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7/24/2019 PERENCANAAN JEMBATAN RANGKA
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PERENCANAAN JEMBATAN RANGKA (RBB) BENTANG 32 M
7/24/2019 PERENCANAAN JEMBATAN RANGKA
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BEBAN BANGUNAN ATAS
Data Jembatan :
1. BENTANG JEMBATAN ( L ) = 32 mete2. LEBAR JEMBATAN ( B ) = ! mete3. T"NGG" JEMBATAN ( # ) = $ mete
%. BENTANG LAPANGAN JEMBATAN ( a ) = % mete&. TEGANGAN LENTUR BET'N ( ) = & *+,-m2$. MUTU BET'N ( -/ ) = 2& M0a. JEN"S BAJA BJ 3 ( ) = 2% M0a. TEKANAN AS R'DA GANDAR = 2 T4n!. TEKANAN R'DA = 1 T4n1. BERAT ASPAL = 2 *+,m311. BERAT BET'N BERTULANG = 2& *+,m312. BEBAN #"DUP = & *+,m2
7/24/2019 PERENCANAAN JEMBATAN RANGKA
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A.PERHITUNGANBEBAN MATI
2
3
2
3
2
Beban mati setiap 1mtebal aspal = 0.05 m
berat aspal = 2000 kg/m
berat q = 2000 x 0.05 = 100 kg/m
Tebal beton = 0.2 m
Berat beton = 2500 kg/m
Berat q = 2500 x 0.2 = 500 kg/m
Jumlah berat q 2
2
2
aspal dan beton = 100500 = !00 kg/m
10beban lain lain 10" dari berat q aspal beton = x!00 = !0 kg/m100
#adi berat total q = !00!0 = !!0 kg/m
$ebar plat %ang di tin#au = 1m
Beban pada plat lantai ke 2
2
2
ndaraan = !!0 kg/m x 1 m = !!0 kg/m
&omen q total '
$ = 1m
&omen = 1/( x q x $
= 1/( x !!0kg/m x 1m = (2.5 kg.m
B.PERHITUNGAN BEBAN HIDUP
1. KEKUATAN LANTAI BETON JEMBATAN
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Beban 5T6 (beban47a)
BIDANG KONTAK :
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ha = 0.05 m
hb = 0.2 m
hn = ha )hb/2*
= 0.05 )0.2/2*
= 0.15 m
x = )2xhn*0.2
= )2x0.15*0.2
= 0.5
+ = )2xhn*0.5
= )2x0.15*0.5
= 0.(
$,- B = x +
= 0.2
5 x 0.(
= 0.m
BEBAN TERSEBAR :
2
Tek. roda = 10000 kg
Tek. roda 10000Tekanan )q* = = = 25000 kg/m
$uas B 0.
aktor ke#ut)* = 1)20/)50$*
= 1 )20/)501*
= 1.342
$ebar plat %ang di ti
2
2
2
n#au = 1m
Beban pada $antai kendaraan = 25000 kg/m x 1m = 25000 kg/m
$=1m )#arak antara balok ba#a*
&omen beban tersebar '
& = x1/(xqxl
& = 1.342x1/(x25000kg/m x 1m
& = 350 kg.m
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Momen Total (Beban T anbe!at"en#!#$
&omen T = 350 kg.m
&omen Berat sendiri = (2.5 kg.m
&omen total = )350(2.5*x100 = 3250 kg.6m
$ebar pelat lantai /1m )b* = 100 6m
Tinggi beton lantai )hb* = 20 6moeisien = 1/! = 0.1!7
8x = 1/!xbxhb2
2
3
2tot
i#in
2 2
8x = 1/!x100x20
8x = !!!!.!7 6m
& 3250%g ter#adi = = = !!.4 kg/6m
8x !!!!.!7
%arat #ika %g ter#adi 9 dari :;
#adi !!.4 kg/6m 9 75 kg/6m :;
%. KEKUATAN TROTOAR
7/24/2019 PERENCANAAN JEMBATAN RANGKA
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2
2
2
max
Beban hidup )q* = 500 kg/m
$ )$ebar Trotoar*= 1m
$ebar plat %ang di tin#au = 1m
Beban
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a. GELAGAR MEMANJANG
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Beban an+ 78 *ena*an 0a7a +e9a+a memanan+ a8t; :
BebanMat8
Te788 7a8 beat en788 a0a9< bet4n 7an beban 9a8n9a8n
Beban #87;0
Beban >87;0 0a7a +e9a+a embatan 78nata*an 7en+an beban 5D6 ata;beban a9;< an+ te788 7a8 beban teba+8 ata 5?6 t4n 0e mete 0anan+
0e a9;< 7an beban +a8 5P6 t4n 0e a9; 9a9;98nta teeb;t.
