CALCULO DE MOMENTOS POR EL METODO CANYY

7/26/2019 CALCULO DE MOMENTOS POR EL METODO CANYY

1/57

SE TIENE, SE PIDE

A) DIAGRAMA DE MOMENTOS

B) DIAGRAMA DE FUERZAS CORTANTES

HACER USO EL METODO E KANY

CONSIDERAR DIMENSIONAMIENTO DE VIGA h=L/11,b=2!"

CONSIDERAR COLUMNA 1# Y 2# NIVEL $%&'%)

%# (# $%&'%&)

*+ !+-+ .0+* 3 b4!+ 30 3* !305 63* !*+5


2/57


3/57

+) !+*!*5 63 64"304503

74-+h=L/11 89& !" :&

b= 2 !"

!5*"0+1# (2# .45 %& !" ' % !"

%#(# .45 %& !" ' %& !"

+) !+*!*5 63 403!4+

S4; I=$b> !"

%#(# .45 :8&& !"

Coefcientes de distribucion:

?&9&N65 1

C1?= ?&91&

N65 >;

!>?8= ?&9%%

!1?2= ?&9& !>?12= ?&9&@

?&9&

N65 2

!2?1= ?&92 !>?= ?&9&@

!2?:= ?&9&:

N65 @;

!@?= ?&9&>

!2?%= ?&92& !@?1%= ?&912

?&9& N65 %

!%?2= ?&92& !@?1&= ?&9%&

!%?8= ?&9&:

N65 1&;

!1&?@= ?&92&!%?= ?&92 !1&?1= ?&9&>

?&9&N65

C?>= ?&91& !1&?:= ?&9&

!?%= ?&9& !1&?11= ?&918

?&9&

N65 ;

!?1= ?&9&@

N65 11;

!11?1&= ?&918

!?@= ?&9&@ !11?1= ?&9&>

!?:= ?&9%% !11?8= ?&9&

?&9&

N65 :;

!:?= ?&921 !11?12= ?&92&

!:?1&= ?&9&:

N65 12;

!12?11= ?&92@88

!:?2= ?&9&: !12?1:= ?&91211

!:?8= ?&91> !12?>= ?&9&8>1:

?&9&

N65 8;

!8?:= ?&91>

N65 1%;

!1%?@= ?&912

!8?11= ?&9&: !1%?1= ?&92@

!8?%= ?&9&: !1%?18= ?&9&@

!8?>= ?&921

N65 1;

!1?1%= ?&92&

!1?1&= ?&9&>

!1?1= ?&91:

!1?1>= ?&9&:

!1?1= ?&91:

C4=?1/2$K4/K


4/57

N65 1;!1?11= ?&9&>

!1?1:= ?&92&

!1?1@= ?&9&:

N65 1:;

!1:?1= ?&92@221

!1:?12= ?&9121>1

!1:?2&= ?&9&>@>


5/57

>891

%22

22

>891

%22

22

>891

%

%89

2@

%89

2@

?&9&

>891

)9

2

229

21

229

21

?&9&

?&9&

?&9&

92

?&9

?&9&

?&9&

1 2

65

10

13 14

9

1718


6/57

?&9&

?&9


7/57

PORTICO CON RIGIDEZ

82&9&& >8912>812@

22

22

82&9&& >8912>812@

22

22

82&9&& >8912>812@

%89

2@

%89

2@

82&9&& >8912>812@

229

21

229

21

:92 92

1:98

12

3

7

11

8

4

1615

19 20


8/57


9/57


10/57


11/57


12/57


13/57


14/57


15/57

92 :92

CALCULO DE MEP

EN EL PRIMER T+"5

?L2/12 L2/1% ?L2/M 1?2 ?119@%8 M 2?1 119@%8 M 2?%

M ?: ?119@%8 M :? 119@%8 M :?8

M @?1& ?119@%8 M 1&?@ 119@%8 M 1&?11

M 1%?1 ?119@%8 M 1?1% 119@%8 M 1?1


16/57

92

.

