Double Girder Box Type Eot Crane Design v2.0

SI 2 6 . 88

General Input Length, L Fy !"0 !#e$tro%es '##ow(b#e she(r stress +nbr($e% Length Meor +nbr($e% Length Minor Sin$e the $omression :(nge $(rries ( niform #o(%, (ssme th(t it is restr(ine% (g(inst rot(tion. M(-imm Moment M(-imm She(r ' (3

Selection of the Web Plate 4e$ommen%e% height of *eb Proi%e% height of *eb Fin(# height of *eb, hw h

b3

htw ;

htw So tw $3

FPS 8 8 .2 0 50

ft ksi

2) 8 8 . 20 88 . 20

ksi ft ft

56/0 2 50

k k ft 1i 

".5 ft .5) ft ".5 ft

2/2." in 0.6 in

For For $#o $#ose se#y #y s($ s($e% e% sti9n sti9ner er

htw So tw Fin(# thi$kness of *eb %3

L)2

m

hw tw

282.8/ in 0.) in 0.50 in 88.20 in 0 .5 0 i n

Member Dimension Hw, h 200 &w, tw 25 * f , wf 2000 &f, tf )2

74 74 74

88.20 ))/.)" 88.20

'web htw '##ow(b#e ben%ing stress Fb

0.6 Fy

// . ) 0 i n 2 )"6./0 0 ksi

$he$k if re%$tion of the (##ow(b#e ben%ing stress

hwtw So '##ow(b#e ben%ing stress mst be re%$e% Fb < 0.6 Fy

4e%$e% (##ow(b#e ben%ing stress, Fb=

B

)".)8 ) "6 . /0

0 ksi

2". ksi

Sele Select ctio ion n of of Fla Flang nge e Pla Plate tes s

'f < bf>tf &he minimm :(nge thi$kness in or%er or%er to reent reent :(nge #o$(# b$k#ing b$k#ing is

20.) in2

1$

0.8 ? htw

tf So bf < 'ftf

C

@ "0 i.e

).)) bt se )8.20 bt se

).)2 in 20.00 in

in in in in

ft ft ft ft

Design Design for bendin bending g stres stress, s, Mom Moment ent of Inerti Inertia a Fin(# Se$tion Dimention

I, Moment of Inerti( S, Se$tion Mo%#s r& htw

M) M2 M)M2

*eb h *eb t F#(nge w F#(nge t

88.20 0 .5 0 20.00 ) .) 2 )/52.6 25".8 5 .0 )"6./0

/600 kft 56/0 kft 0.82

i n/ i n in

" . 5 0.0/ ) . 6" 0 .0 

)"6./0

Ab Bt m(- (#e is 2. So Ab

2.8) 2.

L #r&

fb Fb=

D

Intermediate stieners

'

58/SC4& Fy 80SC4& Fy htw So F Dee#oe% She(r Stress So Interme%i(te Sti9eners (re reire%

"".50 5."/ )"6./0 2.6" 250

88.20 2)).2/ 68.50 )5.)"

ft

20."" 2". 7k

ksi ksi

B B.)

Fin% the #o$(tion of the Erst sti9ener from e($h en%. 't Left

4( 'w f Sbstitte for F < f

A 1 So (h So ( B.2

't 4ight S(me (s Left

B.

Interme%i(te Sti9ner

( m(roi%e ( B./

f (h k A

250 ki 88.20 in2 2.8 ksi

0.)6



5.66 )." )5".8 in



0.8 71

./

)).6) in 85 in 2.8 0.6 ."5 0.28



) 71



0.8 71

F

!

@

2.8 71

Chec combined shear and bending in the !eb" f Fb fb

!

)2.66

2.8 ".) 20.5/ Fb@fb

ksi ksi ksi 71

Si#e of Stiner

'st G&ot(# (re( of ( (ir of sti9ner3 ).05 in2 'st G're( of ( sing#e sti9ner3 0.52 in2 !($h sti9ener sho#% be $he$ke% for the b$k#ing reirement bs>ts bsts So, bs ts bt roi%e% ts

0.52 ).// ).// 0.20 in 0.2 in

>

ts

.68 in/

bs Bt roi%e% bs Ist

2.65 in 6.8 in )0."

