proiect metal iii calcul cadru transversal

8/19/2019 Proiect Metal III Calcul cadru transversal

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1.CALCUL PANA CURENTA DE ACOPERIS

1.1 Calculul incarcarilor

SLS

Incarcare Tip Coef. Val.

1.G. P. invelitoare G 0.15 1.00 0.15

2.G. P. pane+contrav G 0.20 1.00 0.20

3.Spatiu tehnic G 0.30 1.00 0.30

4.Praf inu!trial G 0.50 1.00 0.50

5."apaa " 1.40 1.00 1.40

2.55

Evaluarea incarcarilor din zapada # $

t $

a$

Intensitatea normata a incarcarii data de zapada

% $

1.00 tan % $

1.00 co! % $

!in % $

0 &0 1.20

Valoare()*,2-

pSLS $

)*,2

S0.

$

/i $

!) $

i c

t c

e S

0.

ct $

ce $

0 % 30

1 $ !

)1 $


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Calculul eforturilor sectionale

.'2 )*,

.'1 )* ,

11.2& )*,

11.2 )*,

6SLS $ pSLS a $

6SLS $

6SLS7$ 6SLS co! % $

6SLS7 $

6SL8 $ pSL8 a $

6SL8 $

6SL87$ 6SL8 co! % $

6SL87$


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62.81

107.50

143.47

61.93 kN

77.41 kN

65.15 kN

Dimensionarea inimii panei (constanta pe toata lungimea panei):

9S1 ;

$ < 67SL8 t2 $

MS1 Ed

= kN m

9S2 ;

$ < 67SL8 t2 $

MS2 Ed

= kN m

9S3 ;

$ < 67SL8 t2 $

MS3 Ed

= kN m

VS2 ;

$ % 67SL8 t $

VS2 Ed

=

VS3=!t ;

$ % 67SL8 t $

VS3!" Ed

=

VS3=r ;

$ % 67SL8 t $

VS3d# Ed

=

9S1;

>20.t + 50.&t? + 9S2;

>20.25t + 40.2t + 20.&5t


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9: $&54.'

$ &3.&0102.00

M$ = 83.80

DIMENSIONARE:

@ $

; $

355''.1

35.0

)* ,

kN m

f A $

B90

$

@$f A 235

D:nec

$ 9: B90

f A$ ,,3

D:nec

$ 103 ,,3


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4.00 mm

343.3 ,,

350.00 mm

Verifcare supletii inimii:

&.50

o)

Aria sectiunii inimii:

1400.00

DIMENSIONAREA TALPII DIN SECŢIUNEA S1:

224.0

2.2

7.00 mm

530.31

5. ,,

80.00 mm con!tructiv

Verifcare supletii talpii:

5.43

o)

Moment de inertie in raport cu aa !"!:4'.'&

DIMNENSIONAREA TĂLPII DIN SECŢIUNE S:

4543&.0

45.44

8.00 mm

#ropunem tinima

: "% =

hopti, E $ 1.15 >D:

nec t

E?

hopti, E $

&% =

0 hE tE 100

hE t

E $

hE t

E 124 @

FE $ t

E h

EF

E $ ,,2

DS1nec

$ 9S1;

B90

f A$ ,,3

DS1nec

$ 103 ,,3

#ropunem ttalpa

:

tf $>1.2...2.2? t

E"

' S1 =

Ftalpa nec

$ DS1nec

hE

hE t

E

Ftalpa nec

$ ,,2

Hf=nec $ Ftalpa

nec tf S1

Hf=nec

$

(' S1 =

>Hf t

E 2?t

f$

>Hf t

E 2?t

f 14 @

IAA

$ IAA=i

+Fi 7

iIS1

AA$ 10 ,,4

DS2nec

$ 9S2;

B90

f A$ ,,3

DS2nec

$ 103 ,,3

#ropunem ttalpa

:

tf=2

$ tf=1

"' S2 =


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103.3

134.20 ,,

150.00 mm


'.13

o)

Ftalpa nec

$ ,,2

Hf=nec

$ Ftalpa nec

tf S2

Hf=nec

$

(' S2 =

>Hf tE 2?tf $>H

f t

E 2?t

f 14 @


7/309

Moment de inertie in raport cu aa !"!:

'1.20

DIMENSIONAREA TALPII DIN SECŢIUNEA S!:

104'&.03

10.50

8.00 mm

1510.'5

1&&.& ,,

200.00 mm


12.25

o)

Moment de inertie in raport cu aa !"!:

11.&4

"ERI#ICARI DE RE$ISTENTA

A% "ERI#ICAREA SECTIUNII S!

143.4 )* ,

.41 )*

A.1: Verifcarea la moment maim:

1&3.00 ,,

3&4'.5&

3&.4

150.04 )* ,

0.' !e veriJca

A $ V if l % t t i t ( if l t i t ti l i )

IAA

$ IAA=i

+Fi 7

iIS2

AA$ 10 ,,4

DS3nec

$ 9S3;

B90

f A$ ,,3

DS3nec $ 103 ,,3

#ropunem ttalpa

:

tf $>1.2...2.2? t

E"

' S3 =

Ftalpa nec

$ DS3nec

hE

hE t

E

Ftalpa nec

$ ,,2

Hf=nec

$ Ftalpa nec

tf S3

Hf=nec

$

(' S3

=

>Hf t

E 2?t

f$

>Hf t

E 2?t

f 14 @

IAA

$ IAA=i

+Fi 7

iIS3

AA$ 10 ,,4

9 $ 9S3;

$

V $ VS3;

$

9S3;

9S3c=K

1 f A $

9S3c=K

$ DS3el=A=,in

f A B

90B

90 $

7,a

$ hE 2 + t

f S3 $

DS3el=A=,in

$ IS3AA

7,a

$ ,,

3

DS3el=A=,in

$ 103 ,,3

9S3c=K

$

9S3;

9S3c=K

$ 1


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A.&: Verifcarea in punctul critic al sectiunii transversale (legatura dintre inima si talpa):

214.&&

15.00 ,,

4.44

S $ 2&400.00

S $ 2&.40

' este momentul static al sectiunii situate deasupra punctului considerat

0.' 1 !e veriJca

&% "ERI#ICAREA SECTIUNII S1

2.&1 )* ,

V $ 0.00 )*

1&2.00 ,,

242.15

24.3

4.54 )* ,

0.' !e veriJca

C% "ERI#ICAREA SECTIUNII S

10.50 )* ,

1.'3 )*

C.1: Verifcarea la moment maim:

(O;

>f A B

90?-2 + 3(M

; >f

A B

90 ?-2 1 f

A $

O;

$ 9S3;

7: IS3AA

$ *,,2 B90 $

7: $ hE 2 $

M;

$ >VS3;

S? >IS3AA

tE?

M;

$ *,,2

S $ >Hf S3 t

f S3? >h

E2 + t

f S32?$

,,3

103

,,3

(O;

>f A B

90?-2 + 3(M

; >f

A B

90 ?-2 $

9 $9S1;

$ f A $

B90

$

9S1;

9S1c=K

1

9S1c=K

$ DS1el=A=,in

f A B

90

7,a

$ hE 2 + t

f S1 $

DS1el=A=,in

$ IS1AA

7,a

$ ,,

3

DS1el=A=,in

$ :103 ,,3

9S1c=K

$

9S1;

9S1c=K

$ 1

9 $9S2;

$ f A $

V $ VS2;

$ B90

$

9S2;

9S2c K

1


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1&3.00 ,,

4'&3.32

4'&.3&

11.12 )* ,

0.'2 !e veriJca

7,a

$ hE 2 + t

f S2 $

DS2el=A=,in

$ IS2AA

7,a

$ ,,

3

DS2el=A=,in

$ :103 ,,3

9S2c=K

$

9S2;

9S2c=K

$ 1


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C.$: Verifcarea la %orta taietoare (verifcarea la tensiune tangentiala maima):

44.24

0.33 !e veriJca

C.&: Verifcarea in punctul critic al sectiunii transversale (legatura dintre inima si talpa):

20.2

15.00 ,,

3.4

S $ 214&00.00

S $ 214.&0

' este momentul static al sectiunii situate deasupra punctului considerat

0.&4 1 !e veriJca

"ERI#ICAREA DE DE#ORMA&ILITATE

; $

t $

M;

(f A >3 B

90?- 1

M;

$ VS2;

S IS2AA

M;

N V;

FE

$ M;

$ *,,2

M; (f A >3 B90?-$ 1

(O;

>f A B

90?-2 + 3(M

; >f

A B

90 ?-2 1 f

A $

O;

$ 9S2;

7: IS2AA

$ *,,2 B90 $

7: $ hE 2 $

M;

$ >VS2;

S? >IS2AA

tE?