92

EN EL SEGUNDA CLARO EN EL SEGUNDA CLARO

12 ? PL/> L2/12 PL/> ?L2/1 L?2&9& M %?2 2&9& M %? ?119@%8 M ?%

?2&9& M 8?: 2&9& M8?> ?119@%8 M >?8

?2&9& M 11?1& 2&9& M 11?12 ?119@%8 M 12?11

?2&9& M 1?1 2&9& M 1?1: ?119@%8 M 1:?1


17/57

2/1119@%8

119@%8

119@%8

119@%8


18/57

6.-DETERMINACION DE LAS DISTRIBUCIONES

1 2

-15.43-0.39 ?19% 19% ?&922

?:9&?&921 ?219@% 2&9&> ?&921

:9&2 &911 &91& ?19&&

-0.11 5.54 0.35 ?&9&8 0.33 0.20

198& 5.46 0.15 &9&% 0.14 0.19

1.56 0.11

1.54 0.05

1.11 0.16

1.10 0.16

5 1912 6 &9%@

-0.09 ?&9&:

-15.43-0.31 ?19% 19% ?&92&

?:9&?&91> ?219@% 2&9&> ?&91>

%9>: 192@ 191: &9&&

-0.09 3.78 0.54 ?&9&: 0.49 -0.29

1912 3.83 0.54 &9%@ 0.49 -0.22

1.10 0.16

1.11 0.16

0.97 0.17

0.99 0.19

9 191 10 &91%

?&9&> ?&9&:

?19%?&92> ?19% 19% ?&91@

?:9&?&918 ?219@% 2&9&> ?&918

9&1 &9& &9%: ?&9>

?&91% 3.45 0.60 ?&9&@ 0.54 -0.23

19>: 3.39 0.55 &91@ 0.49 -0.25

1.60 0.28

1.57 0.26

1.73 0.25

1.72 0.27

13 19:1 14 &98


19/57


20/57

4

7.- CALCULO DE LOS MOMENTO

19% ?&9%@19%

?9@NUDO 1;

M1?2 = ?1

-5.62 -0.11 M1? =

-5.65 ?19>

NUDO 2;

M2?1 = 1

-1.58 M2?% = ?2

-1.59 M2?: =

NUDO %;

M%?2 = 2

M%? = ?1

M%?8 =

NUDO ;M?% = 1

M?> =

-1.13

NUDO ;

M?1 =

-1.15 M?: = ?1

?192 8 M?@ =

?&9&@

NUDO :;

M:? = 1

19% ?&9%119%

M:?2 =

?92@ M:?8 = ?2

-3.96 ?&9&@ M:?1& =

-3.89 ?192

NUDO 8;

M8?: = 2

-1.15 M8?% =

-1.13 M8?> = ?1

M8?11 =

NUDO >;

M>? =

M>?8 = 1

M>?12 =

NUDO @;

M@? =

-0.98 M@?1& = ?1

-0.98 M@?1% =

?19&: 12

NUDO 1&;

M1&?: =

?&9&> M1&?@ = 1

19% ?&92>19%

M1&?11 = ?2

?%98& M1&?1 =

-3.43 ?&91%

NUDO 11;

M11?8 =

-3.42 ?1982 M11?1& = 2

-1.59 M11?12 = ?1

-1.59 M11?1 =

NUDO 12;M12?> =M12?11 = 1

M12?1: =

NUDO 1%;

M1%?@ =

M1%?1 = ?1

-1.76 M1%?18 =

-1.79 M1?1& =

1 8> 16 M1 1% = 1


21/57


22/57

SUMATORIA DE MOMENTOS = 0

= ?928 T ?"

= 92@ T ?"

= 2191@ T ?"

= ?219 T ?"

= &92: T ?"

= 2&9:1 T ?"

= ?2&9:: T ?"= &9& T ?"

= 9% T ?"

= ?9%2 T ?"

= %98: T ?"

= ?8922 T ?"

= %91@ T ?"

= 2&9% T ?"

= &9%8 T ?"

= ?2191> T ?"

= &9& T ?"

= 2&912 T ?"

= ?&9&> T ?"

= ?1@9>1 T ?"

= ?&92% T ?"