Saat Beban D? :
A0ab89a embatan L @ 3m ma*a : ? = 22 *+,m
A0ab89a embatan 3 @ L@ $m ma*a : ? = (2.2 (1.1,$) (L3))
1
A0ab89a embatan L $m ma*a : ? = 1.1 (13,L) 1
( ) ( )( )
$=32m
q = 2.2 1.1/!0 x 3230 x1000 = 21!3. kg/m
Jadi beban hidup terbagi rata adalah '
21!3.q> = 7(!.7 kg/m/#alur
2.75=
BebanGa8
P = 12 *+,a9;
Bebanteba+8 ata (P) = ( P*+ ) , 2.& mete
= 12,2.&
= %3$3.$% *+,m,a9;
Beaten788
A0a9 = .& m 2 *+,mF = 1 *+,m2
bet4n = .2 m 2& *+,mF = & *+,m2
7/24/2019 PERENCANAAN JEMBATAN RANGKA
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= $ *+,m2
9a8n9a8n 1 = 1 $ *+,mH = $ *+,m2
T4ta9 = $$ *+,m2
Jaa*Beban = 1 m
U79 = $$ *+,m2 1 m = $$ *+,m
Ja78BebanPa7aBa94* = $$ *+,m BS Ba94* Baa (%!.! *+,m) = !.!
*+,m
Ge9a+amemanan+78-4bamema*a8 :
P4I9 = " = 2 2
Beat = %!.! *+,m = %2 -mF
K4e*e;t ( * ) = 1 (2,( & L )) = 1 (2,(&
%)) =1.3
M4men ma bebanmeata (D?) = * 1, ? LH
= 1.3 1, $.$ %H =
21&$.&*+.m; = ?; L = ? 9
= $.$ % =
1&3.3% *+
M4men ma beban+a8 (D0) = * O %3$3.$% %= 1.3 O %3$3.$% % =
&!.2 *+.m; = P = P
= %3$3.$% =
211.2 *+
M4men ma beaten788 (BS) = 1, ? LH
= 1, !.! %H =
1%1!. *+.m; = ?; L = ? 9= !.! % =
1%1!.*+
T4ta9M4men = 21&$.& &!.2 1%1!. =
!&&%.& *+.m
= !&.&%1
KN.m
7/24/2019 PERENCANAAN JEMBATAN RANGKA
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T4ta9 ; = 1&3.3% 211.2 1%1!. =
&1%.!$ *+
= &1.& KN
Men;;t LRD ( 0e>8t;n+anba94*9ent; )
M4mentea*t4en-ana = M;
= !&.%&1 KN.m
Gaa +eea*t4en-ana = ;
= &1.& *N
U*;an 0enam0an+ be7aa*an *;at 9ent; tan0a 0en+a;> te*;*
Seba+a8ba94*0en7e*e;a8a;m8;Mn = .! Q = 2% N,mm2
Q M; , .! = !&.%&1 KNm , .! 2% N,mm2
= !&.%&1 KNm 1 = !&%&1 Nmm= !&%&1 Nmm , .! 2% N,mm2= %%1.!3 Cm3
Q %2 %%1.!3 -mF.'KS 3!%.$ -mF ( Q, 1.12 )
Ce*0enam0an+ "
" 2 2 12
" = %2 -m% = .$2 -m = 13 mm
" = 1$ -m% = &.2 -m
t = t = 12
Ce**e9an+8n+an
1. P9at aa0( LB )
200 170 170(.33 10.47.......