M;

$ *,,2

S $ >Hf S2 t

f S2? >h

E2 + t

f S22?$

,,3

103

,,3

(O;

>f A B

90?-2 + 3(M

; >f

A B

90 ?-2 $

6SLS7 $

f ,a

fa,

f a, $ # 200f a,

$


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f I $ f

1f

2

f I $

f I f

a,

f III $ f

3f

4

f III $

f III f a,


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De%ormata maima a grinzii se poate calcula prin metoda suprapunerii e%ectelor:

&.3 ,,

3'.' ,,

100.& )* ,

143. ,,

10&.&2 ,,

5.52 )* ,

DIMENSIONAREA IM)INARILOR TRONSOANELOR DE PAN

S*+",-*/ S3

Di'ensionarea ecliselor :

180.00 mm

220.00 mm

3'1.'' )*

50'.5&

'.2 ,,ale/Q.5& ,,

f 1 $ 5 3&4 6SLS

" t4 >; IS2

AA?

f 1 $

f 2 $ 1 1 910n t2 >; IS2

AA?

f 2 $

910n;

$ 0.1053 6SLS7 t2

910n;

$

f 3 $ 5 3&4 6SLS

" t4 >; IS1

AA?

f 3 $

f 4 $ 1 1 2 920n t2 >; IS1

AA?

f 4 $

920n;

$ 0.0.&' 6SLS7 t2

920n;

$

f A $

B90

$

H!up

$ Hf S3 2 10 ,, (!- =

Hinf

$ Hf S3 + 2 10 ,, (,' =

*;

$ 9e

hpana

MS3 Ed

=

*S3;

$ hpana

$

*K

$ H t f A B

90 t

!up $ *

;!up > H

!up f

A B

90 ?

tinf

$ *;

inf > Hinf

f A B

90 ?

t!up

R "!-

=

tinf

R ",'

=


14/309

Di'ensionarea (rin)erii ecliselor )e tal(i:

5.0 ale/Q

5.0 ale/Q

423.00 )*

413.0 )*

'e calculeaza lungimea cordonului de sudura ls ( multiplu de 1mm) :

4.23 *,,

4.23 *,,

423.00 )*

413.0 )*

Eclisa su(erioara: 2.00

2&3.43 ,,

2'4.43 ,,

&2.50 330.00 o)

a1

!up 0. t!up

a

1!up /

1!- =

a1

!up 0. tf S3

a2inf 0. tinf a2

inf /2,' =

a2

inf 0. tf S3

*K

$ H t f A B

90 *

K!up $

*K

inf $

n! $ nu,arul coroanelor e !uura

l!c $ lun/i,ea unui coron e !uura

D=K

$ forta capaHila a !uurii= pe unitatea e lun/i,e

*;

>D=K

n! l

!? 1

lc! R *

i,H >

E=K n

!?

E=K

$ a f A >3 <

E B

92?

!upE=K

$

inf E=K

$

*i,H

$,in>1=3 *;

*K

? *i,H

!up$

*i,H

inf $

n! $

lc! R

l! R lc

! + 2 a

l! R

Din conditii constructive ls *+

% '$, unde +

% '$ este grosimea talpii panei - se alege:

!-! =

15 a l! 0 a l!


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Eclisa inferioara: 2.00

2.13 ,,

2&&.13 ,,

&2.50 330.00 o)

n! $

lc! R

l! R lc

! + 2 a

l! R

Din conditii constructive ls *+

% '1, unde +

% '1 este grosimea talpii panei - se alege:

,' ! =

15 a l! 0 a l

!


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S*+",-*/ S2

Di'ensionarea ecliselor :

130.00 mm

170.00 mm

2'3.1 )*

3&1.&2

'.1 ,,

ale/Q.35 ,,

Di'ensionarea (rin)erii ecliselor )e tal(i:

5.0 ale/Q

5.0 ale/Q

305.50 )*

31'.0 )*

'e calculeaza lungimea cordonului de sudura ls ( multiplu de 1mm) :

4.23 *,,

4.23 *,,

305.50 )*

f A $

B90

$

H!up

$ Hf S2 2 10 ,, (!- =

Hinf

$ Hf S2 + 2 10 ,, (,' =

*;

$ 9e

hpana

MS3 Ed

=

*S2;

$ hpana

$

*K

$ H t f A B

90 t

!up $ *

;!up > H

!up f

A B

90 ?

tinf

$ *;

inf > Hinf

f A B

90 ?

t!up

R "!-

=

tinf R ",' =

a1

!up 0. t!up

a

1!up /

1!- =

a1

!up 0. tf S3

a2

inf 0. tinf

a2inf

/2,'

=a2inf 0. tf

S3

*K

$ H t f A B

90 *

K!up $

*K

inf $

n! $ nu,arul coroanelor e !uura

l!c $ lun/i,ea unui coron e !uura

D=K $ forta capaHila a !uurii= pe unitatea e lun/i,e

*;

>D=K

n! l

!? 1

lc! R *

i,H >

E=K n

!?

E=K

$ a f A >3 <

E B

92?

!upE=K

$

inf E=K

$

lc! R *i,H >E=K n!?

*i,H

$,in>1=3 *;

*K

? *i,H

!up$


17/309

Eclisa su(erioara: 2.00

204.0 ,,

215.0 ,,

&2.50 330.00 o)

n! $

lc! R

l! R lc

! + 2 a

l! R

Din conditii constructive ls *+% '$, unde +% '$ este grosimea talpii panei - se alege:

!-! =

15 a l! 0 a l

!


18/309

Eclisa inferioara: 2.00

214.14 ,,

225.14 ,,

&2.50 330.00 o)

n! $

lc! R

l! R lc

! + 2 a

l! R

Din conditii constructive ls *+% '1, unde +% '1 este grosimea talpii panei - se alege:

,' ! =

15 a l! 0 a l

!


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24/309

SL8

Coef. Val.

1.35 0.20

1.35 0.2

1.35 0.41

1.35 0.&

1.50 2.10

3.5

30.00 ,

11.00 ,

2.50 ,

1.50

0.15

5.00

0.0&

1.00

0.0&

G.".

pSL8 $

)*,2

)* ,2

)* ,2

)* ,2


25/309


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< $ 0.041

< $ 0.0&'

< $ 0.1053

% $ 0.5000

% $ 0.250

% $ 0.520

21.5,? + 9S3;

>20.3t?


27/309

235.00

1.00

1.00

210000.00

*,,2

*,,2


28/309


29/309


30/309

235.00

1.00

*,,2


31/309


32/309

235.00

1.00

235.00

1.00

235.00

1.00

*,,2

*,,2

*,,2


33/309


34/309

235.00

1.00

.'1 )* ,

210000.00

11.00 ,

55.00 ,,

*,,2

*,,2


35/309

3&.'4 ,,

!e veriJca

34.&5 ,,

!e veriJca


36/309

235.00

1.00

143.47

3.00 ,,

10.00 mm

8.00 mm

*,,2

kN m


37/309

5.50 mm

5.50 mm

1.25

0.&0

300.00 mm

B92

$

<E $


38/309

290.00 mm


39/309

235.00

1.00

107.50

3.00 ,,

10.00 mm

8.00 mm

5.50 mm

5.50 mm

1.25

0.&0

*,,2

kN m

B92

$

<E $


40/309

220.00 mm


41/309

230.00 mm

0.001


42/309


43/309


44/309


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47/309

2.CALCUL ERMA CURENTA

$.1 Calculul incarcarilor

SLS

Incarcare Tip Coef. Val.

1.G. P. invelitoare G 0.4 1.00 0.4

2.G. P. pane+contrav G 0.15 1.00 0.15

3.G. P. G." G 0.20 1.00 0.20

4.Spatiu tehnic G 0.20 1.00 0.20

5.Praf inu!trial G 0.25 1.00 0.25

."apaa " 2.00 1.00 2.00

3.2

GP 1.2

103.41 )*

; $

14'.10 )* fu$

Valoare()*,2-

pSLS $

)*,2

PSLS $ >pSLS a t? 1.15 $ f A $

PSLS $ B91 $

B90

$

PSL8 $ >pSL8 a t? 1.15$

PSL8 $


48/309


49/309

Di'ensionari si *eri+cari la SLU

Tal(a su(erioara

1025.00 )*

#ropun :

L 101015

3500.00

000.00

Multiplicatorul lungimii de am+a/:

1.00

1.00 ; $

0ungimea de am+a/: 250.'' ,,

250.'' ,,

250.'' ,,H$

aze de giratie: t$

42.0 ,, e $

2.'1 ,,

'e calculeaza zveltetile relative:

5&.4 ,,

3'.& ,,

5&.4 ,,

Verifcarea de zveltete:

150.00 ,,

5&.4 ,, 150.00

*;

$

*H.K

$ U F2L f A B

91

*;

*H.K

1

F 1L$ ,,2

F 2L$ ,,2

f A $

% 02!

3 B91

$

% 02z

3

0+ara

3

l+,!

3 % 02!

4 0+ara

3 1. 4 $$56 3

l+,z 3 % 02z 4 0+ara 3 1. 4 $$56 3

i ! 3 i

!1i !1

3 i z1

3

i ! 3

t/ $

i z 3 78i$

z19 (t

g $ 9 e)$

i z 3

A $ l

H=A i

A

A $

7 $ l

H=7 i

7

7 $

,a

$ ,a> A =

7 ?

,a

$

,a

a,

a, $

,a

$


50/309

Coefcientul de zveltete relativa:

'3.'1 ,,

$ 0.3 ,,

'e alege a ; %actor de imper%ectiune, corespunzator cur+elor de am+a/(cur+a C):

0.&0

Z 0=2? +2Y X $

U $ 1 >X + X2 2?

U $


51/309

12.01 )*

1025.00 )*

0.&1 1 !e veriJca

D,m*!,/#*/ +#d/*# d* !-d-#/ * -!*-

11'4.31 )*

&5'.'0 )*

334.41 )*

'.&0 ale/Q

'.10 ale/Q

10&5.42 *

&.3' *

3'.12 ,,

412.12 ,,

120.00 4&0.00 o)

'e calculeaza rezistenta de calcul a unei +are comprimate la am+a/ =+,d

*H.K

$ U F f A B

91

*;

*H.K

1

*H.K

$

*;

$

*; *H.K $

*;

$

E=;

$ ,in>1=3 *;

*K

!au *H=K

? *K

$ F2L f A B

90

*H.K

$ U F2L f A B

91*

H.K $

E=; $

E=;

>1?$ E=;

[ >He?H E=;

>1?$

E=;

>2?$ E=;

[ eH E=;

>2?$

a1 0. t

/a

1 /

1 =

a1 0.&5 t

a2 0. t/ a2 /2 =a

2 0. t

E=K

$ a f A >3 B

90? >1?

E=K $

>2?E=K

$

lc! R *

i,H >

E=K n

!?

l! R lc

! + 2 a

Cordonul de sudura l(1) s :

lc >1?! R n

! $

l!

>1? R lc! + 2 a

l!

>1? R

Din conditii constructive ls * 5mm> l

s * +, unde +este grosimea talpii panei - se alege:

1! =

15 a l! 0 a l

!


52/309

24.4 ,,

25.4 ,,

5.00 300.00 o)

lc >2?! R n

! $

l!

>2? R lc! + 2 a

l!

