2261.31 5729.12 70.00

12 2 2.53 267.34 677.33 50.00 12 2 2.53 1726.62 4374.46 30.00

12 2 2.53 3720.59 9426.25 10.00

12 2 2.53 4200.00 10640.86 10.00

12 2 2.53 4200.00 10640.86 30.00

12 2 2.53 4200.00 10640.86 50.00

12 2 2.53 4200.00 10640.86 70.00

34 2 5.70 4200.00 23941.93 83.00

34 2 5.70 4200.00 23941.93 89.50

34 2 5.70 4200.00 23941.93 96.00

34 2 5.70 4200.00 23941.93 102.50Us N 5362?@W7 U*n N

tn

tn.



diametro cantidad s 0s s rao

34 2 5.70 4200.00 23941.93 102.50 34 2 5.70 3928.36 22393.48 96.00

34 2 5.70 2757.44 15718.67 89.50

34 2 5.70 1586.52 9043.87 83.00

12 2 2.53 755.33 1913.67 70.00

12 2 2.53 4200.00 10640.86 50.00

12 2 2.53 4200.00 10640.86 30.00

12 2 2.53 4200.00 10640.86 10.00

12 2 2.53 4200.00 10640.86 10.00

12 2 2.53 4200.00 10640.86 30.00

12 2 2.53 4200.00 10640.86 50.00 12 2 2.53 4200.00 10640.86 70.00

34 2 5.70 4200.00 23941.93 83.00

34 2 5.70 4200.00 23941.93 89.50

34 2 5.70 4200.00 23941.93 96.00

34 2 5.70 4200.00 23941.93 102.50

Us N 1?1?6V@43 U*n N

tn

tn.



tn

tn.

!n tn&

940.76

796.48

401.43

129.00

0.00

180.89

0.9

39.84

!u_ tn & _ =



diametro cantidad s 0s s rao

34 2 5.70 4200.00 23941.93 102.50 34 2 5.70 4200.00 23941.93 96.00

34 2 5.70 3352.61 19111.42 89.50

34 2 5.70 2396.61 13661.77 83.00

12 2 2.53 484.61 1227.77 70.00

12 2 2.53 2456.94 6224.74 50.00

12 2 2.53 4200.00 10640.86 30.00

12 2 2.53 4200.00 10640.86 10.00

300.00 350.00 400.00 450.00 500.00

n 39.84



12 2 2.53 4200.00 10640.86 10.00

12 2 2.53 4200.00 10640.86 30.00

12 2 2.53 4200.00 10640.86 50.00

12 2 2.53 4200.00 10640.86 70.00

34 2 5.70 4200.00 23941.93 83.00

34 2 5.70 4200.00 23941.93 89.50 34 2 5.70 4200.00 23941.93 96.00

34 2 5.70 4200.00 23941.93 102.50

Us N W3V52@7W U*n N

tn

tn.

u R

R Wn







#2 0.32

#3 0.71

#4 1.27

#5 1.98

#6 2.85

#8 5.07



*n (Q&)2454047.66

2298425.13

2142802.59

1987180.06

744859.99

532042.85

287737.46

81435.13

66957.77157441.25

190015.30

164679.93

263605.52

189499.55

101631.04

0.00



V3V47??@5?

