Monorail Beam as Per is 800-2007

7/23/2019 Monorail Beam as Per is 800-2007

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Input:

Monorail Size:

Select: ISMB 450

Design Parameters:

Beam Fy = 250 Mpa

Beam Simple-Span, L = 5.0000 m

Unbraced Length, Lb = 5.0000 m

Overhang Length, Lo = 0.0000 m

Unbraced Length, Lbo = 5.0000 m

Bending Coef., Cbo = 1.00

Lifted Load, = 50.000 kN

!rolley "eight, "t = 1.800 kN

#oi$t "eight, "h = 0.500 kN

%ert. &mpact Factor, %i = 15 '

#or(. Load Factor, #LF = 10 '

!otal )o. "heel$, )* = 4

"heel Spacing, S = 0.2286 m

+i$tance on Flange, a = 0.1143 m

Results:

Parameters and Coefficients:

v = 59.800 kN

* = 14.950 kN/wheel

h = 5.000 kN

ta = 17.400 mm

Co = -1.972

C = 0.371

C(o = 0.192C( = 2.565

Classification of Section

b/tf 0.1102 la$tic

d/tw 00.34 la$tic

λ = λ = 45a67bf-t*8

!" # -2.110$1.977%λ$0.0076%e&'6.53%λ(

!1 # 10.108-7.408%λ-10.108%e&'-1.364%λ(

)" # 0.050-0.580%λ$0.148%e&'3.015%λ()1 # 2.230-1.490%λ$1.390%e&'-18.33%λ(

Bending Moments for Simple-Span:

= 2.443 m = 6457L-S648 7location of ma. moment$ fr

9 = 71.37 kNm 9 = 7v6486745L857L-S6484;*656457L-

9y = 5.97 kNm M* # '+h/2(/'2%,(%',-S/2(&2

Lateral Flange Bending Moment from Torsion for Simple-Span: 'pe SS Stee # 225.000 mm e # d/2 'ame h"). l"ad take at b"t. flae(

at # 1307.879 )

Mt # 1.63 kNm Mt # +h%e%at/'2%'d-tf((%N',%1000/'2%at((/10&6

-a!is Moment for Simple-Span:

9cr= 356.61 kNm 9cr=<745>5&y67?5L84857@5&t;74>5&*67?

fbd# 142.21 Mpa fbd=AL!5Fy6mo, for Fy=429a,mo=.

Md!# 226.65 kNm 9d=b5Dp5fbd

"-a!is Moment for Simple-Span:

M # 2153.01 kNm M#:';&2%<%I!/'=%,(&2(%'>%It$';&2<%Iw/'=%,(&2((

Mt # 1.63 kNm

fbd # 227.27 Mpa fbd#?,%@*/ m" f" @*#250M+a m"#1.1

Md*# 42.21 kNm Md*#Ab%p*%fbd

S#ear Capacit$ for Simple Span for %ot# t#e a!es

C# 58.61 kNCd!# 555.04 kN Cd!#@*%h%tw/Dt'3(% m"

Cd* 684.95 kN Cd*#@*%2%bf%tf/Dt'3(% m"

Com%ined Stress Ratio for Simple-Span:

S.E. = 0.495 S.E#M!/Md!$M*/Md*

&ertical Deflection for Simple-Span:

v = 59.800 kN0.097 mm 0

,/51596

11.111 .

∆'ma!( = ∆'ma!( =

∆'at"( # ∆'at"( # ,%12/∆'ma!(

∆'all"w( # ∆'all"w( # ,%12/450

Bending Moments for '(er#ang:

M! # 0.00 ft-kp 0

M* # 0.00 ft-kp 0

Lateral Flange Bending Moment from Torsion for '(er#ang: 'pe SS Ste

e # 0.000 . 0

at # 0.000 0

Mt # 0.00 ft-kp 0

-a!is Stresses for '(er#ang:

fb! # 0.00 k 0

,b"/t # 0.00 0

@b! # 0.00 k FN/

"-a!is Stresses for '(er#ang:

fb* # 0.00 k 0

fw # 0.00 k 0

fb*'t"tal( # 0.00 k 0

@b* # 0.00 k 0.00

Com%ined Stress Ratio for '(er#ang:

S.E. # 0.000 0.00

&ertical Deflection for '(er#ang: 0

+G # 0.000 kp 0

0.0000 . 0

0.0000 .