>2? R



2! =

15 a l! 0 a l

!


53/309

Tal(a inferioara

103.31 )*

#ropun : L 12012012

1550.00

3100.00

?alpa in%erioara se verifca la vi+rare ast%el :


1.00 ; $

0.50

0ungimea de am+a/: 2500.00 ,,

2000.00 ,,

2500.00 ,,

13500.00 ,,

H$

aze de giratie: t$

2.30 ,, e $

42.3 ,,


'1.5& ,,31&.4 ,,

31&.4 ,,


400.00 ,,

31&.4 ,, 400.00

*;

$

*K

$ F f A

*;

*K

1

F 1L$ ,,2

F 2L$ ,,2

f A $

B91

$

% 02!

3

% 02z 3

0+ara,@

3

0+ara,@

3

l+,!

3 % 02!

4 0+ara,!

3 1. 4 $$53

l+,z

3 % 02z

4 0+ara,z

3 .54 $63

i ! 3 i

!1i !1

3 i z1

3

i ! 3

t/ $

i z 3 78i$

z19 (t

g $ 9 e)$

i z 3

A $ l

H=A i

A

A $

7 $ l

H=7 i

7

7 $

,a

$ ,a> A =

7 ?

,a

$

,a

a,

a,

$

,a

$

'e calculeaza rezistenta de calcul a unei +are comprimate la am+a/ =


54/309

2&.50 )*

103.31 )*

1.42 1 na!ol

*;

*K

1

*K

$

*;

$

*;

*H.K

$


55/309

D,m*!,/#*/ +#d/*# d* !-d-#/ * -!*-

2&.50 )*

522.'0 )*

205.0 )*

.5 ale/Q

.30 ale/Q

135. *

&14.0 *

1'2.0 ,,

212.0 ,,

150.00 00.00 o)

12.2& ,,

13&.2& ,,

'0.00 30.00 o)

Montanti si )ia,onale co'(ri'ate: 9Q 12 34 5 & '10

*;

$

E=;

$ ,in>1=3 *;

*K

!au *H=K

? *K

$ F2L f A B

90 *

K $

*H.K

$ U F2L f A B

91

E=;

$

E=;

>1?$ E=;

[ >He?H E=;

>1?$

E=;

>2?$ E=;

[ eH E=;

>2?$

a1 0. t

/ a1 /

1 =

a1 0.&5 t

a2 0. t

/ a2 /

2 =

a2 0. t

E=K

$ a f A >3 B

90? >1?

E=K $

>2?E=K

$

lc! R *

i,H >

E=K n

!?

l! R lc

! + 2 a

Cordonul de sudura l(1)

s :lc >1?

! R n

! $

l!

>1? R lc! + 2 a

l!

>1? R



1! =

15 a l! 0 a l

!

Cordonul de sudura l($) s :

lc >2?! R n

! $

l!

>2? R lc! + 2 a

l!

>2? R



2! =

15 a l! 0 a l

!


56/309

M"/" M 12

12.3& )**; $

*H.K

$ U F f A B

91

*;

*H.K

1


57/309

#ropun :

L 10010010 1'20.00

3&40.00


0.&0

1.00 ; $

0ungimea de am+a/: 1&20.00 ,,

145.00 ,,

1&20.00 ,, H$

t$

aze de giratie:

e $

1&.20 ,,

30.04 ,,


&0.00 ,,

0.5& ,,

&0.00 ,,


150.00 ,,

&0.00 ,, 150.00


'3.'1 ,,

$ 0.&5 ,,


1.02

A =

7 ?

,a

$

,a

a,

a,

$

,a

$

$ ,a 1

1$ W ; f

A $

X $ 0=5Y 1+% > Z 0=2? +2Y X $

U $ 1 >X X2 2?


58/309

5&.21 )*

12.3& )*0.22 1 !e veriJca


*H.K

$ U F f A B

91

*;

*H.K

1

*H.K

$

*; $*

; *

H.K $


59/309

D,m*!,/#*/ +#d/*# d* !-d-#/ * -!*-

15.5' )*

11&.'5 )*

4.4 )*

5.10 ale/Q

4.20 ale/Q

10&5.42 *

542.1 *

54.&0 ,,

0.&0 ,,

120.00 4&0.00 o)

42.' ,,

50.' ,,

0.00 240.00 o)

*;

$

E=;

$ ,in>1=3 *;

*K

!au *H=K

? *K

$ F2L f A B

90

*H.K

$ U F2L f A B

91*

H.K $

E=;

$

E=;

>1?$ E=;

[ >He?H E=;

>1?$

E=;

>2?$ E=;

[ eH E=;

>2?$

a1 0. t

/ a1 /

1 =

a1 0.&5 t

a2 0. t

/ a2 /

2 =

a2 0. t

E=K

$ a f A >3 B

90? >1?

E=K $

>2?E=K

$

lc! R *

i,H >

E=K n

!?

l! R lc

! + 2 a


lc >1?! R n

! $

l!

>1? R lc! + 2 a

l!

>1? R



1! =

15 a l! 0 a l

!


lc >2?! R n

! $

l!

>2? R lc! + 2 a

l!

>2? R



2! =

15 a l! 0 a l

!


60/309

M"/" M 910

2&.'0 )*

#ropun :

L 00

'1.00

13&2.00


0.&01.00 ; $

0ungimea de am+a/: 220.00 ,,

20'.00 ,,

220.00 ,, H$

t$

aze de giratie:

e $1&.20 ,,

30.&4 ,,


115.1 ,,

&4.'5 ,,

115.1 ,,


150.00 ,,

115.1 ,, 150.00


*;

$

*H.K

$ U F f A B

91

*;

*H.K

1

F 1L$ ,,2

F 2L$ ,,2

f A $

% 02! 3 B91 $% 02z

3

0+ara

3

l+,!

3 % 02!

4 0+ara

3 .4 $5$3

l+,z

3 % 02z

4 0+ara

3 1. 4 $5$ 3

i !1

3 i z1

3

i !

3 i !1

i ! 3 t

/ $

i z 3 78i$

z19 (t

g $ 9 e)$

i z 3

A $ l

H=A i

A

A $

7 $ l

H=7 i

7

7 $

,a

$ ,a> A =

7 ?

,a

$

,a

a,

a,

$

,a

$

$ ,a

1


61/309

$ 1.23 ,,


1.50

Z 0=2? +2Y X $

U $ 1 >X X2 2?

U $


62/309

13.& )*

2&.'0 )*

0.21 1 !e veriJca

D,m*!,/#*/ +#d/*# d* !-d-#/ * -!*-

3.5 )*

2.'' )*

10.5& )*

5.10 ale/Q

4.20 ale/Q

&.3' *

40.03 *

1'.&' ,,

2'.&' ,,

5.00 300.00 o)


*H.K

$ U F f A B

91

*;

*H.K

1

*H.K

$

*;

$

*;

*H.K

$

*;

$

E=;

$ ,in>1=3 *;

*K

!au *H=K

? *K

$ F2L f A B

90

*H.K

$ U F2L f A B

91*

H.K $

E=; $

E=;

>1?$ E=;

[ >He?H E=;

>1?$

E=;

>2?$ E=;

[ eH E=;

>2?$

a1 0. t

/a

1 /

1 =

a1 0.&5 t

a2 0. t/a

2 /

2 =

a2 0. t

E=K

$ a f A >3 B

90? >1?

E=K $

>2?E=K

$

lc! R *

i,H >

E=K n

!?

l! R lc

! + 2 a


lc >1?! R n

! $

l!

>1? R lc! + 2 a

l!

>1? R



1! =

15 a l! 0 a l

!


63/309

13.00 ,,

1'.00 ,,

45.00 1&0.00 o)

lc >2?! R n

! $

l!

>2? R lc! + 2 a

l!

>2? R



2! =

15 a l! 0 a l

!


64/309

"ERI#ICAREA DE DE#ORMA&ILITATE

o)

&5.1 ,,

1&.44 ,,

)/#/ Sectiune

T.S. 0 1 3003.5 3.50 L 1&01&01 000.00

T.S. 1 3 250.'' 3.50 L 1&01&01 000.00

T.S. 3 5250.'' 22.20

L 1&01&01000.00

T.S. 5 250.'' 22.20 L 1&01&01 000.00

T.S. ' 0.00 20&.'0 L 1&01&01 000.00

T.S. ' 11 0.00 2004.40 L 1&01&01 000.00

T.I. 02 3&11.00 4&.'0 L 101015 5500.00

T.I. 24 000.00 0'.0 L 101015 5500.00

T.I. 4 3000.00 30.30 L 101015 5500.00

T.I. & 0.00 0.00 L 101015 5500.00

T.I. &10 0.00 0.00 L 101015 5500.00

T.I. 1012 0.00 0.00 L 101015 5500.00

9 12 2500 00 &' '0 L 10010010 3&40 00

f ,a

fa,

f a,

$ # 350

f a,

$

f ,a $ \ *i [ ni [ li >; [ F2Li?f ,a

$

l i -''. NSLU

E) -/N. A L -'' .


65/309

9 2'50.00 0.00 L 10010010 3&40.00

9 & 0.00 0.00 L 10010010 3&40.00

9' 10 0.00 0.00 L 00 13&2.00

911 12 0.00 0.00 L 00 13&2.00

# 23 4003.00 310.50 L 10010010 3&40.00

# 34 4003.00 14&.'0 L &0&0& 240.00

# 4 420.00 12.0 L &0&0& 13&2.00# 10 0.00 0.00 L 00 13&2.00

# '12 0.00 0.00 L 00 13&2.00

12 [ \


66/309

CALCULUL #OANTEI DE MONTA0

Di'ensionarea i'inarii )e 'onta2 (e tal(a inferioara :

12'2.50 )*

L 12012012 250.00

12.00 ,,

120.00 ,,

14.00 ,,

1''.34 )*

'4.4' )*

5'&.01 )*

&.40 ale/Q

.00 ale/Q

*;

$

*K

$

* ]=;

$ ,in>1=3 *;

*K

?