@

.68 71

mm mm mm mm

in in in

))/.)" 0.8 "8."/ 0./"

in in in in

2205 mm 285/ mm 2205 mm

.5) 0.08 6.56 0.0/

ft ft ft ft



b3

htw ;

SI ."0

L)2

htw So tw $3

For $#ose#y s($e% sti9ner


hw tw 'web htw '##ow(b#e ben%ing stress Fb


hwtw So '##ow(b#e ben%ing stress mst be re%$e%

0.6 Fy

m

Fb < 0.6 Fy


B

Selection of Flange Plates

'f < bf>tf &he minimm :(nge thi$kness in or%er to reent :(nge #o$(# b$k#ing is

1$

tf So bf < 'ftf

C

Design for bending stress, Moment of Inertia Fin(# Se$tion Dimention


M)


))0.5" 0./0 /0.00 ).00 6/)). 60/). )0.6 2"6./2

500

M2 M)M2

568 0.0


).85 ).85

L #r&

))0.5" )25.05 6).6 )".20

fb Fb=

D


'


B B.)

)).20 2/.) 7k

"".50 5."/ 2"6./2 ).0 8/


4( 'w f

8/ ki 88./6 in2 0.5 ksi

Sbstitte for F < f

A 1 So (h So ( B.2


B.


B./

!



/.66 2.8/ )/.50 in



( m(roi%e (

".82 in 85 in

f (h k A

0.5 0."" ).0/ 0.)5

F

)2."5

 

@


!

0.05

Si#e of Stiner

0.5 . )).)2 Fb@fb

ksi ksi ksi 71

'st G&ot(# (re( of ( (ir of sti9ner3 0./2 in2 'st G're( of ( sing#e sti9ner3 0.2) in2 !($h sti9ener sho#% be $he$ke% for the b$k#ing reirement bs>ts bsts So, bs ts bt roi%e% ts

0.2) ).// ).// 0.)2 in 0.2 in

>

2.) in/


h)

).68 in 6.8 in .5

)08." in



FPS ))0.5" 50

ft ksi

2) ))0.5" ))0.5"

ksi ft ft

568 8/

kft 1i

.2) ft .5" ft .2) ft

2/2." in 0./6 in

282.8/ in 0. in 0./0 in ))0.5" 0./0 //.2 2"6./2 0

)".)8 2"6./2

in in in2 ksi

Member Dimension Hw, h 200 mm &w, tw 25 mm *f, wf 2000 mm &f, tf )2 mm

74 74 74

))0.5" in ))/.8/ in ))0.5" in

2"6/.2/ mm 28").00 mm 2"6/.2/ mm

))/.)" 0.8 "8."/ 0./"

in in in in

.5) 0.08 6.56 0.0/

0 ksi

2/.) ksi

)".20 in2

0.) ? htw

@ "0 i.e

).08 bt se )5.8 bt se

).00 in /0.00 in

in in in in

ft ft ft ft

in/ in in

kft

.2) 0.0 . 0.08

2"6./2

kft

ft

ksi ksi

0.8 71 ./ 7& 71

) 71 0.8 71

0.5 71

ts

2.) 7& 71

ft ft ft ft



b3

htw ;

SI )).)2

L)2

htw So tw $3



hw tw 'web htw '##ow(b#e ben%ing stress Fb


hwtw o ee% for (##ow(b#e ben%ing stress re%$tion

0.6 Fy

m

Fb < 0.6 Fy


B



1$

tf So bf < 'ftf

C




6.50 0.2 )8.00 0."2 ))"8.) 6)2." /.8 ))/.06

M) M2 M)M2

)00 )/50 0.0"


).82 ).828/06"

L #r&

6.50 0. 6).00 )6.

fb Fb=

D


'


28./0 2.5 7k

"".50 5."/ ))/.06 6. "5

B B.)



A 1 So (h So ( B.2


B.


( m(roi%e ( B./

f (h k A

F

!

"5 ki 2.6 in2 .2) ksi

0.) 2.68 2.0) "./8 in



)8.66 in /0 in .2) ).)0 8./5 0.58

)/.2

Chec combined shear and bending in the !eb" f



.2) ksi

@ 

@

Fb fb

!

