soal 2 - jembatan girder komposit_fix

8/9/2019 Soal 2 - Jembatan Girder Komposit_fix

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Sebuah jembatan dibangun dengan beban sesuai BMS 1992 dengan data-data sebagai berikut :- jarak gelagar (b) = 1.6 m- panjang bentang ( ) = 21 m !."#"!!- rasi$ kapasitas geser = 9" %- &akt$r beban = 1.1 ' 2- rasi$ kapasitas m$men = 92 %

Asumsi :- tebal plat bet$n (t) = !. m = ! *m = 11.+11!2 62 in- tinggi gelagar = 1.!"! m = 1!"! mm = ,1. +"+26+ in- & * - !! = 26., mpa = .+ 99999++ ksi = 2,.!!!- &/ baja 0 6 = 2,+ mpa = 6.!#2#2#16 ksi- s = 2!!!!! mpa = 29!9!.91 ksi

'esignati$n 'imensi$n(mm) Se*ti$nal eight0rea ( g3m) 4$minal 5$de B t7 t& r

- 1!"! "! 1! 12 11 1+6.6 -

Konversi AISC

'esignati$n 'imensi$n (in) Se*ti$nal eight0rea (kip3in) 4$minal 5$de B t7 t& r

- ,1. 9 1 .#+ !. 9, !.,#2 !., 2+.92

lemen

(*m2)

(in2)

a. enampangcompact : l ; l p b. enampangnon-compact : l p < l ; lr *. enampanglangsing : l lr

p r

Flange (sa/ap)

Web (badan)

f

f

t

b2

Y F

6"

1!

1,1

Y F

wt

h

Y F

6,!

Y F

9#!


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n16!+

2!+! "omen Inersia

16! 2!

! !,

1.!1

1!"

1.!1

1!" 1! .99

1

1.1

1.2"

!. "

-abel ! Inersia .elat /ir#erKomponen 0 mm'

1 ,2!! 6 2"2!!2 1!26! "2" " +6"!!

,2!! 1!,, , +,+!!-otal 1+66! 9#96"!!

9#96"!!1+66!

"2".!!!

-abel 2! Inersia .elat /ir#erComponen 0 mm' # mm'

1 ,2!! 6 "!,!! "19 11 1 666!!2 1!26! "2" 9!!! #9+! ! 9!!! #9+!

,2!! 1!,, "!,!! "19 11 1 666!!

be>?= be&&

A mm 2' A!0 mm ) '

, =

, =

A mm 2' I o mm+' I o 1 A#

2 mm +'


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! "o#ulus .enampang S'Baja Ba7ah Baja 0tas

Ss = 1!!9#+6.+ S* = 1!!9#+6.+1! .9+# 1.!1

9#1!.66,! +, 99#2 ".+2!,9

Bet$n Ba7ahS* = 1!!9#+6.+ / - t

1.!1 1.!1 *m2"6!.",9#"6

*m *m

/ t =

*m


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PEMBEBANAN

A. BEBAN MATI

Berat Sendiri GelagarNO Luas Penampang (A) W Bera1 0.01866 77.00 kN/m3 1.44

KerebNO LEBAR !N""! W Bera

1 1 0.#$ #%.00 kN/m3 6.00Plat Jalan

NO LEBAR !N""! W Bera1 8 0.# #$.00 kN/m3 40.00

PerkerasanNO LEBAR !N""! W Bera1 6 0.1 #%.00 kN/m3 14.40

Genangan Air H !an "# $%& '.()*ailing Pi+a Gal,alis - ).# 1.)#

BEBAN HI/ P

Beban a! r /2 bentang diba3a '0 %Be&an 'erata ( ) 5.00Be&an erpusat (p) 44.00Le&ar a*ur a*ur La*u L+ntas (&1) 5.00


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tkN7%

t

kN7%

tkN7%

tkN7%

kN7%kN7% 3 t+t+k

KN 1#.80KN 70.%0%


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Analisa $eba

/E*A/A3

A! $eban "ati

(o (ama $eban-erpusat "e

(ilai 4umla5 (ilai

1 lat alan ,!2 erkerasan 1,.,

Berat sendiri gelagar 1.,,, 0ir ujan .92

-otal

$! $eban 6i#u


(ilai 4umla5 (ilai

1 Baban Merata +.!!2 Baban Cerpusat ,,.!!

Beban Dem 2"! 1-otal

otal embebanan


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$! $eban 6i#u

(o (ama $eban

-erpusat "e

(ilai 4umla5 (ilai

1 Baban Merata +2 Baban Cerpusat ,,

Beban Dem 2"! 1-otal

-otal .embebanan1.1( dl) 2 ( ll) 2!78 k( m

/E*A/A3 )