*n2454047.66

2298425.13

2142802.59

1987180.06741059.69

406270.82

169927.97

32031.15

7419.65

51575.58

209016.84

464904.11

1539050.68

1820653.362125652.35

2454047.66

###



*n2454047.66

2298425.13

2142802.59

1683136.93

401038.25

33866.38131233.88

94262.53

106408.57

319225.71

532042.85

744859.99

1987180.06

2142802.59

2298425.13

2454047.66###



*n

2454047.662149774.12

1406821.24

750640.86

133956.63

532042.85

319225.71

106408.57

106408.57

319225.71

532042.85744859.99

1987180.06

2142802.59

2298425.13

2454047.66

###





*n

2454047.662298425.13

1710472.21

1133927.17

85943.72

311237.15

319225.71

106408.57



106408.57

319225.71

532042.85

744859.99

1987180.06

2142802.592298425.13

2454047.66

###





-iseDo de XaEata

-atos %niciales

210.004200.00

2400.00

0.00

1800.00

0.50

J = 3.00

60.00 c

d = 50.00 c

- = 200.00

3.74

Secci=n de elementos estructurales

a = 30.00 c

* = 30.00 c

80.00 c

80.00 c80.00 c

80.00 c

: = 190.00 c

C = 190.00 c

:rea = 36100.00

Peso EroEio de la cimentaci=n

0.11 tn 0.00

3.17 tn 0.00

5.20 tn

8.47 tn

Car&as actuantes en la columna

1.19 0.06 24.71 0.10 0.44

0.17 0.01 2.67 0.02 0.07

"Tc

=Ugc

2

" I = Ugc2

fc = Ug3

'c =

ft = Ug3

't =

Ugc2

') =

Ug2

Jsn

= Ugc2

a1 =

a2 =*

1 =

*2 =

c2

!coluna

= ?c =

!terreno

= Ic =

!)apata

=

!total

=

( tn& (

tn& (

+ tn& @

tn.& @

tn.&



5.32 0.43 44.29 0.93 3.19

7.38 0.47 64.11 1.02 4.41

Car&as actuantes en la base de la aEata

1.19 0.06 33.18 0.16 0.87

0.17 0.01 2.67 0.03 0.12

5.32 0.43 44.29 0.46 2.66

7.38 0.47 64.11 0.50 3.71

*aJoraci=n de car&as

o*o1 > 1.4 M 1.7 o*o4 >

o*o2 > o*o5 >

o*o3 >

o*o1 1.95 0.09 51.00 0.27 1.41

o*o2 7.01 0.51 89.11 0.22 3.88

o*o3 9.08 0.56 108.93 0.26 4.94

o*o4 6.39 0.48 74.16 0.32 3.44

o*o5 8.45 0.52 93.97 0.35 4.49

,eri<caci=n de Eresiones

5.10 c K 29.59 c

0.53 c K 29.59 c

o*o1 1.21 1.16 1.66 1.62 1.66

o*o2 2.11 2.03 2.91 2.82 2.91o*o3 2.58 2.48 3.55 3.45 3.55

o*o4 1.76 1.69 2.42 2.35 2.42

o*o5 2.23 2.14 3.07 2.98 3.07

3.55

'eaccion amEli<cada del suelo

4.37

,eri<caci=n Eor corte

( tn& ( tn& (+ tn& @ tn.& @ tn.&

0.9 M

1.25M& M

0.9 M

1.25M& M

( tn& (

tn& (

+ tn& @

tn.& @

tn.&

e? =

eI =

J1

J2

J3

J4

JA?

Ja?

= Ugc2

Jsnu

= Ugc2



30.00 c 30.00

24910.94 Ug 24910.94

54723.06 Ug 54723.06

,eri<caci=n Eor Eunonamiento

29700.00

129799.09 Ug

281712.36 Ug 320.00

387354.50 Ug 1.00191286.17 Ug 40.00

'e0uero lon&itudinal Eor Ge;ion

80.00 c 80.00

2657166.64 Ug.c 2657166.64

5.59 5.59

W = 0.0015 W = 0.0015

:s = 14.25 :s = 14.25

20.52 20.52

20.52 20.52

#5 #5

- = 15.00 c - = 15.00

12.00 un 12.00

23.75 23.75

dcrtica

= dcrtica

=

u =

u =

hc = h

c =

hc O

u > h

c O

u >

:pun)on

= c2

u =

hc = *

0 =

hc = Xc =h

c = ]

s =

hc O

u >

e?ión

= e?ión

=

@uI

= @u?

=

/uI

= /u?

=

c2

:sn

= c2 :sn

=

:suso

= c2 :suso

=

:sin"erior

= :sin"erior

=

<Harillas

= <Harillas

=

:stotal

= c2 :stotal

=

:stotal

> :stotal

>







c

c



HeriGcación

3.74

3.74 3.74

3.74

3.74

Jsn



c

Ug

Ug

1

1 29700.00

2 31700.00

c 3 31700.00

4 33075.00

1

1 320.00

2 270.00

3 270.00

4 220.00

c

Ug.c

1

1 40

2 30

3 20

#5

#2 0.32

#3 0.71

#4 1.27

c #5 1.98

un #6 2.85

#8 5.07

W

5.57 5.59

5.57 5.59

'u Y Z

48.8257 0.3180 0.015948.3516 0.3140 0.0157

:pun)on

*0

]s

c2

c2 :sin"erior

c2

c2

/uI

=

/u?

