Pages From Rowville Rail Study Preliminary Rail Design Report Part2
Mono Rail -design
Transcript of Mono Rail -design
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Saudi Electricity Company
Central Region Branch
CONTENTS
SL.NO DESCRIPTION NO OF P!ES
" DESI!N OF CRNE !IRDER " # $
% DESI!N OF CORBEL " # %
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Saudi Electricity Company
Central Region Branch
CONTRCT NO DTE "$
DOC()ENT TITLE INDEX PLANT DOCUMENT NO. SHEET N
ANALYSIS & DESIGN OF 132/13.8 kv S/S BUILDINGX RD8140 CE-019309
AL-KHALEE ! 132/13.8 kv S/S " 81#$
%IYADH SAUDI A%ABIA .O. NO - DG. CONT. SHT. -
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.'$
%E'.
2
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Saudi Electricity Company " "
Central Region Branch " "
DESI!N OF CRNE !IRDER 1
DT
Crane Capacity cc = 50.000 kN Refer Annexure-I
Weight of hoist (10 of Crane capacity! "# = 5.000 kN
Weight of Crane = $%.&00 kN Refer Annexure-I
'pan of the Crane ir)er " = %.&00 *
Centre to centre )istance of rai" (span of = 10.+50 *
crane ,ri)ge!
ini*u* approach of crane hook to the gantry = 0.%10 * Refer Annexure-I
Centre to centre )istance of crane #hee"s = $.000 * Refer Annexure-I
Impact Factor & ertica" = 1.$5
/oronta" = 0.100
Load Factor & I*pose) "oa) ertica" = 1.000
I*pose) "oa) /ori. = 1.000
2ea) "oa) = 1.000
2esign 'trength of stee" fy = $50 N3**4 A % ra)e stee"
0.%1 * (55! kN $%.&00 kN
10.+5 *
FI! '" CRNE SECTION
Reaction at "eft en) = (55x10.&6$%x10.+53$!310.+5
= %5.1% kN
7#o crane #hee"s on each gantry gir)er = $.5%8 kN3#hee"
LOD CLC(LTIONS&
* +ertical Load,
axi*iu* static #hee" "oa) say = $.5%8 kN
ax. I*pact "oa) = 1.$5 x $.5%8
= &0.91 kN
:actore) ;oa) = 1.00 x &0.910
= &0.91 kN
Assu*ing se"f #eight of rai" = 0.00 kN3*
'e"f #eight of gir)er /
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Saudi Electricity Company " "
Central Region Branch " "
DOC()ENT TITLE
DOC()ENT NO Sheet No
222 " OF $ %
= 5.500
:our #hee"s are resisting the tota" "atera" "oa) = 1.95
:actore) "atera" "oa) = 1.00 x 1.8
= 1.95 kN
)3I)() BENDIN! )O)ENT ND S0ER FORCE&
* +ertical Load,
Bending )oment
7he *axi*u* ,en)ing *o*ent un)er *oing "oa)s occurs #hen "ine of action of "oa)
an) centre of graity of the "oa)s are at eua" )istance fro* the centre of span.
$.900 * $ *
C. >: ;>A2'
&0.91 kN &0.91 kN
= = 1.$8kN3*
c
%.&00 *
Reaction,
= (&0.91 x($.9006&.900! 61.$9%x%.&03$!3 %.&00
= 51.15& kN
= (( $ x &0.91! 6 (1.$8 x %.&0!! -51.15&
= 8.&$ kN
axi*u* ?en)ing *o*ent occurs at c.
c (8.& x $.90! - (1. x $.9043$!
= 44."" kN-*
Shear Force
$ *
&0.91kN &0.91kN 1.$8kN3*
%.&0*
Reaction,& = (&0.91(%.&06&.&00! 6 (1.$8 x %.&043$!!3%.&0
Re5NoCONSTR(CTION OF "6%7"6.8 9+ S7S 2 8"%4 T !0(RND:
RI;D0
STR(CT(RL NL;SIS ND DESI!NCLC(LTION OF "6%7"6.8 9+ S7S B(ILDIN!
W/
W/
W)f
RA
antry
C.
R?
Reaction R?
R?
RA
C
RA
R?
