Memorial de Projeto de Uma Ponte

7/26/2019 Memorial de Projeto de Uma Ponte

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UNIVERSIDADE FEDERAL DE ALAGOAS - UFALCENTRO DE TECNOLOGIA CTEC

CURSO DE ENGENHARIA CIVIL

EMANUEL FLIX PRESBISTERO XAVIERJOS RICARDO LOPES MEIRELES

PEDRO VITOR SOUSA RIBEIROTHIAGO TENRIO DE ANDRADE

PROJETO DE PONTE EM VIGADimensionamento

DISCIPLINA: PONTES

PROF: ALINE DA SILVA RAMOS BARBOZA

MACEI / AL

2014


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SUMRIO

1! DIMENSIONAMENTO DAS LAJES !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!"

1!1! DIMENSIONAMENTODASLAJESINTERNAS!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!"

1.1.1. CARGAPERMANENTE..................................................................................................3

1.1.2. CARREGAMENTOVARIVEL........................................................................................4

1.1.3. PARMETROSDEENTRADADATABELADERUSCH....................................................4

1.1.4. MOMENTOSFLETORES................................................................................................5

1.1.5. R EAESDASLAESSOBREASVIGAS........................................................................!

1.1.". DETERMINA#ODASARMADURASDASLAESINTERNAS.........................................$

1.1.%. VERIFICA#ODAFORACORTANTEEMLAESMACIAS..........................................11

1!2! DIMENSIONAMENTODALAJEEMBALAN#O!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!1"

1.2.1. MOMENTOSFLETORES!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!1"1.2.2. CLCULODAARMADURADEFLEO!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!1$

2! CLCULO DAS VIGAS PRINCIPAIS !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! 1%

2!1! PROPRIEDADES DOS MATERIAIS EMPREGADOS!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!1%

2!2! ANLISE DAS CARGAS VARIAVIS!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!1%

2.2.1. MODELODECALCULODASE#OTRANSVERSAL.....................................................1!

2.2.2. DEFINI#ODOVE'CULOTIPOEDASCARGAS(E()................................................1!

2.2.3. COEFICIENTEDEIMPACTO........................................................................................1!

2.2.4. EFEITODOVE'CULO.................................................................................................1!

2.2.5. EFEITODOTREMTIPO: MODELODECLCULO..........................................................22

2.2.". EFEITODACARGADEMULTID#O*(E()+................................................................23

2.2.%. TREM, TIPONAVIGA.................................................................................................24

2.2.!. ENVOLT-RIODEESFOROS.......................................................................................24

2.2.$. DIAGRAMASDASENVOLT-RIAS................................................................................31

2!"! ANLISE DAS A#&ES PERMANENTES!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!"2

2.3.1. CARREGAMENTONALAEINTERNA!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!"2

2!4! DIMENSIONAMENTO DAS ARMADURAS!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!"'

2.4.1. TRECHOS1 E5!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!"'

2.4.2. TRECHO2 E4!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!"(

2.4.3. TRECHO3!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!41

"! CLCULO DAS TRANSVERSINAS !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! 44


3/83

"!1! ANLISES DAS A#&ES PERMANENTES!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!44

3.1.1. CARREGAMENTONALAEINTERNA!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!44

"!2! A#)O DA CARGA MVEL!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!4'

3.2.1. DETERMINA#ODOSESFOROSINTERNOS..............................................................4%

"!"! ESFOR#OS TOTAIS!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!$2

3.3.1. VALORDOESFOROCORTANTETOTAL!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!$2

3.3.2. VALORDOMOMENTOFLETORTOTAL!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!$2

"!4! DETERMINA#)O DA ARMADURA!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!$"

3.4.1. ARMADURALONGITUDINAL.....................................................................................53

3.4.2. ARMADURATRANSVERSAL......................................................................................54

4! CLCULO DOS APARELHOS DE APOIO !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! $*

4!1! REA#)O DEVIDO A CARGA MVEL!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!$*

4!2! REA#)O DA CARGA PERMANENTE!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!$*