A! $eban "ati


(ilai 4umla5 (ilai

1 lat alan ,!2 erkerasan 1,.,

0ir ujan .92

, Berat sendiri gelagar 1.,," ereb 6.!!6 Dailing ipa Aal?alis E 2." 1.2"

otal


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n

ata ;igunakan

;imensi-erpusat "erata

(ilai 4umla5 (ilai *ebar

21 7 221 )!7+ 221

2!9 2

ata ;igunakan

;imensi-erpusat "erata

(ilai 4umla5 (ilai *ebar(+ 21) 2!7


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ata ;igunakan

;imensi -erpusat "erata(ilai 4umla5 (ilai *ebar

(+ 21) 2!7


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! .embebanana! $eban 6i#up

Beban lalu lintas menurut bms 92 untuk l < ! m beban tersebar merata (G' ) > adalah : > = 12.+!! beban garis ( )H = . "2 beban rem = .1#"

19. 269+19. 2#

b! $eban "ati

berat plat bet$n = +.!!! berat perkerasan = .+,! berat sendiri gelagar = !.2+# berat air hujan = !.#+,

12.911 612.912

2! /a,a ;alam "aksimum

a! "omen "aksimumMma = 1.1 ' 2

= #+2.91 21 !.+!= 291 .#1 k4m = 2 + ! 9 9 kip=ft

uat entur 4$minal (Ile ural Strength)= 2+.92 inJ 6.!#2# ksi = 1!, . "# kips

0,85f'c Ac = !.+" .+, ( 11.+11 62.9921 ) = 2,2+.,2!+, kipsSehinggaH 5 =


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= 2!9. , 2+".#6= ,9".!9 k4 = 111. 2 kip

)! -egangan=tegangan "aksimum

= 2+116."+!!+6+ L !.,! = !.,62 ksi2,26!.2

= 2+116."+!!+6+ L ,1. +"+26+= ,#.91 ksi2,26!.2

Cegangan pada bagian atas bet$n adalah :

= 2+116."+!!+6+ L 12.21 = 1.#69 ksi19,!+1.+!#62+!22

Component A , A,5$n*rete 2!.! /yyyyyyyyyyy / 32yyyyyyyyyyy 1!

lat Airder 1+6.6! +2." 1" 9,."

= 1! 1" 9,."2!.! /yyyyyyyyyyy 1+6.6!

/ (yyyyyyyyyyy 2!.! /yyyyyyyyyyy 1+6.6! ) = 1! 1" 9,."2!.!! / Jyyyyyyyyyyy 1+6.6! /yyyyyyyyyyy = 1! 1" 9,."1!.!! 1+6.6! /yyyyyyyyyyy K 1" 9,." = !

= 1.!! *m = 12.2! in/ yyyyyyyyyyy :

? @# ))/#( 4

9 )_ ( . _ /

9 )_ ( . _ /

9


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'e&leksi maksimum = " = " !.1+ +26.## ,+, @ +, 29!9!.9 2,26!.

! S5ear Conne&tor'iameter maksimal = t& 2" = !.,#2,,'igunakan stud ukuran 1 2 in

d = !. < !.,#2,,!9 in ...N uas satu area shear *$nne*t$r = 0s* = .1, !. 2= !.!

,* = 2,1,9.! # Mpa = "12."+#2 ksiekuatan geser satu shear *$nne*t$r

On = !." 0s*= !." !.!+#2222 ( .+, "12."+#= ".!6,96 "219 kips

DgDp0s*Iu = 1 1 !.!+#22 6"= ".669,,,,,,, kips'ipakai = ".!6,96 "219 kips

arak minimum membujur = 6 d = 2 inarak minimum melintang = , d = 1. inarak ma imum membujur = + t = .##9" inumlah Stud /ang digunakan : 4 = Pu= 111. 2 = 21.9#+,929'ipakai

On ".!6,96 "2 C$tal :s/arat jarak antar stud = s = 9. #!1 12= 1!.# # in,,

,

(& * *)!."