=



47.3926 0.3060 0.0153

46.9078 0.3020 0.0151

46.4195 0.2980 0.0149

45.9275 0.2940 0.0147

45.4320 0.2900 0.0145

44.9329 0.2860 0.0143

44.4303 0.2820 0.0141

43.9241 0.2780 0.0139

43.4143 0.2740 0.0137

42.9009 0.2700 0.0135

42.3840 0.2660 0.0133

41.8635 0.2620 0.0131

41.3394 0.2580 0.0129

40.8118 0.2540 0.0127

40.2806 0.2500 0.0125

39.7459 0.2460 0.012339.2075 0.2420 0.0121

38.6656 0.2380 0.0119

38.1202 0.2340 0.0117

37.5711 0.2300 0.0115

37.0185 0.2260 0.0113

36.4623 0.2220 0.0111

35.9026 0.2180 0.0109

35.3393 0.2140 0.0107

34.7724 0.2100 0.010534.2020 0.2060 0.0103

33.6279 0.2020 0.0101

33.0504 0.1980 0.0099

32.4692 0.1940 0.0097

31.8845 0.1900 0.0095

31.2962 0.1860 0.0093

30.7043 0.1820 0.0091

30.1089 0.1780 0.0089

29.5099 0.1740 0.0087

28.9074 0.1700 0.008528.3012 0.1660 0.0083

27.6915 0.1620 0.0081

27.0783 0.1580 0.0079

26.4614 0.1540 0.0077

25.8410 0.1500 0.0075

25.2171 0.1460 0.0073

24.5895 0.1420 0.0071

23.9584 0.1380 0.0069

23.3237 0.1340 0.006722.6855 0.1300 0.0065

22 0437 0 1260 0 0063



21.3983 0.1220 0.0061

20.7493 0.1180 0.0059

20.0968 0.1140 0.0057

19.4407 0.1100 0.0055

18.7811 0.1060 0.0053

18.1178 0.1020 0.0051

17.4511 0.0980 0.0049

16.7807 0.0940 0.0047

16.1068 0.0900 0.0045

15.4293 0.0860 0.0043

14.7482 0.0820 0.0041

14.0636 0.0780 0.0039

13.3754 0.0740 0.0037

12.6836 0.0700 0.0035

11.9883 0.0660 0.0033

11.2894 0.0620 0.003110.5869 0.0580 0.0029

9.8808 0.0540 0.0027

9.1712 0.0500 0.0025

8.4580 0.0460 0.0023

7.7413 0.0420 0.0021

7.0210 0.0380 0.0019

6.2971 0.0340 0.0017

5.5696 0.0300 0.0015

4.8366 0.0260 0.00134.1040 0.0220 0.0011

3.3659 0.0180 0.0009

2.6241 0.0140 0.0007

1.8788 0.0100 0.0005

1.1300 0.0060 0.0003

0.3776 0.0020 0.0001







1 2 3

1colunas interiores

2colunas laterales

3colunas esJuineras











4







StorJ Pier oad Case ocation P ,2-torI1 !1 ead Cotto 20.7939 0.2083

-torI1 !1 iHe Cotto 3.363 0.0435

-torI1 !1 spectro @a? Cotto 7.055 6.6545

-torI1 !2 ead Cotto 21.1138 0.1874

-torI1 !2 iHe Cotto 3.805 0.0643

-torI1 !2 spectro @a? Cotto 0.3768 6.9395-torI1 !3 ead Cotto 14.9129 0.05

-torI1 !3 iHe Cotto 1.9982 0.0077


-torI1 !4 ead Cotto 24.7224 0.1709

-torI1 !4 iHe Cotto 4.8883 0.0628


-torI1 !5 ead Cotto 27.9383 0.195

-torI1 !5 iHe Cotto 5.0844 0.041


-torI1 !6 ead Cotto 20.7939 0.2083-torI1 !6 iHe Cotto 3.363 0.0435


-torI1 !7 ead Cotto 21.1138 0.1874

-torI1 !7 iHe Cotto 3.805 0.0643


-torI1 !8 ead Cotto 14.9129 0.05

-torI1 !8 iHe Cotto 1.9982 0.0077


-torI1 !9 ead Cotto 24.7224 0.1709

-torI1 !9 iHe Cotto 4.8883 0.0628


-torI1 !10 ead Cotto 27.9383 0.195

-torI1 !10 iHe Cotto 5.0844 0.041




*30.7079

0.2301

7.0767

1.2208

0.424

3.23120.1664

0.0012

2.1003

2.0859

0.7877

3.5591

0.5801

0.1245

11.7831

0.70790.2301

7.0767

1.2208

0.424

3.2312

0.1664

0.0012

2.1003

2.0859

0.7877

3.5591

0 5801

Diseño Completo de estructuras de concreto

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