* ]=; $

F L$ ,,2

tc$

Hc$

t/$ F P30$

F P30$

FP02

$F P02$

Fnec

P31$

Fnec

P31$

Hecli!a

R

Hecli!a

R

Hecli!a

$

tecli!a

R

tecli!a

$

F P31$

O ]$ *

] >F P31 +2 FP30? O

] > f

A B

90?

O ] $ O ] > f A B90 ? $

E=;

>1?$ * ] [ 2 [ F P30 >F P31 + 2 [ FP30?

E=;>1?$

E=;

>2?$ * ] [ F P31 >F P31 + 2 [ FP30?

E=;>2?$

a1 0. t

cP02

a1 /

1 =

a1 0. t

cP30

a2 0. tcP02

a2 /2 =a2 0. t

cP31


67/309

1454.'2 *

103'.23 *

11'.33 ,,

133.33 ,,

l314s 5 l34s 6 78 ''9 se ale,e:

105.00 420.00 o)

2&.2 ,,

2'.2 ,,

5.00 300.00 o)

E=K

$ a f A >3 B

90? >1?

E=K $

>2?E=K

$

lc! R *

i,H >

E=K n

!?

l! R lc

! + 2 a


lc >1?! R n! $l!

>1? R lc! + 2 a

l!

>1? R

Din conditii constructive l s 5 78'':

1! =

15 a l! 0 a l

!

Cordonul de sudura l($) s (de pe eclisa):

lc >2?

! R n! $l!

>2? R lc! + 2 a

l!

>2? R

Din conditii constructive ls * 5mm - se alege: 2

! =

15 a l! 0 a l

!


68/309

Di'ensionarea i'inarii )e 'onta2 (e tal(a su(erioara :

12.01 )*

L 1&01&01 3500.00

13.00 ,,140.00 ,,

14.00 ,,

14'.31 )*

&'3.4 )*

33.2 )*

'.10 ale/Q

.00 ale/Q

124.0& *&31.3& *

*;

$

*K

$

* ]=;

$ ,in>1=3 *;

*K

?

* ]=;

$

F L$ ,,2

tc$H

c$

t/$ F P32$

F P32$

F P01$

F P01$

Fnec

P33$

Fnec

P33$

Hecli!a

Hecli!a

Hecli!a

$

tecli!a

R

tecli!a

$

F P33$

O ]$ *

] >F P33 +2 FP32? O

] > f

A B

90?

O ]$ O

] > f

A B

90? $

E=;

>1?$ * ] [ 2 [ F P30 >F P31 + 2 [ FP30?

E=;>1?$

E=; >2?$ * ] [ F P31 >F P31 + 2 [ FP30? E=; >2?$

a1 0. t

cP02

a1 /

1 =

a1 0. t

cP30

a2 0. t

cP02

a2 /

2 =

a2 0. t

cP31

E=K

$ a f A >3 B

90? >1?

E=K $

>2?E=K

$

lc R * > n ?


69/309

1'.1 ,,

1'1.1 ,,

'0.00 30.00 o)

224.4& ,,

232.4& ,,

0.00 240.00 o)


lc >2?! R n

! $

l!

>2? R lc! + 2 a

l!

>2? R

Din conditii constructive l s 5 78'' - se alege: 2

! =

15 a l! 0 a l!

Cordonul de sudura l(&) s (de pe eclisa):

lc >3?! R n

! $

l!

>3? R lc! + 2 a

l!

>3? R

Din conditii constructive ls * 5mm - se alege: 3

! =

15 a l! 0 a l

!


70/309

SL8

Coef. Val.

1.35 0.3

1.35 0.20

1.35 0.2

1.35 0.2

1.35 0.34

1.50 3.00

4.1

235.00

1.00

1.00

210000.00

30.00

pSL8 $

)*,2

*,,2

*,,2


71/309


72/309

235.00

1.00

210000.00

140.00 ,,

13.00 ,,

42.0 ,,

3'.20 ,,

14.00 ,,

o)

*,,2

*,,2


73/309

0.4'% $


74/309

'1&.0 )*

12.01 )*

8.00 mm

5.00 mm

2.00

420.00 mm


75/309


76/309

235.00

1.00

210000.00

'0.00 ,,

'.00 ,,2.30 ,,

25.40 ,,

14.00 ,,

o)

*,,2

*,,2


77/309


78/309

&.'2 )*

2&.50 )*

10.00 mm

6.00 mm

2.00

410.00 mm

2.00

270.00 mm


79/309


80/309

235.00

1.00

210000.00

0.00 ,,

.00 ,,

1&.20 ,,

1.'0 ,,

14.00 ,,

o)

0.4'

*,,2

*,,2

% $


81/309


82/309


83/309

235.00

1.00210000.00

0.00 ,,

.00 ,,

1&.20 ,,

1.'0 ,,1.00 ,,

o)

*,,2

*,,2


84/309

0.4'% $


85/309

2&.'0 )*

13.& )*

5.00 mm

3.00 mm

2.00

75.00 mm


86/309


87/309

&'. )*

12.3& )*

2.01 0.0 0.32

2.01 0.0 0.23

50&.'1 1.1 1.3'

50&.'1 1.1 1.3'

141.2 2.20 0.00

1412.43 2.50 0.00

33.4 0. 0.&4

42'.3 1.00 2.232

514.2 1.03 1.3&1

0.00 1.0 0.00

0.00 1.'0 0.00

0.00 2.20 0.00

3 35 0 00 0 00

PSLS $

PSL8 $

Ni -/N. ni*

i [ n

i [ l

i

; [ F2Li


88/309

0.00 0.00 0.00

0.00 0.30 0.00

0.00 0.30 0.00

0.00 0.0 0.00

21&.&0 0.1 0.5

104.'2 0.3 0.515

&.&& 0.5' 0.00.00 0.00 0.00

0.00 0.00 0.00

'.22

,,

*i [ n

i [ l

i >; [ F2L

i? $


89/309

103.31 )*

12'2.50 )*

235.001.00

1.00

; $ 210000.00

fu$ 30.00

142.00

20.00

12&.00

20.00 ,,

300.00 ,,

5. ,,

10.00 ,,

3000.00

0.&5 1.0 o)

7.00 mm

5.00 mm

f A $ *,,2

B91

$

B90

$

*,,2

F L tc2

,,2

F

L

1 tc2

,,2

2 >F P02 FP30?

,,2

2>Hc t

c?+ t

/+ 2 [ 15

,,2

.0


90/309

4.00

350.00 mm

2.00

300.00 mm


91/309

2004.40 )*

12.01 )*

235.00

1.00

1.00

; $ 210000.00

fu$ 30.00

2''3.00

3331.00

.00

23&.00 ,,

250.00 ,,

2.0 ,,

10.00 ,,

2500.00

0.4 1.0 o)

6.00 mm

4.00 mm

f A $ *,,2

B91

$

B90

$

*,,2

F L 3 tc2

,,2

F L 1 tc2

,,2

2 >F P01 FP32?

,,2

2>Hc t

c?+ t

/ 2 [ 15

,,2

.0


92/309

4.00

260.00 mm

2.00

210.00 mm


93/309

3.CALCUL RINDA DE RULARE

&.1 Evaluarea incarcarilor: /r.III

1.00 2.00

POD: ;8 tf 7 tf


94/309

B ? 1.40 1.40

3.&5 234.4

&4.24 5&.'

42.&2 2&2.20

102.4' &2.&4

Incarcari normate:

30.40 20.10

11.5& .43

Incarcari de calcul: F

4'.&0 32.'2 >`F?2+>`_F_?2

1.1 11.2'

Pc1 -/N.

Pc -/N.

Pc! -/N.

Pc; -/N.

PnL -/N.

PnT -/N.

PcL -/N.

PcT -/N.


95/309

I"*:/ I * d*!+&,d*#*/ +/,, d* #-/#* /+",*/:/ "/"* +** 4 '#"*

K $ $K $ t$

K $ 1311.34 )* F$

F_$

K $ &3.& )* , >`F?2+>`_F_?2

$ .3& ,

c $ 0.01 ,

c 2 $ 0.01 ,5.4' ,

5.33 )*

55.00 )*

1311.34 )*

I"*:/ II * d*!+&,d*#*/ +/,, d* #-/#* /+",*/:/ 3 '#"*

K $ $

K $ t$

K $ 102'.13 )* F$

F_$

K $ 3222.21 )* , >`F?2+>`_F_?2

$ 3.13 ,

P1 0 + P3 F + P1_ > F_? + P3_ P

1 + P

3 + P

1_ + P

3_

1$

3$

1_ $

K$

3_$

Vi $ 9I

r $

V ] $ 9I

!t $

\ V $

P1 + P

3 > F? + P

1_ 0

P1 + P

3 + P

1_

1$


96/309

c 2 $ 0.&& ,

4.2 ,

5'.'4 )*

432.1' )*

102'.13 )*

1_

$

K$

3_$

Vi $ 9II

r $

V ] $ 9II

!t $

\ V $


97/309

I"*:/ III * d*!+&,d*#*/ +/,, d* #-/#* /+",*/:/ 3 '#"*

K $ $

K $ t$

K $ '43.4' )* F$

F_$

K $ 3&'1.1 )* , >`F?2+>`_F_?2

$ 4.12 ,

c $ 0.&& ,

c 2 $ 0.44 ,

5.'4 ,

434.1' )*

50'.30 )*

'43.4' )*

I"*:/ IV * d*!+&,d*#*/ +/,, d* #-/#* /+",*/:/ 2 '#"* **#/"* d* d-#, d,

K $ $

K $ t$

K $ 1.2& )* F$

F_$

K $ 5&4 4 )* , >`F?2+>`_F_?2

P3 + P

1_ F_ + P

3_ 0

P3 + P

1_+ P

3_

1$

3$

1_

$

K$

3_$

Vi $ 9III

r $

V ] $ 9III

!t $

\ V $

P3 + P

1_ 0

P3 + P

1_


98/309

c $ 0.4' ,

c 2 $ 0.24 ,

5.2 ,

31.04 )*

345.24 )*

1.2& )*

1$

3$

1_

$

K$

3_$

Vi $ 9IV

r $

V ] $ 9IV!t $

\ V $


99/309

I"*:/ V * d*!+&,d*#*/ +/,, d* #-/#* /+",*/:/ 2 '#"***#/"* d* /+*/!, d

K $ $

K $ t$

K $ &&2.' )* F$

F_$

K $ 230.5& )* , >`F?2+>`_F_?2

$ 2.& ,

c $ 2.& ,

c 2 $ 1.34 ,

.&4 ,

54'.23 )*

333.3 )*

&&2.' )*

1425 24 )* ,

n/ $Pc1 -/N.

