Download - 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
Verifcare supletii talpii:
'.13
o)
Ftalpa nec
$ ,,2
Hf=nec
$ Ftalpa nec
tf S2
Hf=nec
$
(' S2 =
>Hf tE 2?tf $>H
f t
E 2?t
f 14 @
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Moment de inertie in raport cu aa !"!:
'1.20
DIMENSIONAREA TALPII DIN SECŢIUNEA S!:
104'&.03
10.50
8.00 mm
1510.'5
1&&.& ,,
200.00 mm
Verifcare supletii talpii:
12.25
o)
Moment de inertie in raport cu aa !"!:
11.&4
"ERI#ICARI DE RE$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 ",'
=
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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
$,in>1=3 *;
*K
? *i,H
!up$
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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
!
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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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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
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< $ 0.041
< $ 0.0&'
< $ 0.1053
% $ 0.5000
% $ 0.250
% $ 0.520
21.5,? + 9S3;
>20.3t?
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235.00
1.00
1.00
210000.00
*,,2
*,,2
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235.00
1.00
*,,2
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235.00
1.00
235.00
1.00
235.00
1.00
*,,2
*,,2
*,,2
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235.00
1.00
.'1 )* ,
210000.00
11.00 ,
55.00 ,,
*,,2
*,,2
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3&.'4 ,,
!e veriJca
34.&5 ,,
!e veriJca
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235.00
1.00
143.47
3.00 ,,
10.00 mm
8.00 mm
*,,2
kN m
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5.50 mm
5.50 mm
1.25
0.&0
300.00 mm
B92
$
<E $
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290.00 mm
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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 $
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220.00 mm
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230.00 mm
0.001
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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 $
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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
$
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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 $
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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
!
-
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24.4 ,,
25.4 ,,
5.00 300.00 o)
lc >2?! R n
! $
l!
>2? R lc! + 2 a
l!
>2? R
Din conditii constructive ls * 5mm> l
s * +, unde +este grosimea talpii panei - se alege:
2! =
15 a l! 0 a l
!
-
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Tal(a inferioara
103.31 )*
#ropun : L 12012012
1550.00
3100.00
?alpa in%erioara se verifca la vi+rare ast%el :
Multiplicatorul lungimii de am+a/:
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 ,,
'e calculeaza zveltetile relative:
'1.5& ,,31&.4 ,,
31&.4 ,,
Verifcarea de zveltete:
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/ =
-
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2&.50 )*
103.31 )*
1.42 1 na!ol
*;
*K
1
*K
$
*;
$
*;
*H.K
$
-
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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
Din conditii constructive ls * 5mm> l
s * +, unde +este grosimea talpii panei - se alege:
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
Din conditii constructive ls * 5mm> l
s * +, unde +este grosimea talpii panei - se alege:
2! =
15 a l! 0 a l
!
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M"/" M 12
12.3& )**; $
*H.K
$ U F f A B
91
*;
*H.K
1
-
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#ropun :
L 10010010 1'20.00
3&40.00
Multiplicatorul lungimii de am+a/:
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 ,,
'e calculeaza zveltetile relative:
&0.00 ,,
0.5& ,,
&0.00 ,,
Verifcarea de zveltete:
150.00 ,,
&0.00 ,, 150.00
Coefcientul de zveltete relativa:
'3.'1 ,,
$ 0.&5 ,,
'e alege a ; %actor de imper%ectiune, corespunzator cur+elor de am+a/(cur+a C):
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?
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5&.21 )*
12.3& )*0.22 1 !e veriJca
'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 $
-
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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
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
!
Cordonul de sudura l($) s :
lc >2?! R n
! $
l!
>2? R lc! + 2 a
l!
>2? R
Din conditii constructive ls * 5mm> l
s * +, unde +este grosimea talpii panei - se alege:
2! =
15 a l! 0 a l
!
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M"/" M 910
2&.'0 )*
#ropun :
L 00
'1.00
13&2.00
Multiplicatorul lungimii de am+a/:
0.&01.00 ; $
0ungimea de am+a/: 220.00 ,,
20'.00 ,,
220.00 ,, H$
t$
aze de giratie:
e $1&.20 ,,
30.&4 ,,
'e calculeaza zveltetile relative:
115.1 ,,
&4.'5 ,,
115.1 ,,
Verifcarea de zveltete:
150.00 ,,
115.1 ,, 150.00
Coefcientul de zveltete relativa:
*;
$
*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
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$ 1.23 ,,
'e alege a ; %actor de imper%ectiune, corespunzator cur+elor de am+a/(cur+a C):
1.50
Z 0=2? +2Y X $
U $ 1 >X X2 2?
U $
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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)
'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/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
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
!
-
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13.00 ,,
1'.00 ,,
45.00 1&0.00 o)
lc >2?! R n
! $
l!
>2? R lc! + 2 a
l!
>2? R
Din conditii constructive ls * 5mm> l
s * +, unde +este grosimea talpii panei - se alege:
2! =
15 a l! 0 a l
!
-
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"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 -'' .
-
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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 [ \
-
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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
-
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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
Cordonul de sudura l(1) s :
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
!
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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 ?
-
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1'.1 ,,
1'1.1 ,,
'0.00 30.00 o)
224.4& ,,
232.4& ,,
0.00 240.00 o)
Cordonul de sudura l($) s :
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
!