Bottom Flange Bending )simplified*:

be # 0.000 . 0.00

am # 0.000 . 0.00

Mf # 0.000 .-kp 0.00

Sf # 0.000 .&3 0.00

fb # 0.00 k 0.00

@b # 0.00 k 0.00

Bottom Flange Bending per CM++ Specification ,o ./ )011/*: 'N"teH t""

∆'ma!( # ∆'ma!( #

∆'at"( # ∆'at"( # ,"%12/∆'ma!(

∆'all"w( # ∆'all"w( # ,"%12/450

Local Flange Bending Stress 2 Point 1: '

-14.12 k

1.38 k

Local Flange Bending Stress 2 Point 3:

0.89 k

18.37 k

Local Flange Bending Stress 2 Point 0:

14.12 k

-1.38 k

Resultant Bia!ial Stress 2 Point 1:

16.48 k

-10.59 k

0.00 k

23.63 k

29.22 k

0.67 k

0.00 k

28.90 k

14.41 k

10.59 k

0.00 k

12.93 k

σ!" # σ!" # !"%+w/ta&2

σ)" # σ)" # )"%+w/ta&2

σ!1 # σ!1 # !1%+w/ta&2

σ)1 # σ)1 # )1%+w/ta&2

σ!2 # σ!2 # -σ!"

σ)2 # σ)2 # -σ)"

σ) # σ) # fb!$fb*$0.75%σ)"

σ! # σ! # 0.75%σ!"