RA
R
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Saudi Electricity Company " "
Central Region Branch " "
axi*u* Reaction R = -%.-8" kN
CONTRCT NO DTE &"$.'$.'$
DOC()ENT TITLEDOC()ENT NO Sheet No
CONSTR(CTION OF "6%7"6.8 9+ S7S 2 8"%4 T !0(RND: RI;D0
8'87NCC7DC7CS7''" % OF $ %
B* 0ori1ontal load,
Bending )oment
1.95 kN 1.95 kN
= =
c $*
%.&00 *
Reactions @- = (1.95 ($.900 6 &.900!!3%.&0
= 1.5+0 kN
= $ x 1.95 - 1.5+0
= 1.1%0 kN
axi*u* ?en)ing o*ent at c = 1.5+0 x $.9000
= &.$+ kN.*
Shear
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Central Region Branch " "
/
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Central Region Branch " "
Check if ax. shear stress A""o#a,"e shear stress 0ENCE SFE
DEFLECTION
A""o#a,"e )eFection for ertica" "oa)s = 'pan 3 %00 7a,"e 5 of ?' 5+50
= %&003%00
= 10.%%9 **
CONTRCT NO DTE &"$.'$.'$
DOC()ENT TITLEDOC()ENT NO Sheet No
CONSTR(CTION OF "6%7"6.8 9+ S7S 2 8"%4 T !0(RND: RI;D0
8'87NCC7DC7CS7''" = OF $ %
A""o#a,"e )eFection for horionta" "oa)s
= 'pan 3 500
= %&003500
= 1$.800 **
+ertical De@ection
$.$00 * $*
C. >: ;>A2'
$.5%8 kN $.5%8kN
1.$9% kN3*
c
%.&00 *
) =
) ((538&!(1.$9% x %&00E&!3($05000 x $$+000000!!6
(($5%8.000 x %&00J!3( % x $05000 x $.$+00
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Saudi Electricity Company " "
Central Region Branch " "
= 0.++ **
0.++ 1$.800 0ENCE SFE
CONTRCT NO DTE &"$.'$.'$
DOC()ENT TITLEDOC()ENT NO Sheet No
CONSTR(CTION OF "6%7"6.8 9+ S7S 2 8"%4 T !0(RND: RI;D0
8'87NCC7DC7CS7''" $ OF $ %
/
C/WA?;< />RID>N7A; 2
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Ceel = 3#.11 P> = P;> (loa0 +e/ /olle' >eel)
P = 2.248 i+ = 1#.## P = L&CP (o/iAonal loa0)
a = #.853 in. = 21.66 mm a = - b;24 D a;6 (o/ S-a+e)
#.163
xo = -#.845
x1 = #.613
Ao = #.16$
A1 = 1.926
RR(max)=
RL(min)=
= = 2Ca;(b->)
xo = -1.#96D1.#95CD#.192Ce:(-6.#C)
x1 = 3.965-4.835C-3.965Ce:(-2.6$5C)
Ao = -#.981-1.4$9CD1.12#Ce:(1.322C)
A1 = 1.81#-1.15#CD1.#6#Ce:(-$.$#C)
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MONORAIL BEAM ANALYSIS AND DESIGN
Bendin* Mo+ent) for Si+ple/Span'
x = 16.218 . = 4.94 m x = 1;2C(L-S;2) (locaion o max. momen /om le en0 o
*x = 233.29 -i+ = 316.34 .m *x = (P;2);(2CL)C(L-S;2):2D>;1###Cx;2C(L-x)
*' = 18.#2 -i+ = 24.44 .m *' = (P;2);(2CL)C(L-S;2):2
Lateral 0lan*e Bendin* Mo+ent fro+ 1or)ion for Si+ple/Span' (+e/ SS Seel ein *an
e = 12.25# in. #.31 m e = 0;2 (ame o/iA. loa0 aen a bo. lane)
a = 48.#22 a = SFR;(BCG)) , E=29### i an0 G=112## i
* = 2.35 -i+ 3.19 .m * = PCeCa;(2C(0-))C
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MONORAIL BEAM ANALYSIS AND DESIGN
,/a2i) Stre))e) for Si+ple/Span'
bx = 1#.85 i $4.82 *+a bx = *x;SxLb;/ = 211.68 Lb;/ = LbC12;/
&bx = 1#.91 i $5.24 *+a &bx = 12###Cb;(LbC12;(0;)) H= #.6#C&'
Y/a2i) Stre))e) for Si+ple/Span'
b' = 1#.5# i $2.38 *+a b' = *';S'
>n = 2.$4 i 18.9# *+a >n = *C12;(S';2) (>a/+in no/mal /e)
b'(oal) = 13.24 i 91.28 *+a b'(oal) = b'D>n
&b' = 2$.19 i 18$.5# *+a &b' = #.$5C&'
Co+.ined Stre)) Ratio for Si+ple/Span'
S.R. = 1.481 S.R. = bx;&bxDb'(oal);&b'
8ertical Deflection for Si+ple/Span'
P = 23.$## i+ 1#5.42 P = PDWDW (>io e/ical im+ac)
#.363# in. 9.22 mm P;2C(L-S);2;(24CECI)C(3CL:2-4C((L-S);2):2)D5C>;12###C
L;1#85
#.8$49 in. 22.22 mm Defl#+a2& 34
Bendin* Mo+ent) for O:erhan*'
*x = 124.51 -i+ 168.83 .m *x = (P;2)C(LoD(Lo-S))D>;1###CLo:2;2