-
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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
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-
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235.00
1.00
210000.00
140.00 ,,
13.00 ,,
42.0 ,,
3'.20 ,,
14.00 ,,
o)
*,,2
*,,2
-
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0.4'% $
-
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74/309
'1&.0 )*
12.01 )*
8.00 mm
5.00 mm
2.00
420.00 mm
-
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-
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235.00
1.00
210000.00
'0.00 ,,
'.00 ,,2.30 ,,
25.40 ,,
14.00 ,,
o)
*,,2
*,,2
-
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-
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&.'2 )*
2&.50 )*
10.00 mm
6.00 mm
2.00
410.00 mm
2.00
270.00 mm
-
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-
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80/309
235.00
1.00
210000.00
0.00 ,,
.00 ,,
1&.20 ,,
1.'0 ,,
14.00 ,,
o)
0.4'
*,,2
*,,2
% $
-
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81/309
-
8/19/2019 Proiect Metal III Calcul cadru transversal
82/309
-
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235.00
1.00210000.00
0.00 ,,
.00 ,,
1&.20 ,,
1.'0 ,,1.00 ,,
o)
*,,2
*,,2
-
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0.4'% $
-
8/19/2019 Proiect Metal III Calcul cadru transversal
85/309
2&.'0 )*
13.& )*
5.00 mm
3.00 mm
2.00
75.00 mm
-
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86/309
-
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&'. )*
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
-
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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? $
-
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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
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4.00
350.00 mm
2.00
300.00 mm
-
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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
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4.00
260.00 mm
2.00
210.00 mm
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3.CALCUL RINDA DE RULARE
&.1 Evaluarea incarcarilor: /r.III
1.00 2.00
POD: ;8 tf 7 tf
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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.
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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$
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c 2 $ 0.&& ,
4.2 ,
5'.'4 )*
432.1' )*
102'.13 )*
1_
$
K$
3_$
Vi $ 9II
r $
V ] $ 9II
!t $
\ V $
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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_
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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 $
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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 $
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1510. )* ,9A $ 9,a
A + 9
6$
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$
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 $
&% =
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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
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35.2
15.00 mm
4&'.5'
312.4 ,,
360.00 mm
Verifcare supletii talpii:
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? $
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'.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
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25&.50
"eri+carea in (unctul :
1510. )* ,
L $ 4'.&0 )*
Veri%icarea %i+relor etreme la tensiuni :
215.22
0.'2 1 o)
"eri+carea in (unctul ! :
1510. )* , $
L $ 4'.&0 )*
5.33 )*
Veri%icarea %i+relor etreme la tensiuni :
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
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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 )*
Veri%icarea %i+relor etreme la tensiuni :
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
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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$
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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
$
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O $ 20&.'5
5.3
O3
9A $ 9A
73 I
AA
M3 $ V
eF
E
*,,2
M $ *,,2
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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
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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.'
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&..VEI 2at + 1 + 2tH aH 2a2Ht ? >; I
AA?
9ni $ Pn
i a H t
f 1 $
9n1 $
f 3 $
9n3 $
f 1_ $
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1&.02 ,,
Calculul rigidizarilor:
3.33 ,,
120.00 mm
8.00 ,,
&.00 mm
&.6.VEI
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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
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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 $
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5.&0 ,,
5.00 ,,
1.3 ,,
11.00 ,,
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.5 ,
12.5 ,
15.2& )* ,
15.2& )* ,
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.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 ,,
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0.54 ,
5.2 ,
.3 ,
11.3 ,
11.4 )* ,
11.4 )* ,
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1.0040&.2
44.24
5.&0 ,,
11.00 ,,
5.&0 ,,
5.00 ,,
1.3 ,,
1.04 ,
.&4 ,
13&.50 )* ,
13&.50 )* ,
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-
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515.00 ,,
235.00
1.00
*,,2
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515.00 ,,
500.00 ,,
340.00 ,,
130.00 ,,
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42.&2 )*
500.00 ,,
-
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1250.00 ,,
1000.00 ,,
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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
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!e veriJca
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4.10 )* ,
210000.00
11.00 ,
1&.33 ,,
1&.02 ,,
!e veriJca
*,,2
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235.00
1.00
*,,2
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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 $
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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
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/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 $
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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 $
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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
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41.0' )*
10.1 )*
K $
K $
K $ 25.3 )*
KF $ c
1 9
KF $
K` $ c
1 ,
K`$
KF >KFK`?2
>KF+K
`?2
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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
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K2
.'& )*
. Incarcari orizontale ( )din %ranarea carucioarelor pe stalpul din aul G:
K` $
K`$
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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$
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1.2 ,
E>7? $
%: = 0.82
E>7? [ t
9.03 kN7? [ C
p>7? Cp>7? $
kN
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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
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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 $
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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 $
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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 $
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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
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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
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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
$
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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
$
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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
$
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$. Dimensionarea sectiunii tornsonului superior
120.00
30.00 ,
11.00 , 5.&0
2.50 ,1.00 ,
1000.00 ,,
200.00 ,,
&00.00 ,, propune, Q
1.00 ,
0.13 ,
10.00 ,
10.20 ,
5.&0 , 52.
7$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$
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'.&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$
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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
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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$
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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
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&%I(oteFa II
*$ 2'.1'
45.1'
0.00
1.&&
Verificare de rezistenta
23.5
Verificare de stabilitate generala
9A33$
9A11$
C1$
*F+9ADA$
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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 $
-
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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$
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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? +
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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$
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Verificare de stabilitate generala
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 $
-
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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$0.5[ >1+%
7>λ
z0.2 ?+λ
z2?
%7$
-
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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$0.5[ >1+%
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LT0.2 ?+λ
LT2?
%LT$
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? +
-
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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
-
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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
$
-
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&%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
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&%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$9h+*2
-
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21&0.25
.00
154.00
51'.2
520.00
5.3 #i,en!ionarea placii e Ha7a a !talpului
F$
`$
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$
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*+ *
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
-
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34.33
t$ 40.00
tnec
$
-
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,
&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
$
-
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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