Pc! -/N.

P1 + P

3 0

P1 + P

3

1$

3$

K$

Vi $ 9V

r $

V ] $ 9V

!t $

\ V $

9,aA $ ,a 9

I= 9

II= 9

III= 9

IV= 9

Vb

9,a $


100/309

1510. )* ,9A $ 9,a

A + 9

6$


101/309

$

t$4.50 )* F$

F_$

K $ 150.35 )* , >`F?2+>`_F_?2

$ 3.23 ,

c $ 1.& ,

c 2 $ 0.'3 ,

4.5 ,

2.1' )*

1'.31 )*

4.50 )*

L $

L $ 4'.&0 )*

&.& Dimensionarea sectiunii transversale a drinzii de rulare:

14'3.2 )* ,

Di'ensionarea ini'ii:

35255.32

35.2 @ $

; $

10.00 mm

'1.&5 ,,

1000.00 mm

Calculul lui M B

:

K T 7 $ P

T + P

T > F? + P

T_ 0

K T $ P T + P T + P T_K

T $

1$

3$

1_

$

K $

Vi $ 9r

7 $

V ] $ 9!t

7 $

\ V $

,a PcL= Pc _

L b

9;

$

f A $

B90

$

D:nec

$ 9: B90

f A$ ,,3 @$f A 235

D:nec

$ 103 ,,3

#ropunem tinima

: "% =

hopti, E $ 1.15 >D:

nec t

E?

hopti, E $

&% =


102/309

100.00

o)

Aria sectiunii inimii:

10000.00

Di'ensionarea tal(ilor:

35255.32

hE t

E $

hE t

E 124 @

FE $ t

E h

EF

E $ ,,2

Dnec

$ 9;

B90

f A$ ,,3


103/309

35.2

15.00 mm

4&'.5'

312.4 ,,

360.00 mm


11.

o)

Moment de inertie in raport cu aa !"!:315.14

&. Verifcarea sectiunii transversale a drinzii de rulare:

"eri+carea in (unctul 1 :

1510. )* ,

L $ 4'.&0 )*

Veri%icarea %i+relor etreme la tensiuni :

215.22

0.'2 1 o)

Dnec

$ 103 ,,3

#ropunem ttalpa

:

tf $>1.2...2.2? t

E"

' =

Ftalpa nec

$ Dnec

hE

hE t

E

Ftalpa nec

$ ,,2

Hf=nec $ Ftalpa nec tf

Hf=nec

$

(' =

Hf R 340 ,,

>Hf t

E 2?t

f$

>Hf t

E 2?t

f 14 @

IAA

$ IAA=i

+Fi 7

iIAA

$ 10 ,,4

71

$

9A $

f

B9

O1

9A $ 9A

71 I

AA$ *,,2

O19A >f A B90? 1O

19A >f

A B

90? $


104/309

'.22

.4

4.50 )*

'00.00

o)231.1&

OL $ L Ff=!

$ *,,2

O $ Fi$ *,,2

$ 97 $

Fi$ t

f [ H

f + t

E [ 15t

E$ ,,2

O19A + OL + O 1.1 KO

19A + OL + O $ *,,2


105/309

25&.50

"eri+carea in (unctul :

1510. )* ,

L $ 4'.&0 )*


215.22

0.'2 1 o)

"eri+carea in (unctul ! :

1510. )* , $

L $ 4'.&0 )*

5.33 )*


20&.'5

0.&' 1 !e veriJca

Verifcarea la %orta taietoare (verifcarea la tensiune tangentiala maima):

1.1 K $ 1.1 [ f A B

90$ *,,2

71

$

9A $

O2

9A $ 9A

72 I

AA$ *,,2

O2

9A >f A B

90? 1

O2

9A >f A B

90? $

73

$

9A $

h!ina

$

V; $

O3

9A $ 9A

73 I

AA$ *,,2

O3

9A >f A B

90? 1

O3

9A >f A B

90? $

M3 (f

A >3 B

90?- 1

M $ V S I


106/309

5.3

0.4& !e veriJca

Verifcarea in punctul critic al sectiunii transversale (legatura dintre inima si talpa):

0.'3 1 !e veriJca

4'.5

S $ 240500.00

S $ 240.50' este momentul static al sectiunii

125.53

0.'3 1 !e veriJca

"eri+carea in (unctul ; :

1510. )* ,

L $ 4'.&0 )*

5.33 )*


20&.'5

0.&' 1 !e veriJca

Verifcarea in punctul critic al sectiunii transversale (legatura dintre inima si talpa):

0.'3 1 !e veriJca

4'.5

M;

N V;

FE

$ M;

$ *,,2

M;

(f A >3 B

90?-$ 1

(O;

>f A B

90?-2 + 3(M

; >f

A B

90 ?-2 1

(O;

>f A B

90?-2 + 3(M

; >f

A B

90 ?-2 $

M;

$ >V;

S? >IAA

tE?

M;

$ *,,2

S $ >Hf [ t

f ? >h

E2 + t

f 2?$

,,3

103 ,,3

Verifcarea la #ma

:

P,a

$ P3$

OcP,a $ P

,a >

[ t

E?$ *,,2

OcP,a (f

A >3 B

90?- 1

OcP,a (f

A >3 B

90?- $

74

$

9A $

V;

$

O4

9A $ 9A

74 I

AA$ *,,2

O4

9A >f A B

90? 1

O4

9A >f A B

90? $

(O;

>f A B

90?-2 + 3(M

; >f

A B

90 ?-2 1

(O;

>f A B

90?-2 + 3(M

; >f

A B

90 ?-2 $

M; $ >V; S? >IAA tE?

M;

$ *,,2


107/309

S $ 240500.00

S $ 240.50

' este momentul static al sectiunii

&.5 Verifcarea la sta+ilitate locala a panoului de inima :!ina Pd

a $

1000.00 ,,

S $ >Hf [ t

f ? >h

E2 + t

f 2?$

,,3

103 ,,3

,ina= hEb $ h

E$


108/309

O $

O $ 24.&

23.3&

(O Ocr

+ MOL=cr

-2 + (M Mcr -2 0.'2

9,e

e IAA

91 $

*,,2 92 $

9,e

$

M $ T,e > tE hE ? T1 $

M $ *,,2 T2 $

T,e

$


109/309

O $ 20&.'5

5.3

O3

9A $ 9A

73 I

AA

M3 $ V

eF

E

*,,2

M $ *,,2


110/309

1&5.&0

% $

% $ 1.25

$

$ 1000.00

B $

B $ 2.43

c $ 2.00

0.31

1.25

B 1.20 1.25

2.00 0.2& 0.31

2.43 0.31

4.00 0.2& 0.33

5860.61

1.25

B 1.20 1.25

2.00 53'0.00 530.00

2.43 5860.61

4.00 5'10.00 33.50

9900.00

1.21

1.20 1.21

'500.00 ''00.00

0.4 0.31

125 53

Mcr $ >1250 + '50 %2?[>t

E ?2 [103

Mcr $ *,,2

,a a= hEb ,ina= h

Eb

,ina= hEb

c [ Hf h

E [ >t

f t

E?3 $

;L< ;

,m,"/ =

a hE $

a hE

k 1 =

a hE $

a hE

k 2 =

a 271 $

/ < 2:1

k 2

OL O $ >O

L O?

li, $

OL$ O

cP,a

O $ *,,2


111/309

O $

O $ 24.&

'33.1

35.0&

0.3

9,e

e IAA

*,,2

Ocr $ )

2[ (t

E>2

7

1?- [ 103

Ocr $ *,,2

OL=cr $ )1 [ (tE a- [ 103

O

L=cr $ *,,2

(O Ocr

+ OLO

L=cr-2 + (M M

cr -2 $

0.'


112/309

&..VEI 2at + 1 + 2tH aH 2a2Ht ? >; I

AA?

9ni $ Pn

i a H t

f 1 $

9n1 $

f 3 $

9n3 $

f 1_ $


113/309

1&.02 ,,

Calculul rigidizarilor:

3.33 ,,

120.00 mm

8.00 ,,

&.00 mm

&.6.VEI


114/309

VEItri/

hri/

? 1.5 K

V,a

>tri/

hri/

? $ *,,2

1.5 K $ 1.5 [ f A B

90$ *,,2

V,a

$

V,a

>gA F? K

I

$ Hri/

3 [ tri/

12

I

$ ,,4

I $ 10

,,4

,,2

i $ I

F

i $

$ h

/r rea7e, i

h/r rea7e,

$

$ g

A $

V,a

>gA F? K

V,a

>gA F? $ *,,2

K $ 1.0 [ f A B

90$ *,,2


115/309


116/309

rului

e pe un Jr al caii e rulare

11000.00 ,,

SL8

Coef. Val.

1.35 2.03

1.35 1.0&

1.35 0.54

1.35 0.41

1.35 0.14

1.35 0.2

1.50 1.20

5.

1 >20 [ nr ? [ > + G

6?