)!."


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uas baut: 0b = .1, .1, !.+#" 2 =, ,

Baja akan disambung pada bentang 12 m

4ilai geser pada bagian sambungan

S0MBG4A04 '@ 12 Mbaut bagian

diameter lubang: h = # 1 = !.9 #" in+ 16 jarak tengah lubang ke bagian garis tumpuan : * = e - h = 2 -2kekuatan baut : Dn = 1.2 Iu * t

= 1.2 2,.",!!# 2 !.#"= .+192+#+ kips

Gpper imit : Dn = 2., d t Iu= 2., !.+#" 1 2,.",= + 6"!61 # kips

ukuran baut2


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jarak tengah lubang ke bagian garis tumpuan : * =s - h = 6 -2

kekuatan baut : Dn = 1.2 Iu * t= 1.2 2,.",!!# 6 !.#"= 122.16 "" kips

Gpper imit : Dn = 2., d t Iu= 2., !.+#" 1 2,.",= +.6"!61,# kips

'igunakan : Dn = +.6"!61,# kips untuk baut bagian

baut bagian +

diameter lubang: h = # 1 = !.9 #" in+ 16 jarak tengah lubang ke bagian garis tumpuan : * =s - h = 9 -

2

kekuatan baut : Dn = 1.2 Iu * t= 1.2 2,.",!!# +." 12" !.#"= 1++.,21#,# kips

Gpper imit : Dn = 2., d t Iu= 2., !.+#" !.#" 2,.",= +.6"!61,# kips

'igunakan : Dn = +.6"!61,# kips untuk baut bagian ,

0ssume that b$lt threads are in planes $& shear


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= + 6= ,+ baut

.enge&ekan ter5a#ap momen

= m$men= m$men

4ilai m$men akibat beban ter&akt$r pada bagian sambungan


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2 +.6"!61,6#++ 1+.2!!",1 #! .,6211!222+ 2 +.6"!61"+.6"!61,6#++ 1!.92! 2,+ ,22.!##2661 # +.6"!61"

, +.6"!61,6#++ .6,!1!+2# 1,!.692,22!,,6 , +.6"!61"C$tal 22"1.!#+#"2#1 C$tal

C$tal m$men tahanan untuk satu segmen : +#22.9 !166#6 kips-&tC$tal m$men tahanan untuk satu sisi : 1#,,".+6! " kips-&t

/ambar 3en&ana 4embatan


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43m43m43m43m43m

43m43m43m43m43m2

43m2

6.,"16


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= 1."+#1"9 in+9

#2 in2

: 22 untuk setengah

,, untuk satu bal$k


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!.6!1!16 in2

Iu = 2,.",

!.9 #" = 1." 12" in2


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!.9 #" = "." 12" in2

!.9 #" = +." 12" in2


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akibat beban ter&akt$r tahanan akibat baut

Mu = 1,9 ."#"92


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1+.2!!", #! .,6211!221!.92! 2 ,22.!##2661

.6,!1!+ 1,!.692,22!,22"1.!#+#"2#

."#"92 kips-&t @aman


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AMPI*AN

N4P DS@

1 m 9. #!!#+#, in1 m .2+!+ 9+9" &t1 m2 1!.#6 91!,2 &t1 kg !.!!22!,622" p$und (lb)1 kg3*m2 2.!,+1"62" kip3&t21 kip3&t2 6.9,,," lb3in21 kip3&t2 !.!!1 lb3&t21 kip 1!!! p$und (lb)1 ksi 1 kip3in2 01 4 !.22,+,#,2" kip1 4m !.# 6 ##!2" kip-&t

1 mpa !.1,",","," ksi1 &t 12 in*i1 mm !.! 9 #!!+ in*i1 *m2 !.1""!!! 1 in*i21 kg3m 1 kip3in1 *m !. 9 #!!#9 in*i1 *m !.!61!2 #, in*i1 *m, !.!2,!2"1! in*i,1 kg3m !.!!9+!66" 43m