τ!) # τ!) # 0 'amed elble(

t" # σ

t" # SE'σ

!&2$σ

)&2-σ

)$3%τ

σ) # σ* # fb!$fb*$0.75%σ)1

σ! # σ! # 0.75%σ!1

σt1 # σt1 # SE'σ!&2$σ)&2-σ!%σ)$3%τ!)&2(

σ) # σ) # fb!$fb*$0.75%σ)2

σ! # σ! # 0.75%σ!2

σt2 # σt2 # SE'σ!&2$σ)&2-σ!%σ)$3%τ!)&2(

L=2 L=

S=.44G

,omenclature

1 Mem%er Properties:

I = 92.20 m2 !# 1350.70 m3

d = 450.00 mm Dy= 111.20 m3

t* = 9.40 mm Dp = 1593.83 m3

bf = 150.00 mm Dpy = 185.70 m3

tf = 17.40 mm &t 641755.23 mm3

&= 30400.00 m4 &* 422212500000.00 mm3

I* # 834.00 m4

<# 200000.00 M+a

># 76923.08 M+a

Support Reactions: '" "Geha(

EE'ma!( =

E,'m( =

m left end of $imple-$pan8

l e Maal 1981(

5L8488

'"ted(

& 5 16&d 7'8

SR 59 317 '8

Defl)ma!* 59 Defl)allo*7 '8

l e Maal 1981(

f%! 59 F%!7 '8

f%$ 59 F%$7 '8

SR 59 317 '8

Defl)ma!* 59 Defl)allo*7 '8

f% 59 F%7 '8

'"ted(

eleted(

S "Get"H $ # te" - # "mpe"(

59 F% 9 166;F$ 9 0<=< >si7 '8

? F% 9 166;F$ 9 0<=< >si

59 F% 9 166;F$ 9 0<=< >si7 '8

,,IJNSH

+aamete ad "effetH

w # 72.4 k/m

+G # 59.800 kN

+w # 14.950 kN/wheel

+h # 5.000 kNta # 17.400 mm

!" # -1.972

!1 # 0.371

)" # 0.192

)1 # 2.565

Set" Eat" ad +aameteH

bf/'2%tf( # FIC/0K

d/tw # FIC/0K

# 1.000

Spp"t Eeat"H

@" ," # 0 '" "Geha(H

58.614 kN

1.548 kN

@" ," L 0 'wth "Geha(H

N.. kN

Bed M"met f" Smple-SpaH

! # 2.443 m

M! # 71.37 kNm

M* # 5.97 kNm

,ateal @lae Bed M"met f"m "" f" Smp

e # 225.000 mm

at # 1307.879

Mt # 1.63 kNm

-a! Stee f" Smple-SpaH

M# 356.61 kN

JL!= 0.211.15

Ab# 1.000

fbd# 142.205744927 Mpa

Md!# 226.6512136141 kNm

-a! Stee f" Smple-SpaH

M# 2153.0140193099 kNm

EE'ma!( #

E,'m( #

EE'ma!( #

E,'m( #

JL!= 0.21

A# 1.000

fbd# 227.2727272727 M+a

Md# 42.2054545455 kNmShea apat*

C# 58.613972 kN

Cd!# 555.0435542437 kN

Cd*# 684.9473648113 kN

0.6%Cd!# 333.0261325462 kN

0.6%Cd*# 410.9684188868 kN

"mbed Iteat" at" f" Smple-SpaH

S.E. # 0.495

Cetal eflet" f" Smple-SpaH

+G # 59.800 kN

0.0969 mm

,/5159611.1111 mm

Bed M"met f" JGehaH

M! # 0.00 ft-kp

M* # 0.00 ft-kp

,ateal @lae Bed M"met f"m "" f" JGe

e # 0.000 .

at # FC,<K

Mt # FIC/0K ft-kp

-a! Stee f" JGehaH

fb! # 0.00 k, # 0.00 ft.

, # 0.22 ft.

,b"/t # FIC/0K

fa/@* # 0.000

I ,b"O#,P N"

I d/twO#all"wP e

I b/tO#65/SE'@*(P e

I b/tL95/SE'@*(P N"

∆'ma!( #

∆'at"( #∆'all"w( #

@b! # N.. <D. @1-1

@b! # N.. <D. @1-3

@b! # N.. <D. @1-5

@b! # N.. <D. @1-6

@b! # N.. <D. @1-7

@b! # N.. <D. @1-8

@b! # 0.00 Selet f"m @eH @b! # 0.00 k

-a! Stee f" JGehaH

fb* # 0.00 k

fw # 0.00 k

fb*'t"tal( # 0.00 k

@b* # 37.50 k

"mbed Ste Eat" f" JGehaH

S.E. # FIC/0K

Cetal eflet" f" JGehaH

+G # 0.114 kp0.0000 .

FIC/0K

0.2667 .

B"tt"m @lae ,"al Bed 'mplfed(H

be # 0.000 .

tf2 # 0.000 .

am # 0.000 .