4!"! ROTA#)O NAS EXTREMIDADES DEVIDO + CARGA MVEL!!!!!!!!!!!!!!!!!!$%

4!4! ROTA#)O NAS EXTREMIDADES DEVIDO + CARGA PERMANENTE!! !!$(

4!$! CONSIDERA#&ES ADOTADAS!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!$(

4.5.1. NEOPRENE.............................................................................................................5$

4.5.2. PR,DIMENSIONAMENTO..................................................................................5$

4!'! VERIFICA#&ES!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!'0

4.".1. LIMITE DE DEFORMA#O POR COMPRESS#O............................................."/4.".2. LIMITE DE DEFORMA#O POR CISALHAMENTO........................................"/

4.".3. LIMITE DA TENSA DE CISALHAMENTO......................................................"1

4.".4. SEGURANA CONTRA O DESLI0AMENTO....................................................."2

4.".5. CONDI#O DE N#O LEVANTAMENTO DA BORDA MENOS CARREGADA"2

4.".". VERIFICA#O DA ESTABILIDADE..................................................................."3

ANEXO 1 !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! '4

ANEXO 2 !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! ''ANEXO " !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! '(

ANEXO 4 !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! *2

ANEXO $ !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! *4


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3

1! DIMENSIONAMENTO DAS LAJES

1!1! D,.,.3 L5. I3.6

T 67 789 ;


5/83

4

C8 >


6/83

5

1!1!"! P6?@

a) Relao Ly/Lx

LyLx= 5,05,0=1,0

b) Considerando as condies de apoio, deve-se usar a tabela 91

de Rsc !"#$%& 1)'

t'=A c , roda=0,1=0,316 m

t=t'+2epav+elaje=0,316+20,05+0,2=0,616m

F


7/83

"

F8


8/83

%

A >8=


9/83

!

Mxm , q=pq=0,005=0,00

Mym , q=pq=0,005=0,00

Mye ,q=pq=0,005=0,00

e) M?7;= 7


10/83

$

D7 J8? =7? K7:

Mxm , "=0,0217,452=3,89

k N . m

m 1

10

=0,389t! . m

m

Mym , "=0,037,45=5,55

k N . m

m 1

10=0,555

t! .m

m

Mye , "=0,0697,452=12,77

kN .m

m 1

10=1,277

t! . m

m

g) M?7;= ==


11/83

1/

D7 8 ? ?W= =7 >7? 78 87@7 =8W 7

7>877 =7. S7; ? 67 = 4B =787? 7


12/83

11

)cx=100 cmdlaje2

Mxm , total =

100cm172

3,51=8233,62

cm

t! .m

m

1

1000=8,23

cm

k"! . m

m

P7 =7 FUSCO >8 ? ;87= ? 35 MP 7 @ = CA 5/A:

)sx=0,024 cm

k"! . m

E >8=;=:

Asx=ksxMxm , total

dlaje =

0,0243,51100017

=4,96cm

m 5,0

cm

m

a) NZ?78 7 B88

A=;,7 88 7 : 1/./ 7 8 ;Z?78 7 88:

Nbarras , x= Asx

A (110.0 )= 5,0

0,785=6,377barras /metro

L 789 = % 88 7 : 1/./ ?? 7 8 ?7=8.

") E>@?7;=

+sp , x= 100cm

Nbarras, x=

100cm

7=14,2814,0 cm

D,6.

N7= 6 P,3,9

b=100cm


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12

)cy=100 cmdlaje2

Mym ,total =

100cm172

4,63=6241,9

cm

t! . m

m

1

1000=6,24

cm

k"! .m

m

P7 =7 FUSCO >8 ? ;87= 7 35 MP 7 ? @ = CA 5/A:

)sy=0,024 cm

k"! . m

E >8=;=:

Asy=ksyMym , total

dlaje =

0,0244,63100017

=6,54cm

m 6,60

cm

m

T7?,7 >8 ;Z?78 7 88:

A=;,7 88 7 : 1/./ 7


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13

P7 =7 FUSCO >8 ? ;87= 7 35 MP 7 ? @ = CA 5/A:

)sy , e=0,026 cm

k"! .m

E >8=;=:

Asy , e=ksy,eMye ,total

dlaje =

0,02611,05100017

=16,9cm

m 17

cm

m

a) NZ?78 7 88:

A=;,7 88 7 :1"/ ?? 7 @?7;=

+sp , y= 100cm

Nbarras , y=

100cm

9=11,110cm

1!1!*! V.6,,? 6 ?633. . ;5. ?,

A 67 ?7? >87


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14

S7; #!=4,0 =787?:

-sd=#!-sk=413,16 kN=52,64kN

C 87


16/83

15

P8=;=: -sd=52,64 kN


17/83


18/83

1%

L88: Lrecap=Lpav=1,05m

C8 ==:

Crecap=erecapLrecap#pav=0,051,052,4=0,13t!

m

=1,30kN

m

M?7;=:

Mpav .+rec.,"=Cpav(Lp%sta2 )+Crecap(Lp%sta2 )=

Mpav .+rec.,"=0,13( 1,052 )+0,13( 1,052)=0,1470,15 t! .mm =1,50kN . mm

MA ,total , "=1,5+7,0=8,50kN . m

m

") D.9, ?67 9.;

A 7>78 ?W878: elaje=0,20m

S. A

C?>8


19/83

1!

O ??7;= == 7? A 7


20/83


21/83

2/

= A6>6 .?>:6,

Ass ;Asp

5e Ass, m8$=0,90 cm

Ass=18,20

5=3,64 cm

E;=9 8?8 7;8


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24

2.2..3. $itua%o 3: Com uma das rodas locali&ada no limite entre a

passarela e o ga"arito e a outra locali&ada a 2 m para a direita

EJ8@ 8=;=7 *N+

M?7;= J7=8 *N.?+


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25

P8=;= 7? J;@9 7J8@ 8=


27/83

2"

C?; 87@9 >


28/83


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2!

, D.E.C. ? 87 87@7 7 >87 ; ; 7@9 1c

2.2..2. $e%o 2 + se%o a 3 m do apoio da esquerda:

L


30/83

2$

V8 ?


31/83

3/

, D.E.C., T87?,T ; S7@9 3:

V8 ?


32/83


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32

V8 ?


34/83


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34

, D.E.C., T87?,T ; S7@9 ":

V8 ?


36/83

35

C$022.22.al C$022.22.al C$022.22.alC$0221221al

C$0221221al

C$0221221al

C$0221221al

C$0221221al

C$0221221al

C$0221221al

C$0221221al

C$0221221al

C$0221221al

C$0221221al

C$0221221al

C$0221221al

C$0221221al

C$0221221al

C$0221221al

C$0221221al

C$0221221al

C$0221221al

C$0221221al

C$0221221al

C$0221221al

E.C (kN)

Coordenadas

Esforo Cortante

F


37/83

3"

E>78 87>7?7;=: 78 //5 ?

25/ N?

> 24/ N?

P7 >8Q>8> 71 5/ N?

C8 >


38/83


39/83

3!

E6 C633. D.9, C67 P.6.3.

V8 EJ8@ C8=;=7 ; T87 1 7 ": %%2%/ N

V8 EJ8@ C8=;=7 ; T87 2 7 5:525"/ N

V8 EJ8@ C8=;=7 ; T87 3 7 4: 2"5$/ N

M.3 F;.36 D.9, C67 P.6.3.

V8 M?7;= F7=8 ; T87 1 7 ": 3245"/ N.?

V8 M?7;= F7=8 ; T87 2 7 5:51$3// N.?

V8 M?7;= F7=8 ; T87 3 7 4: 5!421/ N.?