= ?%9> T ?"

= 891 T ?"

= ?%92% T ?"

= %9& T ?"

= ?>91& T ?"

= 9>> T ?"

= &91 T ?"= 1@9@2 T ?"

= ?2192& T ?"

= &98 T ?"

= ?&92 T ?"

= 2&9&8 T ?"

= ?1@92 T ?"

= ?&9%> T ?"

= ?%9&> T ?"

= >9%& T ?"

= ?9@ T ?"

= 9& T ?"

= ?89 T ?"

= 29& T ?"

= &98 T ?"

= 2&921 T ?"

= ?21921 T ?"

= &9%% T ?"

& %: T "


23/57


24/57

UNIVERSIDAD NACIONAL DE CAAMARCA INGENIERIA CIVIL

ANALISIS ESTRUCTURAL II

B+3 P++ E* D435

1i iP P

+

1i it t+


25/57



( )0 01 *P P r t t= + ( )1

1*

i i

i i i

P Pr

P t t

+

+

=

1i iP P

+ ( )1*i i iP t t+

( )0* i

t tP P r

= 11

i iit t

i

Pr

P+

+=

( )1i it t+

2

( 1)

2n

m mPt p m p p

= + +

p2p =


26/57



p =

2p =

m =


27/57



De l !"#l$%&' $l$(l) !"* e+,"+ $%'$" ,")"+ $"'+%)e**e

( ) ( )if TTICif KPP

+= 1

=IC

PK

4321

4332211

TTTTT

KTKTKTKK ICICICIC

PRO MEDI OIC++++

+++=


28/57




29/57



TRABAO DE A

Se tiene un portico de 4 niveles .

se pide:

a)diagrama de momentos fectores

+)64+-+"+ 63 3+ !5+03

h+!3 5 63* "3565 63 J+0(

CONSIDERAR DIMENSIONAMIENTO DE VIG

CONSIDERAR COLUMNAS 13 ( 265 0473*

CONSIDERAR COLUMNAS %3 ( 5 0473*

*+ !+-+ .0+* 3 b4!+ 30 !305 63* !*

6.00 6.50

3.0

0

3.0

0

3.0

0

4.

5


30/57



2 CALCULO DE RIIDES

= IL

Vigas:

I= 450000

Columnas: Del 1 y 2 nivel

C"l('

Del 3 y ! ni C"l('

1 ENUMERAMOS LOS NUDOS

01 0

2

05 06

09 10

13 14

17 18

6.00 6.50


31/57



L=,2 "=

e' /%+ 1:2 : 3 ; 4 L=:92 "=

L=,2 "=

e' $"l('+ 1:2 '%/C"l(' L=%"

L="

e' $"l('+ 3:4 '%/C"l(' L=%"

L=%"

3 M"e',"+ )e E!",*%e'," 92:2)/12

$2)/12

$2)/12

$>92:2)/12

$2)/12

/>

$2)/12

/>


32/57



4


33/57



$1-2= ?&9&

(udo 2 $2-1= ?&92

$2-6= ?&9&:

$2-3= ?&92&

(udo 3 $3-2= ?&92&

$3-7= ?&9&:

$3-4= ?&92

(udo C4-8= ?&91&

$4-3= ?&9&

(udo %: c%#1$ ?&9&@

c%#9$ ?&9&@

c%#&$ ?&9%%

(udo &: c%$ ?&921

c$ ?&9&:

c$ ?&9&:

c$ ?&91>

(udo 7: c7#&$ ?&91>

c7#11$ ?&9&:

c7#3$ ?&9&:

c7#8$ ?&921

(udo 8: $8-7= ?&9%%

$8-12= ?&9&@

$8-4= ?&9&@

(udo 9: c9#%$ ?&9&>

c9#13$ ?&912

c9#10$ ?&9%&

(udo 10: c10#9$ ?&92&c10#1$ ?&9&>

c10#&$ ?&9&

c10#11$ ?&918

(udo 11: c11#10$ ?&918

c11#1%$ ?&9&>

c11#7$ ?&9&

c11#12$ ?&92&

6 De,e*%'$%"' )e M"e',"+ )e D%+,*%#(

")*$")*+2")*+"*)


34/57



NALISIS ESTRUCTURAL

AS $h=L/11 ,b=2)

%&


35/57



SOLUCION

S4; I=#@312

L=* 303 !5*"0+ $!")