Mf # 0.000 .-kp

Sf # 0.000 .&3

fb # FIC/0K k

@b # 37.50 k

B"tt"m @lae Bed pe M Spefat" N". 7

Stee de t" Bed " b"th the a!e

fb! # 7.6638621281 k

fb*# 7.7834226922 k

,"al @lae Bed Ste R +"t 0H

-14.12 k

1.38 k

0.89 k

18.37 k

14.12 k

-1.38 k

Eeltat Ba!al Ste R +"t 0H

16.48 k

∆'ma!( #

∆'at"( #

∆'all"w( #

σ!" #

σ)" #

σ!1 #

σ)1 #

σ!2 #

σ)2 #

-10.59 k

0.00 k

23.63 k

29.22 k

0.67 k

0.00 k28.90 k

14.41 k

10.59 k

0.00 k

12.93 k

τ!) #

σt" #

τ!) #σt1 #

τ!) #

σt2 #

t weht/f""t "f beam

+G # +%'1$C/100($t$h 'Getal l"ad(

+w # +G/Nw 'l"ad pe t"lle* wheel(

+h # ,@%+ 'h")"tal l"ad(ta # tf 'f" -hape(

+G%',-S/2(/,$w/1000%,/2

+G%'S/2(/,$w/1000%,/2

! # 1/2%',-S/2( 'l"at" "f ma!. m"met f"m left ed "f mple-pa(

M! # '+G/2(/'2%,(%',-S/2(&2$w/1000%!/2%',-!(

M* # '+h/2(/'2%,(%',-S/2(&2

le-SpaH 'pe SS Steel e Maal 1981(

e # d/2 'ame h"). l"ad take at b"t. flae(

at # SE'<%w/'T%>(( <#200000 M+a ad >#7923.08 Mpa f" @*#250M+a

Mt # +h%e%at/'2%'d-tf((%N',%1000/'2%at((/10&6

U,# 0.21 f" "lled et"V,# 0.5%'1$U,'W,-0.2(W,&2(

?,# 1/'V,$'V,&2-W,&2(&0.5 O#1

Ab# 1 f"plat ad "mpat Set" e!/p! f" Sem"mpat et"

Md!#Ab%p!%fbd

λ # 2%a/'bf-tw(

!" # -2.110$1.977%λ$0.0076%e&'6.53%λ(

!1 # 10.108-7.408%λ-10.108%e&'-1.364%λ(

)" # 0.050-0.580%λ$0.148%e&'3.015%λ(

)1 # 2.230-1.490%λ$1.390%e&'-18.33%λ(

EE'ma!( #

E,'m( #

EE'ma!( #

E,'m( #

M#<745>5&y67?5L84857@5&t;74>5&*67?5L8488

W,#:''bp!@*(/M( O#:''1.2%e!@*(/M(

fbd#?,%@*/m" f" @*#250M+am"#1.1

M#<745>5&67?5L84857@5&t;74>5&*67?5L8488

U,# 0.21 f" "lled et"

V,# 0.5%'1$U,'W,-0.2(W,&2(

?,# 1/'V,$'V,&2-W,&2(&0.5 O#1

Ab# 1 f"plat ad "mpat Set" e*/p* f" Sem"mpat et"

Md*#Ab%p*%fbd

C#Ma!'Ema! ad E, m(

S.E#M!/Md!$M*/Md*

+G # +$h$t 'wth"t Getal mpat(

aH 'pe SS Steel e Maal 1981(

e # d/2 'ame h"). l"ad take at b"t. flae(

at # SE'<%w/'T%>(( <#29000 k ad >#11200 k

Mt # +h%e%at/'d-tf(%N',"%12/at(/12

fb! # M!/S!, # M. "fH '76%bf/SE'@*((/12 " '20000/'d/f%@*((/12

, # Ma!. "fH '20000/'d/f%@*((/12 " 'SE'102000/@*(%t(/12

,b"/t # ,b"%12/t

fa/@* # 0 a +'a!al( amed # 0

W,#:''bp*@*(/M( O#:''1.2%e*@*(/M(

fbd#?,%@*/m" f" @*#250M+am"#1.1

Cd!#@*%h%tw/Dt'3(%m"

Cd*#@*%2%bf%tf/Dt'3(%m"