*' = 1#.22 -i+ 13.85 .m *' = (P;2)C(LoD(Lo-S))
Lateral 0lan*e Bendin* Mo+ent fro+ 1or)ion for O:erhan*' #per ;SS Steel De)i*n Ma
e = 12.25# in. 311.15 mm e = 0;2 (ame o/iA. loa0 aen a bo. lane)
a = 48.#22 a = SFR;(BCG)) , E=29### i an0 G=112## i
* = 4.$1 -i+ 6.38 .m * = PCeCa;(0-)Ca/+in no/mal /e)
b'(oal) = 11.44 i $8.85 *+a b'(oal) = b'D>n
(max) = (max)
(/aio) = (/aio) = LC12;(max)
(allo>) = (allo>) = LC12;45#
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MONORAIL BEAM ANALYSIS AND DESIGN
&b' = 2$.19 i 18$.5# *+a &b' = #.$5C&' f.7 34 0
Co+.ined Stre)) Ratio for O:erhan*'
S.R. = #.663 S.R. = bx;&bxDb'(oal);&b' SR 34
8ertical Deflection for O:erhan*' (amin ll 0ein loa0, P >io im+ac, a en0 o o
P = 23.$## i+ 163.41 *+a P = PDWDW (>io e/ical im+ac)
#.1212 in. 3.#8 mm PCLo:2C(LDLo);(3CECI)D>;12###CLoC(4CLo:2CL-L:3D3CLo:3);(2
L;48$
#.1312 in. 3.33 mm Defl#+a2& 34
(max) = (max)
(/aio) = (/aio) = LoC12;(max)
(allo>) = (allo>) = LoC12;45#
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MONORAIL BEAM ANALYSIS AND DESIGN
Botto+ 0lan*e Bendin* #)i+plified&'
be = 9.### in. 228.6# mm *in. o! be = 12C o/ SC12 (eecie lane ben0in lenam = 3.#1$ in. $6.63 mm am = (b;2->;2)-(-) (>e/e! - = /a0i o ille)
* = 2#.42# in.-i+ 2.31 .m * = P>Cam
S = 1.$82 in.:3 292#4 mm S = beC:2;6
b = 11.46 i $9.## *+a b = *;S
&b = 2$.19 i 18$.5# *+a &b = #.$5C&'
Botto+ 0lan*e Bendin* per CMAA Specification No !" #$%%"&' (oe! o/ion i nelece0)
Local 0lan*e Bendin* Stre)) = Point %' (Sin conenion! D = enio
-$.8$ i -54.24 *+a
1.56 i 1#.$2 *+a
Local 0lan*e Bendin* Stre)) = Point -'
5.$# i 39.3# *+a
1$.91 i 123.52 *+a
Local 0lan*e Bendin* Stre)) = Point $'
$.8$ i 54.24 *+a
-1.56 i -1#.$2 *+a
Re)ultant Bia2ial Stre)) = Point %'
22.51 i 155.24 *+a
-5.9# i -4#.68 *+a
#.## i #.## *+a
25.9$ i 1$9.#$ *+a
> 0. 4
Re)ultant Bia2ial Stre)) = Point -' SR -% 0. 4
Re)ultant Bia2ial Stre)) = Point $' SR -!$9?
2#.18 i 139.15 *+a
5.9# i 4#.68 *+a
#.## i #.## *+a
1$.9$ i 123.93 *+a
xo = xo = xoCP>;a:2
Ao = Ao = AoCP>;a:2
x1 = x1 = x1CP>;a:2
A1 = A1 = A1CP>;a:2
x2 = x2 = -xo
A2 = A2 = -Ao
A = A = bxDb'D#.$5CAo
x = x = #.$5Cxo
xA = xA = # (ame0 neliible)
o = o = SFR
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MONORAIL BEAM ANALYSIS AND DESIGN
34 0. 4 %??@0
SR %!-%?
Chec for Structural Steel .olted connection'
ia o bol e0 o/ connecion = 5;87 ( 36 GRE)
= 16 mm
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(conine0)
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7 34 0.75 O6
SR > -%
384CECI)
l#allo&5 O6
l5 -9
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O6
5 O6
an)
I)
l#allo&5 O6
(conine0)
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f. 34 0.5 O6
= com+/eion)
?@07 4 $9 )i
Not O6
?@07 4 $9 )i
Not O6
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$9 )i5 O6
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MONORAIL BEAM ANALYSIS AND DESIGN
Per AISC 9th Edition ASD Manual and CMAA Specification No !" #$%%"&
Input'
RL(min)=-4.2 RR(max)=23.6$
Monorail Si(e' L=14.$6 Lo=4.
Selec! S2#"96 x=$.193
De)i*n Para+eter)' S=#.$5
%eam &' = 36.258 i = 25# *+a
%eam Sim+le-S+an, L = 14.$6# . = 4.5## m
nb/ace0 Len, Lb = 14.$6# . = 4.5## m S2#"96
%en0in oe., b = 1.### = 1.### P=1$.633
e/an Len, Lo = 4.43# . = 1.35# m No+enclature
nb/ace0 Len, Lbo = 4.43# . = 1.35# m imenion in 77.