".0 ksi 2".) ksi Fb@fb 71

Si#e of Stiner

'st G&ot(# (re( of ( (ir of sti9ner3 0.)6 in2 'st G're( of ( sing#e sti9ner3 0.08 in2 !($h sti9ener sho#% be $he$ke% for the b$k#ing reirement bs>ts bsts So, bs ts bt roi%e% ts

0.08 ).// ).// 0.08 in 0.2/ in

>

0.28 in/


).02 in / in ).6)

@

FPS 6.50 50

ft ksi

2) 6.50 6.50

ksi ft ft

)/50 "5

kft 1i

.0/ ft .5) ft .0/ ft

2/2." in 0.)5 in

282.8/ in 0.) in 0.2 in 6.50 0.2 )).68 ))/.06 0

)".)8 ))/.06

in in in2 ksi

Member Dimension Hw, h 200 mm &w, tw 25 mm *f, wf 2000 mm &f, tf )2 mm

74 74 74

6.50 in ))/.)" in 6.50 in

)2./5 285/ )2./5

))/.)" 0.8 "8."/ 0./"

in in in in

.5) 0.08 6.56 0.0/

0 ksi

2.5 ksi

)." in2

0./6 ? htw

@ "0 i.e

0.88 bt se )5./ bt se

0."2 in )8.00 in

in in in in

ft ft ft ft

in/ in in

.0/ 0.0 ).50 0.06

))/.06

kft kft

ft

ksi ksi

0.8 71 ./ 7& 71

) 7& 71 0.8 71

.2) 71

ts

0.28 71

ft ft ft ft

SI 26.88



b3

htw ;

htw So tw $3

FPS 88.20 50

ft ksi

2) 88.20 88.20

ksi ft ft

)20 6

kft 1i

/./) ft .5) ft /./) ft

2/2." in 0.22 in



L20

m

hw tw

282.8/ in 0.) in 0.25 in 52.2 in 0.25 in

Member Dimension Hw, h 200 &w, tw 25 *f, wf 2000 &f, tf )2

74 74 74

52.2 ))/.)" 52.2

'web htw '##ow(b#e ben%ing stress Fb

0.6 Fy

).2 in2 2)).68 0 ksi


hwtw So '##ow(b#e ben%ing stress mst be re%$e% Fb < 0.6 Fy


B

)".)8 2)).68

0 ksi

2.06 ksi



8.)0 in2

1$

0./ ? htw

tf So bf < 'ftf

C

@ "0 i.e

0."2 bt se )).0 bt se

0."0 in 22.00 in

in in in in

ft ft ft ft

2)).68



M) M2 M)M2


52.2 0.25 22.00 0."0 2"//.6 )0/6.2 5. 2)).68

/600 kft )20 kft ./8

in/ in in

/./) 0.02 ).8 0.06

)2 6.25 550 )".5


.05 2.

L #r&

fb Fb=

D


'


"".50 5."/ 2)).68 ).86 6

88.20 )"8.)8 68.50 )5.)"

ft

)5.)/ 2.06 7k

ksi ksi

B B.)



A 1 So (h So ( B.2


B.


( m(roi%e ( B./

f (h k A

6 ki 26./6 in2 ).6 ksi

0.08



.2 !rr502 !rr502 in



0.8 71

./

".8/ in 85 in ).6 ).6) 6.0" 0.)2

@ 

) 7& 71 0.8 71

F

!

@

).6 71


!

.0

).6 8./ )5.00 Fb@fb

ksi ksi ksi 71

Si#e of Stiner

'st G&ot(# (re( of ( (ir of sti9ner3 0.2) in2 'st G're( of ( sing#e sti9ner3 0.)) in2 !($h sti9ener sho#% be $he$ke% for the b$k#ing reirement bs>ts bsts So, bs ts bt roi%e% ts

0.)) ).// ).// 0.0 in 0.2 in

>

ts

).25 in/


).) in 6.8 in ./

@

).25 71

mm mm mm mm

in in in

))/.)" 0.8 "8."/ 0./"

in in in in

)2 mm 285/ mm )2 mm

.5) 0.08 6.56 0.0/

ft ft ft ft

mm mm mm mm

Be(m *eight Be(m Length

6." mm

hw tw bf tf

in 2200 )2 )000 28

ft +nit wt 0./ kift ', in2 J, ft *t, ki 88.00 /2.2/ 28." ). ki 0./8 /0.00 //.80 2".8 )./ ki ).)2

