monorail beam as per is 800-2007
TRANSCRIPT
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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$tance on Flange, a = 0.1143 m
Results:
Parameters and Coefficients:
v = 59.800 kN
* = 14.950 kN/wheel
h = 5.000 kN
ta = 17.400 mm
1.626
Co = -1.972
C = 0.371
C(o = 0.192C( = 2.565
Classification of Section
/
b/tf 0.1102 la$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$1.390%e&'-18.33%λ(
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Bending Moments for Simple-Span:
= 2.443 m = 6457L-S648 7location of ma. moment$ 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!$M*/Md*
&ertical Deflection for Simple-Span:
v = 59.800 kN0.097 mm 0
,/51596
11.111 .
∆'ma!( = ∆'ma!( =
∆'at"( # ∆'at"( # ,%12/∆'ma!(
∆'all"w( # ∆'all"w( # ,%12/450
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Bending Moments for '(er#ang:
M! # 0.00 ft-kp 0
M* # 0.00 ft-kp 0
Lateral Flange Bending Moment from Torsion for '(er#ang: 'pe SS Ste
e # 0.000 . 0
at # 0.000 0
Mt # 0.00 ft-kp 0
-a!is Stresses for '(er#ang:
fb! # 0.00 k 0
,b"/t # 0.00 0
@b! # 0.00 k FN/
"-a!is Stresses for '(er#ang:
fb* # 0.00 k 0
fw # 0.00 k 0
fb*'t"tal( # 0.00 k 0
@b* # 0.00 k 0.00
Com%ined Stress Ratio for '(er#ang:
S.E. # 0.000 0.00
&ertical Deflection for '(er#ang: 0
+G # 0.000 kp 0
0.0000 . 0
0
0.0000 .
Bottom Flange Bending )simplified*:
be # 0.000 . 0.00
am # 0.000 . 0.00
Mf # 0.000 .-kp 0.00
Sf # 0.000 .&3 0.00
fb # 0.00 k 0.00
@b # 0.00 k 0.00
Bottom Flange Bending per CM++ Specification ,o ./ )011/*: 'N"teH t""
∆'ma!( # ∆'ma!( #
∆'at"( # ∆'at"( # ,"%12/∆'ma!(
∆'all"w( # ∆'all"w( # ,"%12/450
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Local Flange Bending Stress 2 Point 1: '
-14.12 k
1.38 k
Local Flange Bending Stress 2 Point 3:
0.89 k
18.37 k
Local Flange Bending Stress 2 Point 0:
14.12 k
-1.38 k
Resultant Bia!ial Stress 2 Point 1:
16.48 k
-10.59 k
0.00 k
23.63 k
Resultant Bia!ial Stress 2 Point 3:
29.22 k
0.67 k
0.00 k
28.90 k
Resultant Bia!ial Stress 2 Point 0:
14.41 k
10.59 k
0.00 k
12.93 k
σ!" # σ!" # !"%+w/ta&2
σ)" # σ)" # )"%+w/ta&2
σ!1 # σ!1 # !1%+w/ta&2
σ)1 # σ)1 # )1%+w/ta&2
σ!2 # σ!2 # -σ!"
σ)2 # σ)2 # -σ)"
σ) # σ) # fb!$fb*$0.75%σ)"
σ! # σ! # 0.75%σ!"
τ!) # τ!) # 0 'amed elble(
σ
t" # σ
t" # SE'σ
!&2$σ
)&2-σ
!%σ
)$3%τ
!)&2(
σ) # σ* # fb!$fb*$0.75%σ)1
σ! # σ! # 0.75%σ!1
τ!) # τ!) # 0 'amed elble(
σt1 # σt1 # SE'σ!&2$σ)&2-σ!%σ)$3%τ!)&2(
σ) # σ) # fb!$fb*$0.75%σ)2
σ! # σ! # 0.75%σ!2
τ!) # τ!) # 0 'amed elble(
σt2 # σt2 # SE'σ!&2$σ)&2-σ!%σ)$3%τ!)&2(
tw
+w +w
+"t 2
"
4
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+"t 1
+"t 0
bf
tf
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L=2 L=
S=.44G
v=2H.
,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(
58.61
1.55
EE'ma!( =
E,'m( =
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m left end of $imple-$pan8
8
l e Maal 1981(
5L8488
'"ted(
& 5 16&d 7'8
SR 59 317 '8
Defl)ma!* 59 Defl)allo*7 '8
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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(
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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
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,,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
1.626
!" # -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
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
1.06
JL!= 0.211.15
0.626
Ab# 1.000
fbd# 142.205744927 Mpa
Md!# 226.6512136141 kNm
-a! Stee f" Smple-SpaH
M# 2153.0140193099 kNm
λ #
EE'ma!( #
E,'m( #
EE'ma!( #
E,'m( #
K,#
,#
A,#
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0.12
JL!= 0.21
0.50
1.000
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"
K,#
,#
A,#
∆'ma!( #
∆'at"( #∆'all"w( #
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@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
,"al @lae Bed Ste R +"t 1H
0.89 k
18.37 k
,"al @lae Bed Ste R +"t 2H
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 #
σ) #
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-10.59 k
0.00 k
23.63 k
Eeltat Ba!al Ste R +"t 1H
29.22 k
0.67 k
0.00 k28.90 k
Eeltat Ba!al Ste R +"t 2H
14.41 k
10.59 k
0.00 k
12.93 k
σ! #
τ!) #
σt" #
σ) #
σ! #
τ!) #σt1 #
σ) #
σ! #
τ!) #
σt2 #
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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(/,$w/1000%,/2
N..
N..
! # 1/2%',-S/2( 'l"at" "f ma!. m"met f"m left ed "f mple-pa(
M! # '+G/2(/'2%,(%',-S/2(&2$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$1.390%e&'-18.33%λ(
EE'ma!( #
E,'m( #
EE'ma!( #
E,'m( #
M#<745>5&y67?5L84857@5&t;74>5&*67?5L8488
W,#:''bp!@*(/M( O#:''1.2%e!@*(/M(
fbd#?,%@*/m" f" @*#250M+am"#1.1
M#<745>5&67?5L84857@5&t;74>5&*67?5L8488
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U,# 0.21 f" "lled et"
V,# 0.5%'1$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(
0
0
0
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
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@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*$0.75%σ)"
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σ! # 0.75%σ!"
τ!) # 0 'amed elble(
σt" # SE'σ!&2$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(
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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
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(-cm1 (y-cm1 (p Dpy
H 4 1
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
H 4G2
i-cm0 iy-cm0
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