1 10 [ Pn3

6SL8 $


117/309

5.&0 ,,

5.00 ,,

1.3 ,,

11.00 ,,


118/309


119/309

.5 ,

12.5 ,

15.2& )* ,

15.2& )* ,


120/309

.3 ,,

11.00 ,,

5.&0 ,,

5.00 ,,

1.3 ,,

2.11 ,

3.' ,

5.0 ,

10.0 ,

103.0 )* ,

103.0 )* ,

"*

1.3 ,,

11.00 ,,

5.&0 ,,

5.00 ,,

1 3 ,,


121/309

0.54 ,

5.2 ,

.3 ,

11.3 ,

11.4 )* ,

11.4 )* ,


122/309

1.0040&.2

44.24

5.&0 ,,

11.00 ,,

5.&0 ,,

5.00 ,,

1.3 ,,

1.04 ,

.&4 ,

13&.50 )* ,

13&.50 )* ,


123/309


124/309


125/309


126/309

515.00 ,,

235.00

1.00

*,,2


127/309


128/309

515.00 ,,

500.00 ,,

340.00 ,,

130.00 ,,


129/309

42.&2 )*

500.00 ,,


130/309

1250.00 ,,

1000.00 ,,


131/309


132/309


133/309

taHel 3.2.

R 0.&

1.40

0.41

0.4&

taHel 3.4.

1.40

50.00

20.00

taHel 3.3.

1.40

11100.00


134/309

!e veriJca


135/309

4.10 )* ,

210000.00

11.00 ,

1&.33 ,,

1&.02 ,,

!e veriJca

*,,2


136/309

235.00

1.00

*,,2


137/309


138/309


139/309

4.CALCUL STALPULI

t # 2

15.00

# $

t $

a$$

CSK $

A. Incarcari permanente acoperis:

SLS

I+/#+/#* T, V//#* kN C*'. V/.

1.G. P. invelitoare per, 0.15 1.00 0.15

2.G. P. pane+contrav per, 0.20 1.00 0.20

3.G. P. fer,e per, 0.20 1.00 0.20

4.Spatiu tehnic per, 0.20 1.00 0.20

5.Praf inu!trial per, 0.50 1.00 0.50

1.25

9 $ 3.4& )* ,

P $ 1&2.40 )*

2.50 )*

Saferent

$

Saferent

$ ,2

e $

e1 $

e2 $

hGK

$

h!ina

$

li

$

l! $

l12

$

l13

$

l14

$

h11

$

h22

$

h33

$

pSLS $

9 $ P e1

P $ p Saferent

K $ c1 9

K $


140/309

1 1 1&2.40 2.50 0.00

1&2.40 2.50 11.'&

! ! 1&2.40 2.50 14.4

! ! 1&2.40 2.50 22.01

; ; 1&2.40 2.50 3.44

G. Incarcari permanente cale de rulare:

SLS

I+/#+/#* T, V//#* kN C*'. V/.

/p /rina e rulare per, 1.50 1.00 1.50

/p !ina !i prineri per, 0.&0 1.00 0.&0


141/309

/p /rina e franare per, 0.40 1.00 0.40

/p contrav. ori7ontale per, 0.30 1.00 0.30

/p Halu!traa per, 0.10 1.00 0.10

/p /rina !ecunara per, 0.40 1.00 0.40

!patiu tehnic per, 0.20 1.00 0.20

3.0

9 $ 32.5 )* ,

P $ 40.0 )*

2.23 )*

Sectiune * ()*- T ()*- 9 ()* ,-

1 1 0.00 2.23 0.00 0.00 2.23 10.'

! ! 40.0 2.23 12.'2

! ! 40.0 2.23 1'.4

; ; 40.0 2.23 3.0

C. Incarcarea data de zapada: 1.50

1.001.00

% $ 5.00

0.&0 1.20

0.'3 1.40

9 $ 4.20 )* ,

P $ 231.00 )*

3.1 )*

Sectiune * ()*- T ()*- 9 ()* ,-

1 1 231.00 3.1 0.00

231.00 3.1 15.1

! ! 231.00 3.1 1&.33

! ! 231.00 3.1 2.&

pSLS $

9 $ P e2

P $ p t

K $ c1 9

K $

S0.

$

!) $ i ct ce S0. ct $c

e $

0 % 30

1 $ !

)1 $

2 $ 0.& + 0.& %30 2 $ !)2 $

9 $ P e1

P $ !) S

aferent

K $ c1 9

K $


142/309

D. Incarcari verticale mari generate de poduri rulante :

1.20

0.'5

1.30

0.'5

2.00

/r.III

1.00 2.00

Pi $ n

/ [ Pr

i [ B

i B

i $

n/$

Pt $ n

/ [ Pn

t [ B

i B

i $

n/$

Pnt $ 1 >20 [ n

r ? [ > + G

6? nr $


143/309

POD: ;8 tf 18 tf

2'&.& 1'0.3& F$

&.40 4.&& F_$

34.5 22'.14

&3.22 .2 $

11.5& .43 $

14.30 '.1 t$

V =

V = 50.&

4&.5

23.12

? =

? = 1&5.&

115.55

0.23

@ =

@ = 32.'4

21.05

11.&'

9 $ 00.0 )* ,

, $ 14&.3 )* ,

P1 -/N.

P -/N.

P! -/N.

P; -/N.

Pnt -/N.

Pt -/N.

" 1 6 "

V1 $ (P

1 >t F?

V1 $

V2 $ (P_1 >t ?V

2 $

* 1 6 *

v1 $ (P

2 >t F?

v1 $

v2 $ (P_

2 >t ?

v2 $

1 6

1 $ (P

t >t F?

1 $

2 $ (P_

t >t ?

2 $

9 $ V e2

, $ v e2


144/309

41.0' )*

10.1 )*

K $

K $

K $ 25.3 )*

KF $ c

1 9

KF $

K` $ c

1 ,

K`$

KF >KFK`?2

>KF+K

`?2


145/309

Sectiune * ()*- T ()*- 9 ()* ,-

1 1 0.00 25.3 0.00

0.00 25.3 123.01

! ! 50.& 25.3 14&.3

! ! 50.& 25.3 452.0

; ; 50.& 25.3 1'0.&

E. Incarcari verticale mici generate de poduri rulante :

, $ 14&.3 )* ,

K $ 25.3 )*

Sectiune * ()*- T ()*- 9 ()* ,-

1 1 0.00 25.3 0.00 0.00 25.3 123.01

! ! 1&5.& 25.3 14&.3

! ! 1&5.& 25.3 0.01

; ; 1&5.& 25.3 21.3'

@ = 32.'4 )*

15.'5 )*

K K2

.'& )*

Sectiune * ()*- T ()*- 9 ()* ,-

1 1 0.00 .'& 0.00

0.00 .'& 3&.2'

! ! 0.00 24.' 13.32

! ! 0.00 24.' 13.32

; ; 0.00 24.' 311.&0

, $ v e2


146/309

K2

.'& )*

. Incarcari orizontale ( )din %ranarea carucioarelor pe stalpul din aul G:

K` $

K`$


147/309

Sectiune * ()*- T ()*- 9 ()* ,-

1 1 0.00 .'& 0.00

0.00 .'& 3&.2'

! ! 0.00 .'& 4.2

! ! 0.00 .'& 4.2

; ; 0.00 .'& 12.2

K K2

.'& )*

Sectiune * ()*- T ()*- 9 ()* ,-

1 1 0.00 .'& 0.00 0.00 .'& 3&.2'

! ! 0.00 24.' 13.32

! ! 0.00 24.' 13.32

; ; 0.00 24.' 311.&0

K2

.'& )*

Sectiune * ()*- T ()*- 9 ()* ,-

1 1 0.00 .'& 0.00

0.00 .'& 3&.2'

! ! 0.00 .'& 4.2

! ! 0.00 .'& 4.2

; ; 0.00 .'& 12.2

H $

'.20 , a $

5.&0 ,

J. Incarcari orizontale ( )din %ranarea carucioarelor pe stalpul din aul A:

KF $

KF $

I. Incarcari orizontale ( )din %ranarea carucioarelor pe stalpul din aul G:

K` $

K`$

. Incarcari orizontale ( )date de vant: 6ref $

h1 $ l

i 1.00 + 0.2

h1 $

e T.S.

$

h2 $ l! hpana $

h2 $ h

!caun$


148/309

1.2 ,

E>7? $

%: = 0.82

E>7? [ t

9.03 kN7? [ C

p>7? Cp>7? $

kN


149/309

2.05

Cr>7? $

Cr>7? $ 0.&

1.4& ,

C/>7?$ 1 + / [ >2 [ I>7?? / $

C/>7?$ 2.4

I>7? $

I>7? $ 0.23

0.68

7.53 kN2 [ I>7?? / $

2.&&

0.2

0.74

Ce>7? $ C

/>7? [ C

r>7? [ C

t>7? C

t>7? $

Ce>7? $

)r>7

0?2 [ ln> 77

o?2 )

r$

7o$

7 $ 7,a

$ h1+ h

2 + h

3

7 $ 7,a

$

< / (2.5 [ ln( z/z0 )) < =

E>71? $ 6

ref [ C

e>7? [ C

p>7? Cp>7? $

%:1 = kN71? [ t

?2

=

Ce>7

1? $ C

/>7? [ C

r>7? [ C

t>7? C

t>7? $

Ce>7

1? $

Cr>71? $ )

r>7

0?2 [ ln> 77

o?2 )

r$

Cr>71? $ 7

o$

71 $

C/>71?$

C/>71?$

I>71? $ < / (2.5 [ ln( z/z

0 )) < =

I>71? $

E>72? $ 6ref [ Ce>7? [ Cp>7? Cp>7? $ %:

2 = kN


150/309

8.09 kN7

2? $ C

/>7? [ C

r>7? [ C

t>7? C

t>7? $

Ce>7

2? $

Cr>72? $ )

r>7

0?2 [ ln> 77

o?2 )

r$

Cr>72? $ 7o $


151/309

12.10 ,

1 + / [ >2 [ I>7?? / $

2.&

0.25

'.03 )*,.53 )*,

37.44 kN

28.08 kN

.53 )*,

&.0' )*,

2.10 ,

5.40 ,

59.18 kN

44.38 kN

.0' )*

2& )*

72 $ h

1+ h

22

72 $

C/>72?$

C/>72?$

I>72? $ < >2.5 [ ln> 770 ?? < =I>7

2? $

D1 $ >p

v1+p

v2?2 [ >h

3+h

22?

pv1 $p

v2 $

1 =

B1 =

D2 $ >p

v2+p

v3?2 [

2+ p

v3 [

1

pv2

$

pv3

$

1 $ > h

1+ h

22 ? 10.00,

1 $

2

$ > h1

2 + h2

2 ? 1

2 $

2 =

B2 =

KF $ K

1 + D

1

KF $

K1 $ c

2 D

2

K $


152/309

4'.5 )*

21.4' )*

K $

K $

K $ &.2 )*

Sectiune * ()*- T ()*- 9 ()* ,-

1 1 0.00 2'.1 0.00

0.00 2'.1 140.03

! ! 0.00 &&.35 1'.21 ! ! 0.00 &&.35 1'.21

; ; 0.00 &&.35 100.3'

K $ &.2 )*

Sectiune * ()*- T ()*- 9 ()* ,-

1 1 0.00 3.34 0.00

0.00 3.34 14.42

! ! 0.00 &0.2 210.