%en0in oe., bo = #.$39 = #.$39 S$%,9? Me+.er Propertie)'
Lie0 Loa0, P = 13.49# i+ = 6#.### = 28.2# in.:2 0; = 3.#$
= 4.4#8 i+;>eel = 19.61 P> = P;> (loa0 +e/ /olle' >eel)
P = 1.349 i+ = 6.## P = L&CP (o/iAonal loa0)
a = #.$18 in. = 18.25 mm a = - b;24 D a;6 (o/ S-a+e)
#.184
xo = -#.831
x1 = #.652
Ao = #.1$5
A1 = 1.854
RR(max)=
RL(min)=
= = 2Ca;(b->)
xo = -1.#96D1.#95CD#.192Ce:(-6.#C)
x1 = 3.965-4.835C-3.965Ce:(-2.6$5C)
Ao = -#.981-1.4$9CD1.12#Ce:(1.322C)
A1 = 1.81#-1.15#CD1.#6#Ce:(-$.$#C)
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MONORAIL BEAM ANALYSIS AND DESIGN
Bendin* Mo+ent) for Si+ple/Span'
x = $.193 . = 2.19 m x = 1;2C(L-S;2) (locaion o max. momen /om le en0 o
*x = 64.41 -i+ = 8$.34 .m *x = (P;2);(2CL)C(L-S;2):2D>;1###Cx;2C(L-x)
*' = 4.$3 -i+ = 6.41 .m *' = (P;2);(2CL)C(L-S;2):2
Lateral 0lan*e Bendin* Mo+ent fro+ 1or)ion for Si+ple/Span' (+e/ SS Seel ein *an
e = 1#.15# in. #.26 m e = 0;2 (ame o/iA. loa0 aen a bo. lane)
a = 38.#22 a = SFR;(BCG)) , E=29### i an0 G=112## i
* = 1.1# -i+ 1.49 .m * = PCeCa;(2C(0-))C
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MONORAIL BEAM ANALYSIS AND DESIGN
,/a2i) Stre))e) for Si+ple/Span'
bx = 4.68 i 32.3# *+a bx = *x;SxLb;/ = 1#8.66 Lb;/ = LbC12;/
&bx = 21.$5 i 15#.## *+a &bx = 12###Cb;(LbC12;(0;)) H= #.6#C&'
Y/a2i) Stre))e) for Si+ple/Span'
b' = 4.#8 i 28.14 *+a b' = *';S'
>n = 1.9# i 13.#8 *+a >n = *C12;(S';2) (>a/+in no/mal /e)
b'(oal) = 5.98 i 41.22 *+a b'(oal) = b'D>n
&b' = 2$.19 i 18$.5# *+a &b' = #.$5C&'
Co+.ined Stre)) Ratio for Si+ple/Span'
S.R. = #.435 S.R. = bx;&bxDb'(oal);&b'
8ertical Deflection for Si+ple/Span'
P = 14.26# i+ 63.43 P = PDWDW (>io e/ical im+ac)
#.#361 in. #.92 mm P;2C(L-S);2;(24CECI)C(3CL:2-4C((L-S);2):2)D5C>;12###C
L;491#
#.3936 in. 1#.## mm Defl#+a2& 34
Bendin* Mo+ent) for O:erhan*'
*x = $2.44 -i+ 98.23 .m *x = (P;2)C(LoD(Lo-S))D>;1###CLo:2;2
*' = 5.4$ -i+ $.42 .m *' = (P;2)C(LoD(Lo-S))
Lateral 0lan*e Bendin* Mo+ent fro+ 1or)ion for O:erhan*' #per ;SS Steel De)i*n Ma
e = 1#.15# in. 25$.81 mm e = 0;2 (ame o/iA. loa0 aen a bo. lane)
a = 38.#22 a = SFR;(BCG)) , E=29### i an0 G=112## i
* = 2.24 -i+ 3.#4 .m * = PCeCa;(0-)Ca/+in no/mal /e)
b'(oal) = 8.59 i 59.21 *+a b'(oal) = b'D>n
(max) = (max)
(/aio) = (/aio) = LC12;(max)
(allo>) = (allo>) = LC12;45#
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MONORAIL BEAM ANALYSIS AND DESIGN
&b' = 2$.19 i 18$.5# *+a &b' = #.$5C&' f.7 34 0
Co+.ined Stre)) Ratio for O:erhan*'
S.R. = #.536 S.R. = bx;&bxDb'(oal);&b' SR 34
8ertical Deflection for O:erhan*' (amin ll 0ein loa0, P >io im+ac, a en0 o o
P = 14.26# i+ 98.32 *+a P = PDWDW (>io e/ical im+ac)
#.#62$ in. 1.59 mm PCLo:2C(LDLo);(3CECI)D>;12###CLoC(4CLo:2CL-L:3D3CLo:3);(2
L;84$
#.1181 in. 3.## mm Defl#+a2& 34
(max) = (max)
(/aio) = (/aio) = LoC12;(max)
(allo>) = (allo>) = LoC12;45#
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MONORAIL BEAM ANALYSIS AND DESIGN
Botto+ 0lan*e Bendin* #)i+plified&'
be = 9.### in. 228.6# mm *in. o! be = 12C o/ SC12 (eecie lane ben0in lenam = 2.63$ in. 66.9$ mm am = (b;2->;2)-(-) (>e/e! - = /a0i o ille)
* = 11.623 in.-i+ 1.31 .m * = P>Cam
S = 1.2$# in.:3 2#8#5 mm S = beC:2;6
b = 9.15 i 63.12 *+a b = *;S
&b = 2$.19 i 18$.5# *+a &b = #.$5C&'