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111.$%8$6

1$.8#C#$C0.877##87

70.%1#.8


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DD

DD

DD

DD

DD


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AISC MEMBER DIMENSIONS AN

W, S, M, HP Shapes C, MC Shapes WT, ST, MT Shapes

Y Y k1=0.75 Y

k=0.832 tf=0.43 tf=0.343 bf=5.75

y=1.07 x(bar)=0.514 tf=0.36 d=8

d=15.9 T X d=6 Xd=5.09 X

tw=0.295 tw=0.437 tw=0.24

bf=6.99 bf=2.16

W16x36 C6x13 WT5x11 A = 10.60 in.^2 A = 3.81 in.^2 A = 3.24 in.^2 d =d = 15.900 in. d = 6.000 in. d = 5.090 in. b =

tw = 0.295 in. tw = 0.437 in. tw = 0.240 in. t =bf = 6.990 in. bf = 2.160 in. bf = 5.750 in. k =

tf = 0.430 in. tf = 0.343 in. tf = 0.360 in. wt./ft. =T = 13 5/8 in. T = 4 3/8 in. k = 0.6600 in. A =k = 0.8320 in. k = 0.8125 in. !x = 6.88 in.^4 !x =

k1 = 0.7500 in. "a"# = 1 3/8 in. $x = 1.72 in.^3 $x ="a"# = 3 1/2 in. 0.514 in. rx = 1.460 in. rx =

rt = 1.790 in. #% = 0.380 in. y = 1.070 in. y =d/Af = 5.28 d/Af = 8.10 !y = 5.71 in.^4 !y =

!x = 448.00 in.^4 !x = 17.30 in.^4 $y = 1.99 in.^3 $y =$x = 56.50 in.^3 $x = 5.78 in.^3 ry = 1.330 in. ry =rx = 6.510 in. rx = 2.130 in. & = 0.119 in.^4 x =!y = 24.50 in.^4 !y = 1.05 in.^4 'w = 0.107 in.^6 r =

$y = 7.00 in.^3 $y = 0.64 in.^3 a = 1.53 in.ry = 1.520 in. ry = 0.524 in. 2.16 in. & =x = 64 00 in ^3 & = 0 24 in ^4 * = 0 830 'w =

x(bar) =

TA+( ) =r%(bar) =


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y = 10.80 in.^3 'w = 7.19 in.^6 a =& = 0.55 in.^4 a = 8.86 in.

'w = 1460 in.^6 2.37 in. * =a = 83.29 in. * = 0.858

,n% = 26.90 in.^2$w = 20.20 in.^4

-f = 11.10 in.^3-w = 31.50 in.^3

r%(bar) =r%(bar) =

Refe e!"e# The shapes "$!%a&!e' &! %h&s 'a%a(ase a e a "$)p&*a%&$! $f %h$se *&s%e' &! %he "+ e!% AISC Shapes Da%a(ase CD-ROM Ve s&$! 3./ 0 +!e, 2//1 , as 4e** as %h$se *&s%e' &! %he AISC %h E'&%&$! Ma!+a* $f S%ee* C$!s% +"%&$! 01 .


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NOMENC7AT8RE 9OR AISC MEMBER PROPERTIES AND DIMENSIONS#

A = 'r% # ti%na ar#a %f # b#r (in. 2)d = #ra d# t %f # b#r ara # t% axi (in.)

T i kn# %f w#b %f # b#r (in.),idt %f f an"# %f # b#r (in.)T i kn# %f f an"# %f # b#r (in.)

T = i tan # b#tw##n fi #t f%r wid# f an"# %r ann# a # (in.) = d (2 k)k = i tan # fr% %:t#r fa # %f f an"# t% w#b t%# %f fi #t (in.)

i tan # fr% w#b #nt#r in# t% f an"# t%# %f fi #t (in.)"a"# =

;adi: %f "yrati%n %f % r# i%n f an"# : 1/3 %f % r# i%n w#b ar#a tak#n ab%:t an axi in an# %f w#b (in.)

axi (in.^3)

? a ti # ti%n %d: : %f # b#r tak#n ab%:t axi (in.^3)? a ti # ti%n %d: : %f # b#r tak#n ab%:t > axi (in.^3)

& = T%r i%na %n tant %f # b#r (in.^4),ar in" %n tant (in.^6)

a = = axi (in.)