! ! 0.00 &0.2 210.

; ; 0.00 &0.2 1034.12

0.33

0.2'

5.00

0.305

0.23&

0.0 [9 0.0

K` $ K

2 + D_

1

K` $

K2 $ c

2 D_

2

K2 $

KF >K

`+K

F?2

>KFK

`?2

J. Incarcari orizontale ( )date de vant:

< $ l! $

^ $ a $

n $ Ii I

! $

%2 $ >>n1?[>n1?[2[%3?[>%2<2?[9

K33 $ c1 $


153/309


154/309

11 22

F.Per,anente acoperi! P 1&2.4 1&2.4

`.Per,anente cale e rulare P 0 0

C."apaa V 15&.4 15&.4

#.Verticale ,ari pouri V 0 0

;.Verticale ,ici pouri V 0 0

.jri7ontale pouri !t a F V 0 0

G.jri7ontale pouri !t a ̀ V 0 0

.jri7ontale pouri !t a F V 0 0

I.jri7ontale pouri !t a ̀ V 0 0

.Vant V 0 0

.Vant V 0 0

jKT; TFI;TjFK;

Ca7 e incarcare Tip T ()*- in

11 22

F.Per,anente acoperi! P 2.4 2.4

`.Per,anente cale e rulare P 1.' 1.'

C."apaa V 2.1 2.1

#.Verticale ,ari pouri V 23. 23.

;.Verticale ,ici pouri V 23. 23.

.jri7ontale pouri !t a F V .4 .4

G.jri7ontale pouri !t a ̀ V .4 .4

.jri7ontale pouri !t a F V .4 .4

I.jri7ontale pouri !t a ̀ V .4 .4

.Vant V 2.1 2.1

.Vant V 31.3 31.3

9j9;*T;

Ca7 e incarcare Tip9 ()*- in

11 22

F.Per,anente acoperi! P 0 11.4

`.Per,anente cale e rulare P 0 '.2

C."apaa V 0 '.'

#.Verticale ,ari pouri V 0 112.1

;.Verticale ,ici pouri V 0 112.1

.jri7ontale pouri !t a F V 0 35.1

G.jri7ontale pouri !t a ̀ V 0 35.1


155/309

I.jri7ontale pouri !t a ̀ V 0 35.1

.Vant V 0 121.4

.Vant V 0 14&.&

1.Evaluarea solicitorilor pentru calculul sectiunilor curente ale tronsoanelor stalpului:

'ectiunea 1"1

1.35 Pi + 1.5 V + 1.05 Vi

*,a

=9aferent


156/309

4&3.&4 )*

0.00 )*,

'ectiunea $"$

4&3.&4 )*

1.&2 )*,

3.&3 )*,

412.5 )*

34.40 )* ,

.2 )*

'ectiunea &"&

42.51 )*

1&'.14 )* ,

42.51 )*

*11

$ 1.35 [ > *F+ *

`? + 1.5 [*

C

*11

$

911

$ 1.35 [ > 9F+ 9

`? + 1.5 [9

C

911

$

*,a

=9aferent

*22

$ 1.35 [ > *F+ *

`? + 1.5 [*

C

*22

$

922

$ 1.35 [ > 9F+ 9

`? + 1.5 [9

C

922

$

V22

$ 1.35 [ > VF+ V

`? + 1.5 V

C

V22

$

9,a

=*aferent

*22

$ 1.35 [ > *F+ *

`? + 1.5 [*

+ 1.05 [ > *

C + *

+ *

# ?

*22

$

922

$ 1.35 [ > 9F+ 9

`? + 1.5 [9

+ 1.05 [ > 9

C + 9

+ 9

# ?

922

$

V22

$ 1.35 [ > VF+ V

`? + 1.5 [V

+ 1.05 [ > V

C + V

+ V

# ?

V22

$

*,a

=9aferent

*33

$ 1.35 [ > *F+ *

`? + 1.5 [*

#+ 1.05 [ *

C

*33

$

933

$ 1.35 [ > 9F+ 9

`? + 1.5 [9

#+ 1.05 [ 9

C

933

$

9,a

=*aferent

*33

$ 1.35 [ > *F+ *

`? + 1.5 [*

#+ 1.05 [ > *

C + *

I + *

?

*33

$


157/309

424. )* ,

'ectiunea &K"&K

1541. )*

31. )* ,

933

$

*,a

=9aferent

*33

$ 1.35 [ > *F+ *

`? + 1.5 [*

#+ 1.05 [ *

C

*33 $

933

$ 1.35 [ > 9F+ 9

`? + 1.5 [9

#+ 1.05 [ 9

C

933

$


158/309

1541. )*

&35.' )* ,

'ectiunea "

1541. )*

2''.33 )* ,

4'.10 )*

1&3.5 )* ,

1'.4 )*

1451.'1 )* ,

9,a

=*aferent

*33

$ 1.35 [ > *F+ *

`? + 1.5 [*

#+ 1.05 [ > *

C + *

I + *

?

*33

$

933

$ 1.35 [ > 9F+ 9

`? + 1.5 [9

#+ 1.05 [ > 9

C + 9

I + 9

?

933

$

*,a

=9aferent

*33

$ 1.35 [ > *F+ *

`? + 1.5 [*

#+ 1.05 [ *

C

*33

$

933

$ 1.35 [ > 9F+ 9

`? + 1.5 [9

#+ 1.05 [ 9

C

933 $

9,a

=*aferent

*33

$ 1.35 [ > *F+ *

`? + 1.5 [*

+ 1.05 [ > *

C + *

; + *

?

*33

$

933

$ 1.35 [ > 9F+ 9

`? + 1.5 [9

+ 1.05 [ > 9

C + 9

; + 9

?

933

$

*,in

=9aferent

*33

$ 0.' [ > *F+ *

`?+ 1.5 *

*33

$

933

$ 0.' [ > 9F+ 9

`?+ 1.5 9

933

$


159/309


160/309


161/309


162/309

$. Dimensionarea sectiunii tornsonului superior

120.00

30.00 ,

11.00 , 5.&0

2.50 ,1.00 ,

1000.00 ,,

200.00 ,,

&00.00 ,, propune, Q

1.00 ,

0.13 ,

10.00 ,

10.20 ,

5.&0 , 52.

7$lf7i7$ 10'.'3

4.&0 ,

5.&0 , Verifcarea supletii talpii:

1.00 ,

H_$

1.00 , 10.50

10.& ,

'.& , &. Dimensionarea sectiunii tornsonului in%erior

SL8

C*'. V/.

1.35 0.20

1.35 0.2

1.35 0.2

1.35 0.2

1.35 0.&

1.'

propune, Q

7 $ l

f7 i

7

a,

a,

$

lf7 $ l

! $

hE$

tE$

Hf $

tf $

i7 $ I

7F $

H_f t 15

H_f $ >H

ft

E? 2

H_f t $

pSL8 $

hE$

tE$


163/309

'.&3

r $ 43[H H[$ 1.'&

! $ 1 H H[$ 4.05

1.54

propune, Q

SL8

C*'. V/.

1.35 2.03

1.35 1.0&

$ .5 [ 9A >h

E[ *?$

< $ >r+r212[! ?$

t1$

<1=

H1

nec $ 1+<1?[>t

E[h

E? 2 t

1 $

H1$


164/309

1.35 0.54

1.35 0.41

1.35 0.14

1.35 0.54 propune,Q

1.35 0.2

5.00

igidizari

Veirifcarea supletii

24&.00

.Verifcarea sectiunilor transversale propuse pe

.1.?ronsonul superior

A%I(oteFa I

*$ 533.'

3.4'

0.00

1.&&

Verificare de rezistenta

42.24

Verificare de stabilitate generala

t2$

pSL8 $ H2nec$>UA[*K)B91? + )AA*

;>U

7[*

K)B

91? + )

7A


165/309

2'0.40

&1.42

32'.22

1400.00

52.&5

0.5

'3.'1

0.2

0.&

*K)

$F[f A$

9K)

$DA[f

A$

UA$1>g

A+>g

A2λ

y2??

gA$0.5[ >1+%

A>λ

y0.2 ?+λ

y2?

%A$

iA$IAF$

lfA$

A$

λy$

1$ W[;fA$

gA$

UA$


166/309

5.&0 ,,

5.00 ,,

>`F?2+>`_F_?2

1.3 ,, 52.

11.00 ,,

5&00.00

10'.'3

)* 1.1

'3.'1

1.42

)* 0.45

)*

)* 3.03

0.

'3.'1

)* 0.'00.

)*

)*

)*

)*

U7$1>g

7+>g

72λ

z2??

g7$0.5[ >1+%

7>λ

z0.2 ?+λ

z2?

%7$

i7$I

7F$

lf7$

7$

λz$

1$ W[;fA$

P3 t - t g7$

U7$

P_3 >tF_? - tU

LT$1>g

LT+>g

LT2λ

LT2??

gLT$0.5[ >1+%

LT>λ

LT0.2 ?+λ

LT2?