Botto+ 0lan*e Bendin* per CMAA Specification No !" #$%%"&' (oe! o/ion i nelece0)
Local 0lan*e Bendin* Stre)) = Point %' (Sin conenion! D = enio
-$.1# i -48.92 *+a
1.5# i 1#.33 *+a
Local 0lan*e Bendin* Stre)) = Point -'
5.5$ i 38.42 *+a
15.84 i 1#9.22 *+a
Local 0lan*e Bendin* Stre)) = Point $'
$.1# i 48.92 *+a
-1.5# i -1#.33 *+a
Re)ultant Bia2ial Stre)) = Point %'
9.89 i 68.19 *+a
-5.32 i -36.69 *+a
#.## i #.## *+a
13.3$ i 92.19 *+a
34 0. 4 %??@0
Re)ultant Bia2ial Stre)) = Point -' SR %
2#.65 i 142.36 *+a
4.18 i 28.81 *+a
#.## i #.## *+a
18.91 i 13#.36 *+a
34 0. 4 %??@0
Re)ultant Bia2ial Stre)) = Point $' SR %!9%%;a:2
Ao = Ao = AoCP>;a:2
x1 = x1 = x1CP>;a:2
A1 = A1 = A1CP>;a:2
x2 = x2 = -xo
A2 = A2 = -Ao
A = A = bxDb'D#.$5CAo
x = x = #.$5Cxo
xA = xA = # (ame0 neliible)
o = o = SFR
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MONORAIL BEAM ANALYSIS AND DESIGN
34 0. 4 %??@0
SR %$
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, 1981)
(conine0)
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2 34 0.25 O6
7 34 0.75 O6
34 -%5 O6
384CECI)
l#allo&5 O6
l5 -9
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O6
5 O6
an)
I)
l#allo&5 O6
(conine0)
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f. 34 0.5 O6
= com+/eion)
$9 )i5 O6
$9 )i5 O6
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MONORAIL BEAM ANALYSIS AND DESIGN
Per AISC 9th Edition ASD Manual and CMAA Specification No !" #$%%"&
Input'
RL(min)=-3 RR(max)=1
Monorail Si(e' L=14.$6
Selec! S24"1#6 x=$.193
De)i*n Para+eter)' S=#.$5
%eam &' = 36.258 i = 25# *+a
%eam Sim+le-S+an, L = 14.$6# . = 4.5## m
nb/ace0 Len, Lb = 14.$6# . = 4.5## m S24"1#6
%en0in oe., b = 1.### = 1.### P=1$.643
e/an Len, Lo = 4.43# . = 1.35# m No+enclature
nb/ace0 Len, Lbo = 4.43# . = 1.35# m imenion in 77.
%en0in oe., bo = #.$39 = #.$39 S$",-%? Me+.er Propertie)'
Lie0 Loa0, P = 13.49# i+ = 6#.### = 31.1# in.:2 0; =
= 4.411 i+;>eel = 19.62 P> = P;> (loa0 +e/ /olle' >eel)
P = 1.416 i+ = 6.3# P = L&CP (o/iAonal loa0)
a = #.86# in. = 21.85 mm a = - b;24 D a;6 (o/ S-a+e)
#.163
xo = -#.845
x1 = #.613
Ao = #.16$
A1 = 1.926
RR(max)=
RL(min)=
= = 2Ca;(b->)
xo = -1.#96D1.#95CD#.192Ce:(-6.#C)
x1 = 3.965-4.835C-3.965Ce:(-2.6$5C)
Ao = -#.981-1.4$9CD1.12#Ce:(1.322C)
A1 = 1.81#-1.15#CD1.#6#Ce:(-$.$#C)
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MONORAIL BEAM ANALYSIS AND DESIGN
Bendin* Mo+ent) for Si+ple/Span'
x = $.193 . = 2.19 m x = 1;2C(L-S;2) (locaion o max. momen /om le
*x = 51.9$ -i+ = $#.46 .m *x = ( &/om S
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MONORAIL BEAM ANALYSIS AND DESIGN
,/a2i) Stre))e) for Si+ple/Span'
bx = 2.6# i 1$.92 *+a bx = *x;SxLb;/ = 95.23 Lb;/ = LbC12;/
&bx = 21.$5 i 15#.## *+a &bx = 12###Cb;(LbC12;(0;)) H= #.6#C&'
Y/a2i) Stre))e) for Si+ple/Span'
b' = 2.44 i 16.84 *+a b' = *';S'
>n = 1.85 i 12.$3 *+a >n = *C12;(S';2) (>a/+in no/mal /e)
b'(oal) = 4.29 i 29.56 *+a b'(oal) = b'D>n
&b' = 2$.19 i 18$.5# *+a &b' = #.$5C&'
Co+.ined Stre)) Ratio for Si+ple/Span'
S.R. = #.329 S.R. = bx;&bxDb'(oal);&b'
8ertical Deflection for Si+ple/Span'
#.#11# in. #.28 mm (Ree/ S) = LC12;6## Defl#
ori(ontal Deflection for Si+ple/Span'
#.#321 in. #.82 mm (Ree/ S) = LC12;6## Defl#