tw 9b f 9tf 9

k1 9$tandard "a"# (b% t a in") f%r # b#r (in.) (Note: gages for angles are available by viewing comment box at cell K18.)

r t 9d/A f 9 ;ati% %f %f t%ta d# t %f # b#r t% ar#a %f % r# i%n f an"# %f # b#r = d/(b f Ftf )

!x 9$ x 9r x 9 ;adi: %f "yrati%n %f # b#r tak#n ab%:t axi (in.) = $-;T(! x/A)!y 9

$ y 9r y 9 ;adi: %f "yrati%n %f # b#r tak#n ab%:t > axi (in.) = $-;T(! y/A)x 9y 9

' w 9T%r i%na r% #rty a = $-;T( ' w/"F )

, n% 9$ w 9- f 9

- w 9

x(bar) 9


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x %%rdinat# %f #ar #nt#r wit r# # t t% t # #ntr%id %f t # # ti%n (in.)y %%rdinat# %f #ar #nt#r wit r# # t t% t # #ntr%id %f t # # ti%n (in.)

* =BB = %n" #" ba k t% ba k f%r d%:b # an" #

$ BB = $ %rt #" ba k t% ba k f%r d%:b # an" #$T = $tandard w#i" t ($ #d: # 40) i # # ti%n

$ = xtra tr%n" ($ #d: # 80) i # # ti%n$ = %:b # #xtra tr%n" i # # ti%n

#% 9 *%ri %nta di tan # fr% t # %:t#r #d"# %f a ann# w#b t% it #ar #nt#r (in.) = (a r%x.) t f F( -t f )@#F(&f -t w/#)@#/(%x% 9y% 9

r %(bar) 9 ?% ar radi: %f "yrati%n ab%:t t # #ar #nt#r (in.) = $-;T(x %@# %@# (! x ! y)/A)C #x:ra %n tant * = 1 (x%@# %@#)/r %(bar)@#)


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PROPERTIES VIEWER

S&!:*e A!:*es D$+(*e A!:*es Re"%a!:+*a HSS

Y Y Y

b=5 t=0.349 t=0.375

x=2.4 t=1.125 X

X d=3.5 *=8 X y=2.4

b=8 (0 3/8 %r 3/4 "a ) B=6

7 x x1-1; 275x3-1;2x3; S7BB HSS x6x3;

8 in. d = 3.5 in. d = 8 in.8 in. b = 5 in. b = 6 in.

1.125 in. t = 0.375 in. t = 0.349 in.1.7500 in. k = 0.8125 in. wt./ft. = 32.50 f.

57.20 f. wt./ft. = 20.80 f. A = 8.97 in.^216.80 in.^2 A = 6.10 in.^2 !x = 79.10 in.^498.10 in.^4 !x = 6.31 in.^4 $x = 19.80 in.^317.50 in.^3 $x = 2.38 in.^3 rx = 2.970 in.2.410 in. rx = 1.020 in. !y = 50.60 in.^42.400 in. y = 0.854 in. $y = 16.90 in.^398.10 in.^4 2.260 in. ry = 2.380 in.17.50 in.^3 2.390 in. x = 24.10 in.^32.410 in. 2.540 in. y = 19.80 in.^32.400 in. 2.56 in. & = 100.00 in.^41.560 in. * = 0.9331.000 R$+!' HSS < P&pes7.13 in.^4 Y32 5 in ^6 P*a%es t=0 322

ry(0) =ry(3/8) =ry(3/4) =r%(bar) =


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3.44 in. Y 4.29 in. t=0.375

0.633 X . .=8.63 Xb=12

!. .=7.98t = 3; in.

b = 12 in. PIPE STDwt./ft. = 15.31 f. . . = 8.63 in.

A = 4.500 in.^2 !. . = 7.98 in.!x = 0.053 in.^4 t = 0.322 in.

$x = 0.281 in.^3 wt./ft. = 28.60 f.rx = 0.108 in. A = 8.40 in.^2!y = 54.000 in.^4 ! = 72.50 in.^4

$y = 9.000 in.^3 $ = 16.80 in.^3ry = 3.464 in. r = 2.940 in.& = 54.053 in.^4 & = 145.00 in.^4


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soal 2 - jembatan girder komposit_fix

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