L=+*+ 303 .45 30 !5*"0+ $!")

$4

I$1?2)= 1&81>89!"

I$%?)= :8&& !"

0

3

04

07

08

11

12

15

16

19

20

6.50 6.00


36/57



2 !" = 857.142857

:2 !" = 720.00

2 !" = 857.142857

%&& !" ,$3%7'29&& !" *$2&7'97

%&& !" ,$22%'00

%&& !" *$22%'00

$?29:&) 0/"

" 13#1

29:&0/"

" 1#13

-34.56,'

" 1#1%

3'%& tn-m

" 1%#1

" 11#12 $ M 15-16

" 12#11 $ M 16-15


37/57



720 857.14

225 225

720 857.14

225 225

720 8%7'1

3%7'29 3%7'29

720'0 857.14

252.21 252.21

(udo 12: $12-11= ?&9%&

$12-16= ?&912

4/K

03

04

07

08

11

12

15

16

19

20


38/57



$12-8= ?&9&>

(udo 13: c13#9$ ?&912

c13#17$ ?&9&@

c13#1$ ?&92@

(udo 1: c1#13$ ?&92&

c1#18$ ?&9&:

c1#10$ ?&9&>

c1#1%$ ?&91:

(udo 1%: c1%#1$ ?&91:

c1%#19$ ?&9&:

c1%#11$ ?&9&>

c1%#1&$ ?&92&

(udo 1&: c1%$ ?&92@

c1$ ?&9&@

c1$ ?&912

%"'


39/57




40/57




41/57




42/57




43/57




44/57




45/57




46/57




47/57




48/57




49/57




50/57




51/57




52/57




53/57




54/57

./)C C( "4 C( 5"5 D 6CC)( 5C5

"6 D64;


55/57

LEYENDA: COLUMNA


56/57

)6/)C)( 4/ ""( D 6C)(

MEP MEP MEP

20.05 -11.94 11.94

-0.21 8.11 -0.22 -0.12 11.94

-0.07 -0.38

-1.63 -0.54 -1.71 -1.23 -3.89

-1.36 -0.45 -1.42 -1.18 -3.72

-1.65 -0.55 -1.72 -1.16 -3.67

18.15 0.12 -16.55 7.90 -7.90

1.88 -4.78243

1.21 -0.55

-0.48 -0.55

-0.35 -0.72

20.05 -0.07 -11.94 11.94 -0.09

-0.18 8.11 -0.20 -0.31 11.94

-0.06 -0.12

-0.91 -0.30 -1.34 -2.50 -0.97-1.25 -0.42 -1.38 -1.90 -0.73

3.12 1.04 3.47 -1.91 -0.74

-138.89 1.99 -6.91 11.60 -2.25

0.86 -2.27876

-0.09 -0.77

-0.23 -0.73

-0.48 -0.76

20.05 -0.06 -11.94 11.94 -0.08

-0.17 8.11 -0.19 -0.28 11.94

-0.09 -0.13

-1.37 -0.72 -1.53 -2.65 -1.23

-0.64 -0.34 -0.72 -2.55 -1.18

-0.26 -0.14 -0.29 -2.69 -1.25

15.04 -0.87 -15.21 6.27 -3.74

-1.34 -3.72

-0.60 -1.24

-0.59 -1.29

-0.40 -1.39

20.05 -0.09 -11.94 11.94 -0.13

-0.17 8.11 -0.18 -0.27 11.94

-0.06 -0.10

-0.89 -0.27 -0.81 -2.89 -1.07

-1.12 -0.40 -1.19 -2.69 -1.00

-1.14 -0.40 -1.21 -2.57 -0.95

19.72 -0.80 -16.92 5.61 -1.90


57/57

VIGA

CALCULO DE MOMENTOS POR EL METODO CANYY

Documents