P = 14.2$# i+ 63.48 P = PDWDW (>io e/ical im+ac)
#.#2#6 in. #.52 mm P;2C(L-S);2;(24CECI)C(3CL:2-4C((L-S);2):2)D5C
L;8586
#.3936 in. 1#.## mm
Bendin* Mo+ent) for O:erhan*'
*x = 58.#9 -i+ $8.$6 .m *x = ( &/om S) =
(max) =
(allo>) =
(max) = (max)
(/aio) = (/aio) = LC12;(max)
(allo>) = (allo>) = LC12;45#
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MONORAIL BEAM ANALYSIS AND DESIGN
&bx = 23.93 i 165.## *+a &bx = #.66C&'
Y/a2i) Stre))e) for O:erhan*'
b' = 2.82 i 19.48 *+a b' = *';S'
>n = 3.93 i 2$.13 *+a >n = *C12;(S';2) (>a/+in no/mal /e)
b'(oal) = 6.$6 i 46.61 *+a b'(oal) = b'D>n
&b' = 2$.19 i 18$.5# *+a &b' = #.$5C&'
Co+.ined Stre)) Ratio for O:erhan*'
S.R. = #.426 S.R. = bx;&bxDb'(oal);&b'
8ertical Deflection for O:erhan*' (amin ll 0ein loa0, P >io im+ac, a
#.#224 in. #.5$ mm (Ree/ S) = LC12;6## Defl#
(max) =
(allo>) =
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MONORAIL BEAM ANALYSIS AND DESIGN
ori(ontal Deflection for O:erhan*'
#.#65# in. 1.65 mm (Ree/ S) = LC12;6## Defl#
Botto+ 0lan*e Bendin* #)i+plified&'
be = 9.### in. 228.6# mm *in. o! be = 12C o/ SC12 (eecie lane ben0
am = 3.#1$ in. $6.63 mm am = (b;2->;2)-(-) (>e/e! - = /a0i o ille
* = 13.3#$ in.-i+ 1.5# .m * = P>Cam
S = 1.$82 in.:3 292#4 mm S = beC:2;6
b = $.4$ i 51.48 *+a b = *;S
&b = 2$.19 i 18$.5# *+a &b = #.$5C&'
Botto+ 0lan*e Bendin* per CMAA Specification No !" #$%%"&' (oe! o/ion i ne
Local 0lan*e Bendin* Stre)) = Point %' (Sin conenion! D
-5.#4 i -34.$3 *+a
1.## i 6.8$ *+a
Local 0lan*e Bendin* Stre)) = Point -'
3.65 i 25.1$ *+a
11.4$ i $9.1# *+a
Local 0lan*e Bendin* Stre)) = Point $'
5.#4 i 34.$3 *+a
-1.## i -6.8$ *+a
Re)ultant Bia2ial Stre)) = Point %'
5.$9 i 39.9# *+a
-3.$8 i -26.#5 *+a
#.## i #.## *+a
9.51 i 65.55 *+a
34 0.
Re)ultant Bia2ial Stre)) = Point -' SR
13.64 i 94.#8 *+a
2.$4 i 18.8$ *+a
#.## i #.## *+a
13.$3 i 94.68 *+a
34 0.
Re)ultant Bia2ial Stre)) = Point $' SR
(max) =(allo>) =
xo = xo = xoCP>;a:2
Ao = Ao = AoCP>;a:2
x1 = x1 = x1CP>;a:2
A1 = A1 = A1CP>;a:2
x2 = x2 = -xo
A2 = A2 = -Ao
A = A = bxDb'D#.$5CAo
x = x = #.$5Cxo
xA = xA = # (ame0 neliible)
o = o = SFR
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MONORAIL BEAM ANALYSIS AND DESIGN
4.29 i 29.6# *+a
3.$8 i 26.#5 *+a
#.## i #.## *+a
4.9# i 33.82 *+a
34 0.
SR
Chec for Structural Steel .olted connection'
ia o bol e0 o/ connecion = 5;87 ( 36 GRE)
= 16 mm
-
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9.46
Lo=4.43
2.86
294#.## in.:4
24#.## in.:3
$6.8# in.:4
19.5# in.:3
1#.1## in.:41#5##.# in.:6
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en0 o im+le-+an)
in *anal, 1981)
2## i
(conine0)
-
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f.2 34 0.25 O6
f.7 34 0.75 O6
SR 34 -%5 O6
a2& 34 Defl#allo&5 O6
a2& 34 Defl#allo&5 O6
;12###CL:4;(384CECI)
)i*n Manual5 -9
-
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f.2 34 0.25 O6
f.7 34 0.75 O6
SR 34 -%5 O6
n0 o oe/an)
a2& 34 Defl#allo&5 O6
-
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a2& 34 Defl#allo&5 O6
in len)
)
f. 34 0.5 O6
lece0)
= enion, - = com+/eion)
4 %??@07 4 $9 )i5 O6
%9!$?-"
4 %??@07 4 $9 )i5 O6
%!
-
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4 %??@07 4 $9 )i5 O6
%$%"9?"