&ot(# o / /

Be(m Sti9ener *eight ) Sti9ener *i%th )"0.00 mm +nit wt 0./ kift Sti9ene )500 Sti9ener ) o ) no mm in ', in2 J, ft *t, ki &ot(# o bs 200.00 2.00 6.80 0.)/ 0.) ki ) ts )0.00 0./0 Be(m Sti9ener *eight 2 Sti9ener *i%th )50.00 mm +nit wt 0./ kift Sti9ene )500 Sti9ener ) o ) no mm in ', in2 J, ft *t, ki &ot(# o bs 606.00 2/.2/ ."0 0.0 0.0 ki ) ts )0.00 0./0 Be(m Sti9ener *eight  Sti9ener *i%th 6." ft Sti9ener ) o )6 mm in bs "5.00 ts 6.00 Ao#mn *eight Be(m Length hw tw bf tf

)0".00 mm in )600 )0 )000 22

+nit wt ', in2 .00 0.2/

J, ft 0."2

0./ kift *t, ki

0./8

0.2 ki

ft +nit wt 0./ kift ', in2 J, ft *t, ki 6/.00 25.60 ).02 . ki 0./0 /0.00 5.20 )5.6/ "." ki 0.88

&ot(# o )6

&ot(# o 8 8

Ao#mn Sti9ener *eight ) Sti9ener *i%th )"0.00 mm +nit wt 0./ kift Sti9ene 2000 Sti9ener ) o )6 no mm in ', in2 J, ft *t, ki &ot(# o bs )600.00 6/.00 20./8 0.08 0.0 ki )6 ts 8.00 0.2 Ao#mn Sti9ener *eight 2 Sti9ener *i%th )0".00 ft Sti9ener ) o )6 i

+nit wt i

f

0./ kift ki

#

ts

6.00

0.2/

Se$on%(ry Be(m ) *eight Be(m Length 8.2/ mm in hw )000 tw 6 bf /50 tf )5 Se$on%(ry Be(m 2 *eight Be(m Length )).)2 mm in hw )000 tw 6 bf /50 tf )5 Se$on%(ry Be(m  *eight Be(m Length )/.02 mm in hw )000 tw 6 bf /50 tf )5 Ao#mn Br($ing Be(m Length

82.00 mm

hw tw bf tf

in )50 6 600 )5

ft ', in2 /0.00 0.2/ )8.00 0.60

)0.80

ft ', in2 /0.00 0.2/ )8.00 0.60

.00

.00

.00

/ /

&ot(# o /

).5 ki

+nit wt 0./ kift J, ft *t, ki .60 0. 0.5 ki

)0.80

&ot(# o

).5 ki

+nit wt 0./ kift J, ft *t, ki .60 0."/ 0./ ki

)0.80

ft ', in2 /0.00 0.2/ )8.00 0.60

+nit wt 0./ kift J, ft *t, ki .60 0.55 0. ki

/

&ot(# o /

).5 ki

ft +nit wt 0./ kift ', in2 J, ft *t, ki 5/.00 )2.6 ".8 .6 ki 0.2/ 2/.00 )/./0 5./0 2.6 ki 0.60

/

&ot(# o / /

&ot(#

*t, ki *t, &on 55.6) 25.28 5.66

mm

2/.

5.00

*t, ki

*t, &on )." 0.62

mm

5.00

*t, ki

*t, &on 0.2 0.)5

*t, ki

*t, &on ." )."2

*t, ki *t, &on "/.5" .8 6).

mm

2".88

6.6"

*t, ki

ki

*t, &on 0.6 0.2

*t, ki

*t, &on ).08 0./ 5.88

*t, ki

*t, &on )./5 0.66 5.88

*t, ki

2.6"

2.6"

*t, &on ).8 0.8 5.88

2.6"

*t, ki *t, &on )/./6 6.5" )0.58

)5).8) ton

/.8)

L &o P#(te *eb Bottom #(te Sti9ner ) Sti9ner 2 79set 1 A B * &

& 2000 2850 2000

25 )0 25

)5 $%&& $''(") $'() *%)& *&

Part .op Pl Web 0 Bott 0 .otal D 3 Sc St

+rea )&&&& )(&&& )&&&& *)(&&& /). ))82/.8

 Dist" Moment CG to -+ *$") /$)&&& $'"' $'() */1'()&&& *$") $''(") *221()&&& $'2/"$ /2'(&/%

Double Girder Box Type Eot Crane Design v2.0

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