V;6. E6 T3,

1"5

K 2/


40/83


41/83

4/

D:

M?7;= F7=8 M


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41

l*,ne% = 90,80 %m

l*,ne% < l*3, 10>, 10 %m

L 7 =8 ? ?>88


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42

(Ass )m%$=0,2< !ctm

!yk


44/83


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44

L 7 =8 ? ?>88


46/83

45

:%tm = 0,3 = 10,0 em 2 amos(

-s= 2 x 0,79 %m = 1,58 %m

s = 1,50,045 =33,33 %m

-!ota es/a.amento s =33 %m

A8?8 ?;


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4!

7+ E>@?7;= 7;=87 88 ;


50/83

4$

"! CLCULO DAS TRANSVERSINAS

"!1! ANLISES DAS A#&ES PERMANENTES

3.1.1. C887?7;= ; 67 78 67: 71 /2/ ? E>78 >


51/83

5/

R7@9 =8;?


52/83

51

J+ M?7;= J7=8 ; T8;78;7;=7 C8 P78?;7;=7

V8 M?7;= F7=8 ; E=87?


53/83


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53

C8=;=7 M


55/83

54

V8 ?


56/83

55

V8 ?


57/83

5"

D.E.C., T87?,T ; S7@9 4:

V8 ?


58/83

5%

C$022.22.al

C$022.22.al

C$022.22.al

C$022.22.al

C$022.22.al

C$022.22.al

C$022.22.al

C$022.22.al

C$022.22.alC$022.22.al

C$022.22.al

C$022.22.al

C$022.22.al

C$022.22.alC$022.22.al

E.C (kN)

Coordenadas

Esforo Cortante

F


59/83

5!

C$022.22.al C$022.22.al C$022.22.al C$022.22.al

C$022.22.al

C$022.22.al

C$022.22.al

C$022.22.al

C$022.22.al

C$022.22.al

C$0221221al

C$0221221al

C$0221221al

'

4

5'4

0'

5'4

4

'

M.F.(kN.m)

Coordenadas

Momento Fletor

F


60/83

5$

V3= gx 124,6 kN + qx 15,7 kN = 237,00 kN

+ S7@9 4

V4= gx 46,1 kN + qx 0 kN = 76,07 kN

3.3.2. V8 M?7;= F7=8 T=

+ S7@9 1

"1= gx 0 + qx 0 = 0

+ S7@9 2

"2 = gx 227,0 kN + qx 39,3 kN = 453,15 kN(m

+ S7@9 3

"3 = gx 344,7 kN + qx 62,8 kN = 694,36 kN(m

+ S7@9 4

"4 = gx 353,2 kN + qx 70,7 kN = 724,18 kN(m

"!4! DETERMINA#)O DA ARMADURA

P8 87 7= ; ?7


61/83

"/

C? %7;;=8 W ?88


62/83


63/83

"2

(Ass )m%$=0,2< !ctm

!yk


64/83

"3

4! CLCULO DOS APARELHOS DE APOIO

4.1. REA#O DEVIDO A CARGA M-VEL

+ S7@9 87 >


65/83

"4

V8 ?


66/83

"5

4.5. CONSIDERAES ADOTADAS

4.5.1. NEOPRENE

P8 = >8 ?

> 7 N7>87;7 S7 7; =7;9 ?


67/83

""

Nm?x

@adm=

N"+Nq@adm

=785,2+590,4

0,7=1965,14

A=5090=4500 cm

-er%!%caBo :Nm?x

@adm


68/83

"%

F= Fa

2717adotado(t" (>" )+1,5t" (>q ))=

0,12402

255(t" (0,003214 )+1,5t" (0,01311))=0,0879 kN

cm

$+4+>=0,440


69/83

"!

-er%!%caBCo : $+4+>


70/83


71/83

%/

F87 7 >


72/83

%1

ANEXO 1

T7 N8. $1 7 R


73/83

%2


74/83

%3

ANEXO 2

D7=?7;= A8?@9 >


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%4


76/83

%5


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%"

ANEXO "

D7=?7;= A8?@9 ;7=


78/83

%%


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%!


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%$

ANEXO 4

D7=?7;= S7@9 8


81/83

!/


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!1

ANEXO $

D7=?7;= S7@9


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!2

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Memorial de Projeto de Uma Ponte