%LT$

LT$

λLT

$

P4 t - t

1$ W[;fA$

gLT$U

LT$

P_4 >tF_? - t

)AA

$C,A

[>1+0.[*;

>UA[*

K)B

91??$

C,A

$

)7A

$0.&[)AA

$

*;

>UA[*

K)B

91? +

*;

>U7

[*K)

B91

? +

Pt t - t

P_t >tF_? - t


167/309

&%I(oteFa II

*$ 2'.1'

45.1'

0.00

1.&&

Verificare de rezistenta

23.5


9A33$

9A11$

C1$

*F+9ADA$


168/309

2'0.40

&1.42

32'.22

1400.00

52.&5

0.5'3.'1

0.0

0.'0

52.

5&00.00

10'.'3

1.1

'3.'1

1.35

0.4'

3.03

0.

'3.'1

0 '0

*;

>UA[*

K)B

91? + )

AA

*;

>U7[*

K)B

91? + )

7A

*K)

$F[f A$

9K)

$DA[f

A$

UA$1>g

A+>g

A2λ

y2??

gA$0.5[ >1+%

A>λ

y0.2 ?+λ

y2?

%A$

iA$I

AF$

lfA$

A$

λy$

1$ W[;fA$

gA$

UA$

U7$1>g

7+>g

72λ

z2??

g7$0.5[ >1+%

7>λ

z0.2 ?+λ

z2?

%7$i7$I

7F$

lf7$

7$

λz$

1$ W[;fA$

g7$

U7$

ULT$1>g

LT+>g

LT2λ

LT2??

gLT$0.5[ >1+%

LT>λ

LT0.2 ?+λ

LT2?

%LT$

LT$

λLT

$

1$ W[;fA$

g $


169/309


170/309


171/309

51.23

0.&0 25500.00

4'.30

0.52

'3.'1

UA$1>g

A+>g

A2λ

y2??

gA$0.5[ >1+%

A>λ

y0.2 ?+λ

y2?

%A$

iA$I

AF$

lfA$

A$λ

y$

1$ W[;fA$


172/309

0.'

1.00 0.&

0.22

0.30

102.42

10200.00

3.50 ''.5'

1.0

'3.'1

2.35 1.2

0.51

0.&0

4&.1

0.521.00 '3.'1

0.

0.

0.22

0.30

3.50

2.35

&%I(oteFa II

0.&0

gA$

UA$

U7$1>g

7+>g

72λ

z2??

g7$0.5[ >1+%

7>λ

z0.2 ?+λ

z2?

%7$i7$I

7F$

lf7$

7$

λz$

1$ W[;fA$

g7$

U7$

ULT$1>g

LT+>g

LT2λ

LT2??

gLT$0.5[ >1+%

LT>λ

LT0.2 ?+λ

LT2?

%LT$

LT$

λLT

$

1$ W[;fA$

gLT$

ULT$

)AA

$C,A

[>1+0.[*;

>UA[*

K)B

91??$

C,A

$

)7A

$0.&[)AA

$

*;>UA[*K)B91? +

*;

>U7[*

K)B

91? +


173/309

1.00 *$ 1051.

1'0&.'5

'0.&5

0.22 2.5

0.30 Verificare de rezistenta

32.3

9A44$

9A3_3_$

C1$

*F+9AD

A$


174/309


3.50

2.35 0.40

30&1.12

51.23

3000.005'.1

0.3

'3.'1

0.

0.&2

102.42

10200.00

''.5'

1.0

'3.'1

1.2

0.51

4'.'

0 53

*;

>UA[*

K)B

91? + )

AA

*;

>U7[*

K)B

91? + )

7A

*K)$F[f A$9

K)$D

A[f

A$

UA$1>g

A+>g

A2λ

y2??

gA$0.5[ >1+%

A>λ

y0.2 ?+λ

y2?

%A$

iA$I

AF$

lfA$

A$

λy$

1$ W[;fA$

gA$

UA$

U7$1>g7+>g72

λz2

??g

7$0.5[ >1+%

7>λ

z0.2 ?+λ

z2?

%7$

i7$I

7F$

lf7$

7$

λz$

1

$ W[;fA$g

7$

U7$

ULT$1>g

LT+>g

LT2λ

LT2??

gLT$0.5[ >1+%

LT>λ

LT0.2 ?+λ

LT2?

%LT$

LT$

λ $


175/309


176/309

5'.1

0.3

'3.'1

0.4

0.&&

e/i!trata in !ectiunea

A$

λy$

1$ W[;fA$

gA$

UA$

U7$1>g

7+>g

72λ

z2??

g7$0.5[ >1+%

7>λ

z0.2 ?+λ

z2?

%7$


177/309

33 3_3_ 44 102.42

1&2.4 1&2.4 1&2.4

3 3 3 10200.00

15&.4 15&.4 15&.4 ''.5'

0 1'.5 1'.5 1.0

0 1. 1. '3.'1

0 0 0 1.21

0 0 0 0.5

0 0 0

0 0 0

0 0 0

0 0 0

4&.1

e/i!trata in !ectiunea 0.52

33 3_3_ 44 '3.'1

2.4 2.4 2.4 0.

1.' 1.' 1.' 0.

2.1 2.1 2.1

23. 23. 23.

23. 23. 23.

24.2 24.2 24.2

.4 .4 .4

24.2 24.2 24.2

.4 .4 .4

&0 &0 &0

1. 1. 1.

&.VeriJcarea e re7i!tenta in reptul /olului e t

e/i!trata in !ectiunea

33 3_3_ 44

13.' 22. 1.'

11.3 1&.3 1.5

12.1 1'. 1.

13.' 43&. 1'&

13.' 5.2 235.5

'. '. 23.1

42.& 42.& 11&.2

i7$I

7F$

lf7$

7$

λz$

1$ W[;fA$

g7$

U7$

ULT$1>g

LT+>g

LT2λ

LT2??

gLT$0.5[ >1+%

LT>λ

LT0.2 ?+λ

LT2?

%LT$

LT$

λLT

$

1$ W[;fA$

gLT$

ULT$

)AA

$C,A

[>1+0.[*;

>UA[*

K)B

91??$

C,A

$

)7A $0.&[)AA$

*;

>UA[*

K)B

91? +

*;

>U7[*

K)B

91? +


178/309


179/309

A%I(oteFa 1

*$ 4&3.&4

9$ 2.'2

V$ .45

34.44

.25

5.&4

4.52

&%I(oteFa

*$ 24.24

9$ 34.4

V$ &.&3

1.53

&3.

1.31

12.0

5. Calculul +azei stalpului

5.1 Dimensionarea +uloanelor

A%I(oteFa 1 *$

9$

O*$*>2[F

r?$

O9$9>h

l [F

r?$

OV$V [h

/ol>4 [D

1r?$

O* + O

9 + O

V 1

O*$*>2[F

r?$

O9$9>h

l [F

r?$

OV$V [h

/ol>4 [D

1r?$

O* + O

9 + O

V 1


180/309

524.0

2&0.00

54.&&

$ 5.0054.2

*H$ 1 n

i:>9 h+ *2?

*H$

*H=K

$ F![K

fH

KfH $

nec

$

*H=K

$


181/309

&%I(oteFa *$

9$

'31.0

2&0.00

3.11

$ '5.00

152.0&

C%I(oteFa ! *$

9$

'4'.02

2&0.00

3.&1

$ .00

100.13

5.$. Dimensionarea inaltimii traversei

A%I(oteFa 1

*$ 1051.

9$ 1'0&.'5

2100.&&

.00

154.00501.22

*H$ 1 n

i:>9 h+ *2?

*H$

*H=K

$ F![K

fH

KfH $

nec

$

*H=K

$

*H$ 1 n

i:>9 h+ *2?

*H$

*H=K

$ F![K

fH

KfH $

nec

$

*H=K

$

*r$9h+*2

*r$

hrnec$*

r>4[a

!:K

f s?+2[a

!

a!$

Kf s

$h

rnec$

h


182/309

&%I(oteFa

*$ 122.3

9$ 2'2.2

1&30.54

.00

154.00

43&.52

440.00

C%I(oteFa !

*$ 2&2.15

9$ 241.4&

*r$9h+*2*

r$

hrnec$*

r>4[a

!:K

f s?+2[a

!

a!$

Kf s$

hrnec$

hr$

*r$9h+*2


183/309

21&0.25

.00

154.00

51'.2

520.00

5.3 #i,en!ionarea placii e Ha7a a !talpului

F$

`$

220.00

4321&.03

1' 45

*r$

hrnec$*

r>4[a

!:K

f s?+2[a

!

a!$

Kf s$

hrnec$

hr$

OH$ 1.1[*

r>F[`?

KH$ f

c$

OH$

>** + *9?>F[`? f c>*

*+ *

9?>F[`? $

91$ % [ O

H[ a2 [ 1,

91$

92$ 0.5 [ O

H[ H

12 [

92$

93$

9 $ ,a>91=9

2=9

3?$

D 9f


184/309

34.33

t$ 40.00

tnec

$


185/309

,

&00.00 ,, F$ 1240.00

&.00 ,,

20.00 ,, 351&133.33

12.00 ,, 35.1'

,,

120 !e veriJca

12.00 ,,

15 !e veriJca

235.00

1.00

1'0&.'5 )*,

1051. )*

1200.00 ,,

&.00 ,,

,,2

I7$ ,,4

I7$ [ 10 ,,4

f A

$ *,,2

B90

$

944

$

*44

$


186/309


187/309

20.00 ,,

12.00 ,,

5.4 ,,

1&0.00 ,,

propunem: 120.00 ,,

10.00 ,,

12.00 15 !e veriJca

!e veriJca500.00 ,,

ntru cele doua tronsoane de stalp

F$ 1240.00

13''&4&53.33

13'.'&35.1'

32'.22 ,,

52. ,,

3325205.'5

5.&0

43053.33

)* 235.00

)*, 1.00

)*, 1.00

; $ 210000.00

G$ &1000.00

*,,2 !e veri

proiect metal iii calcul cadru transversal

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