-
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MONORAIL BEAM ANALYSIS AND DESIGN
Per AISC 9th Edition ASD Manual and CMAA Specification No !" #$%%"&
Input'
RL(min)=-3 RR(max)=1
Monorail Si(e' L=24.61
Selec! S18"$# x=12.118
De)i*n Para+eter)' S=#.$5
%eam &' = 36.258 i = 25# *+a
%eam Sim+le-S+an, L = 24.61# . = $.5## m
nb/ace0 Len, Lb = 24.61# . = $.5## m S18"$#
%en0in oe., b = 1.### = 1.### P=$.145
e/an Len, Lo = 4.43# . = 1.35# m No+enclature
nb/ace0 Len, Lbo = 4.43# . = 1.35# m imenion in 77.
%en0in oe., bo = #.$16 = #.$16 S- = #.$11 in. Sx =
?e/. Im+ac &aco/, ?i = 25.### @ = 25.### @ b = 6.25# in. I' =
o/A. Loa0 &aco/, L&(Lon) = 1#.### @ = 1#.### @ = #.691 in. S' =
o/A. Loa0 &aco/, L&(La) = 1#.### @ = 1#.### @ = 1.5## in. B = = 4.### = 4.### / = 1.36# in. > =
Weel S+acin, S = #.$5# . = #.23# m
iance on &lane, a = #.59 in. = 15 mm
Re)ult)' Support Reaction)' (>i oe/an)
19.46 i+ 86.58 = PC( &/om Seel)
P = #.56$ i+ = 2.52 P = L&CP (o/iAonal loa0)
a = #.529 in. = 13.43 mm a = - b;24 D a;6 (o/ S-a+e)
#.213
xo = -#.8#9
x1 = #.692
Ao = #.188
A1 = 1.$$1
RR(max)=
RL(min)=
= = 2Ca;(b->)
xo = -1.#96D1.#95CD#.192Ce:(-6.#C)
x1 = 3.965-4.835C-3.965Ce:(-2.6$5C)
Ao = -#.981-1.4$9CD1.12#Ce:(1.322C)
A1 = 1.81#-1.15#CD1.#6#Ce:(-$.$#C)
-
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MONORAIL BEAM ANALYSIS AND DESIGN
Bendin* Mo+ent) for Si+ple/Span'
x = 12.118 . = 3.69 m x = 1;2C(L-S;2) (locaion o max. momen /om le
*x = 51.9$ -i+ = $#.46 .m *x = ( &/om S
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MONORAIL BEAM ANALYSIS AND DESIGN
,/a2i) Stre))e) for Si+ple/Span'
bx = 6.#5 i 41.$5 *+a bx = *x;SxLb;/ = 21$.15 Lb;/ = LbC12;/
&bx = 9.$5 i 6$.22 *+a &bx = 12###Cb;(LbC12;(0;)) H= #.6#C&'
Y/a2i) Stre))e) for Si+ple/Span'
b' = 6.19 i 42.69 *+a b' = *';S'
>n = 1.29 i 8.91 *+a >n = *C12;(S';2) (>a/+in no/mal /e)
b'(oal) = $.48 i 51.6# *+a b'(oal) = b'D>n
&b' = 2$.19 i 18$.5# *+a &b' = #.$5C&'
Co+.ined Stre)) Ratio for Si+ple/Span'
S.R. = #.814 S.R. = bx;&bxDb'(oal);&b'
8ertical Deflection for Si+ple/Span'
#.#11# in. #.28 mm (Ree/ S) = LC12;6## Defl#
ori(ontal Deflection for Si+ple/Span'
#.#321 in. #.82 mm (Ree/ S) = LC12;6## Defl#
P = 5.$4# i+ 25.53 P = PDWDW (>io e/ical im+ac)
#.1365 in. 3.4$ mm P;2C(L-S);2;(24CECI)C(3CL:2-4C((L-S);2):2)D5C
L;2164
#.6563 in. 16.6$ mm
Bendin* Mo+ent) for O:erhan*'
*x = 58.#9 -i+ $8.$6 .m *x = ( &/om S) =
(max) =
(allo>) =
(max) = (max)
(/aio) = (/aio) = LC12;(max)
(allo>) = (allo>) = LC12;45#
-
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MONORAIL BEAM ANALYSIS AND DESIGN
&bx = 23.93 i 165.## *+a &bx = #.66C&'
Y/a2i) Stre))e) for O:erhan*'
b' = $.16 i 49.39 *+a b' = *';S'
>n = 2.59 i 1$.82 *+a >n = *C12;(S';2) (>a/+in no/mal /e)
b'(oal) = 9.$5 i 6$.22 *+a b'(oal) = b'D>n
&b' = 2$.19 i 18$.5# *+a &b' = #.$5C&'
Co+.ined Stre)) Ratio for O:erhan*'
S.R. = #.3$1 S.R. = bx;&bxDb'(oal);&b'
8ertical Deflection for O:erhan*' (amin ll 0ein loa0, P >io im+ac, a
#.#224 in. #.5$ mm (Ree/ S) = LC12;6## Defl#
(max) =
(allo>) =
-
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MONORAIL BEAM ANALYSIS AND DESIGN
ori(ontal Deflection for O:erhan*'
#.#65# in. 1.65 mm (Ree/ S) = LC12;6## Defl#
Botto+ 0lan*e Bendin* #)i+plified&'
be = 8.292 in. 21#.62 mm *in. o! be = 12C o/ SC12 (eecie lane ben0
am = 2.191 in. 55.66 mm am = (b;2->;2)-(-) (>e/e! - = /a0i o ille
* = 3.914 in.-i+ #.44 .m * = P>Cam
S = #.66# in.:3 1#813 mm S = beC:2;6
b = 5.93 i 4#.9# *+a b = *;S
&b = 2$.19 i 18$.5# *+a &b = #.$5C&'
Botto+ 0lan*e Bendin* per CMAA Specification No !" #$%%"&' (oe! o/ion i ne
Local 0lan*e Bendin* Stre)) = Point %' (Sin conenion! D
-5.1$ i -35.63 *+a
1.2# i 8.29 *+a
Local 0lan*e Bendin* Stre)) = Point -'
4.42 i 3#.48 *+a
11.31 i $$.95 *+a
Local 0lan*e Bendin* Stre)) = Point $'
5.1$ i 35.63 *+a
-1.2# i -8.29 *+a
Re)ultant Bia2ial Stre)) = Point %'
13.15 i 9#.66 *+a
-3.88 i -26.$2 *+a
#.## i #.## *+a
14.11 i 9$.2$ *+a
34 0.