∆'ma!( #

∆'at"( # ,%12/∆'ma!(∆'all"w( # ,%12/450

N"teH Cale "f X,X X,"X Q XSX eDat" ab"Ge f" ∆'ma!( ae mltpled b* 1000

@b! # 0.66%@*

@b! # @*%'0.79-0.002%bf/'2%tf(%SE'@*((

@b! # 0.60%@*

@b! # '2/3-@*%',b"%12/t(&2/'1530000%b"(%@* O# 0.60%@*

@b! # 170000%b"/',b"%12/t(&2 O# 0.60%@*

@b! # 12000%b"/',b"%12/'d/f(( O# 0.60%@*

1-6 @1-7 Q @1-8

fb* # M*/S*

fw # Mt%12/'S*/2( 'wap "mal te(

fb*'t"tal( # fb*$fw

@b* # 0.75%@*

S.E. # fb!/@b!$fb*'t"tal(/@b*

'am fll de l"ad +G wth"t mpat at ed "f "Geha(

+G # +$h$t 'wth"t Getal mpat(0

0 'effetGe flae bed leth(

tf2 # tf 'f" -hape(

am # 'bf/2-tw/2(-'k-tf( 'wheeH k-tf # ad "f fllet(

Mf # +w%am

Sf # be%tf&2/6

fb # Mf/Sf

@b # 0.75%@*

'2004(H 'N"teH t"" eleted(

'S "Get"H $ # te" - # "mpe"(

∆'ma!( #

∆'at"( # ,"%12/∆'ma!(

∆'all"w( # ,"%12/450

N"teH Cale "f X,X X,"X Q XSX eDat" ab"Ge f" ∆'ma!( ae mltpled b* 12.

σ!" # !"%+w/ta&2

σ)" # )"%+w/ta&2

σ!1 # !1%+w/ta&2

σ)1 # )1%+w/ta&2

σ!2 # -σ!"

σ)2 # -σ)"

σ) # fb!$fb*$0.75%σ)"

σ! # 0.75%σ!"

τ!) # 0 'amed elble(

σt" # SE'σ!&2$σ)&2-σ!%σ)$3%τ!)&2(

σ* # fb!$fb*$0.75%σ)1

σ! # 0.75%σ!1

τ!) # 0 'amed elble(σt1 # SE'σ!&2$σ)&2-σ!%σ)$3%τ!)&2(

σ) # fb!$fb*$0.75%σ)2

σ! # 0.75%σ!2

τ!) # 0 'amed elble(

σt2 # SE'σ!&2$σ)&2-σ!%σ)$3%τ!)&2(

Section

4 1 0 2 G 3

&S9B .2 0.3 3 0.2 3.2

&S9B 42 42 1.1 3 3 2

&S9B 2 2 2 H. 32 2

&S9B 32 32 H.G 42 2 2. H

&S9B 4 4 42.0 14.1 2.3 .

&S9B 442 442 1.4 1H.3 G.2 .

&S9B 42 42 13.1 03.22 42 G.H 4.2

&S9B 1 1 0G 2.G 0 3.3 1.

&S9B 12 12 24.0 GG.3 0 . 0.4

&S9B 0 0 G.2 3.0 0 .H G

&S9B 02 02 34.0 H4.4 2 H.0 3.0

&S9B 2 2 G.H .4 3.4

&S"B G G 0 2 42 . 41.G

&S9B G-!MB 14 G4 34.H 44.4 14 . 41.G

&S9B G-!MB 14 4 G40 G.0 411. 14 . 41.G

&S9B G G 41 2G 4 4 4.1

d-mm * -g6m a -cm4 b-mm t*-mm tf-mm

(-cm1 (y-cm1 (p Dpy

424 12.0 2.2 .H G.33 .41

002 1.2 3. .3 0.340 H.21H

3 0G. HG.H 1. 0.104 4.33

4G 3G.3 02.0 .H 3.234 1.2G1

4412 2 441.2 1 4G1.31 2.

100. 4.4 12.H 1H.3 1G.HG4 GG.4HH

21.G 110.2 0.2 21.2 00.1H H.102

HH 0G 231.G G0. G3G.0 .4G

1G 21 33.H 3G. HH.4 4.42G

42 G44 44.H .H 43.44 0.0G1

10 10 12.3 .4 2H1.4G 2.30

024 13 .3 24.4 410.4GG 420.30

2G4G.G 24H.1

2120.1 4.1

G1310.3 H40.G

i-cm0 iy-cm0

Monorail Beam as Per is 800-2007

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