Re)ultant Bia2ial Stre)) = Point -' SR
2#.$3 i 142.9# *+a
3.32 i 22.86 *+a
#.## i #.## *+a
1$.92 i 123.53 *+a
34 0.
Re)ultant Bia2ial Stre)) = Point $' SR
(max) =(allo>) =
xo = xo = xoCP>;a:2
Ao = Ao = AoCP>;a:2
x1 = x1 = x1CP>;a:2
A1 = A1 = A1CP>;a:2
x2 = x2 = -xo
A2 = A2 = -Ao
A = A = bxDb'D#.$5CAo
x = x = #.$5Cxo
xA = xA = # (ame0 neliible)
o = o = SFR
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MONORAIL BEAM ANALYSIS AND DESIGN
11.35 i $8.23 *+a
3.88 i 26.$2 *+a
#.## i #.## *+a
8.$# i 59.9$ *+a
34 0.
SR
Chec for Structural Steel .olted connection'
ia o bol e0 o/ connecion = 5;87 ( 36 GRE)
= 16 mm
-
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9.46
Lo=4.43
4.1$
923.## in.:4
1#3.## in.:3
24.## in.:4
$.69 in.:3
4.1## in.:418##.# in.:6
-
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en0 o im+le-+an)
in *anal, 1981)
2## i
(conine0)
-
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f.2 34 0.25 O6
f.7 34 0.75 O6
SR 34 -%5 O6
a2& 34 Defl#allo&5 O6
a2& 34 Defl#allo&5 O6
;12###CL:4;(384CECI)
)i*n Manual5 -9
-
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f.2 34 0.25 O6
f.7 34 0.75 O6
SR 34 -%5 O6
n0 o oe/an)
a2& 34 Defl#allo&5 O6
-
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a2& 34 Defl#allo&5 O6
in len)
)
f. 34 0.5 O6
lece0)
= enion, - = com+/eion)
4 %??@07 4 $9 )i5 O6
%
-
7/26/2019 Mono Rail -design
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4 %??@07 4 $9 )i5 O6
%?"""
-
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61/93
C ?< M'RC>N'7RMC7I>N >:
:>R >R2
-
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CN'7RMC7I>N >:
:>R >R2
-
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CN
:I
R'7I''M ?< M'RC>N'7RMC7I>N >:
:>R >R2
-
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C ?< M'RC>N'7RMC7I>N >:
:>R >R2
-
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-
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$
2)1
-
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1 2 3 4 5 6 $ 8 9 1# 11 12
ecion W -mm2 -mm -mm %-mm
-
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E$## 1.498 191## 6$# 582 3## 1$ 13 1.43ED##9 $6$3#### 4259$#1 511533
E$##% 2.4## 3#6## $## 582 3## 32 1$ 2.5$ED##91444##### $34#### 96266$
E$##* 3.##4 383## $16 582 3#4 4# 21 3.29ED##9188###### 9198324 1236842
E8## 2.243 286## $9# 68# 3## 28 15 3.#3ED##91264##### $681#13 84266$
E8## 1.$1# 218## $$# 68# 3## 18 14 2.#9ED##9 8134#### 54259$4 54226$
E8##% 2.62# 334## 8## 68# 3## 33 1$.5 3.59ED##9149###### 89$$5## 993333
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E9##* 3.326 424## 91# $$# 3#2 4# 21 5.$#ED##91845##### 12536264 1221854
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/
in
#.4$
#.4$
#.4$
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#.4$
#.4$
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-
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1.18
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1.18
1.18
1.18
-
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cm4 0m6 /
B > I 1;3 1;3 / inK
/ 1 0; **& **$ mm
12 2# 14.5 #.12 5.28 #.##259 659114.6$ 96# 26.2#2629 3.29
12 18 14.1 #.1654545 2.33 #.##168 444##2.48 6$$.4 25.6#1$$6 2.42
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12 18 14.1 #.1651515 2.59 #.##425 $91259.$ 812.6 31.2#4$$9 2.88
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18 28 21.25 #.#95 21 #.1#8 $19##25 2411.666$ 54.6#1$49 8.34
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