7/24/2019 PERENCANAAN JEMBATAN RANGKA
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2) * 200 2)12 13* 1!(0 1!(0=1(.75 10(........ a7a0 te*;* +ee
n = .$ A
= .$ (( 2 2( 12 13 )) ( $.& ) 2%
= 1%.% *N
;n = .! 1%.% *N = 12$.3$ *N
;n?; = 12$.3$ *N? &1.& KN ..'K
Met47aD8t8b;8M = A .7 .
= ( 2 12 ) ( 2 12) 2% N,mm2= 1.2! KN m M;.'*
Met47e"ntea*8M;,Mn .$2& ;,Mn@ 1.3&!&.&%1 . 1$, (.!)(1.12)(3!%.$. 13) (2%) .$2& . 1&.3, 12$.3$= 1. .= 1. @ 1.3&..'K
Cekdefeksiakibatbebantetap
5. . 5 7.(!7 000
3( 3( 200000 720 10
2.77(
0001!.!!7......... %arat deleksi terpenuhi.
20 20
q l x x
EI x x x
mm ijin
Lijin OK
= =
= +e9a+ame98ntan+ = b;a> Panan+embatan (9) = 32 m Bentan+9a0an+an (L) = !m ( 9eba )
Pe>8t;n+an789a*;*an;nt;*t8a09ebaaa*ebea = %m
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a*t4*e;t
K4e*e;t( * ) = 1 (2,( & L )) = 1 (2,(& !)) =1.33!
Beban7a9ama9;
BebanMeata (D?) = L @ 3m ma*a : ? = 22 *+,m , 2.& =
*+,m
BebanGa8 (D0) = %3$3.$% 1.33! , &.& = 1$2.3% *+,m
T4ta9 D? D0 = 1$2.3% = 1$2.3% *+,m
Beban9;aa9;
BebanMeata (D?) = L @ 3m ma*a : ? = 22 *+,m , 2.& =
*+,m
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BebanGa8 (D0) = * ((2 .&),2.&) (P,2)),(2 .&)
= 1.33! ((2 .&),2.&) (12,2)),(2 .&)
= 2!21.%& *+,m
*.BEBAN AKHIR AKIBAT BEBAN HIDUP
BebanDa9ama9; T4ta9 D? D0 = 1$2.3% = 1$2.3%*+,m
BebanL;aa9;J;m9a> T4ta9 D? D0= 2!21.%& = 321.%& *+,m
Beban#87;00a7at4t4a = * & *+,m2 L
= 1.33! & % = 2$ *+,m
D.BEBAN AKHIR AKIBAT BERAT SENDIRI
A0a9 = .& m 2 *+,mF %m = % *+,m Bet4n = .2 m 2& *+,mF %m = 2 *+,m T4t4a = .2 m 2& *+,mF %m = 2 *+,m
= %% *+,m
9a8n9a8n 1 (t4t4a) = 1 %% *+,m = %%
*+,m
9a8n9a8n 1 (Lt *en7aaan) = 1 (%2) = 2%
*+,m
T4ta9 A*>8Bebant4t4a = %% % = % *+,m
T4ta9 A*>8Beban Lt *en7aaan = % 2 2% = 2$%
*+,m
T4ta9 A*>8BebanGe9a+aMemanan+ = %!.! *+,m %m = 1!!.$ *+
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SKEMA PEMBEBANAN ARAH MELINTANG
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Ce*0enam0an+ "
I+, - / & / - / 1& / %1 0)m
" = 2!2 -m% = 33 -m = 2 mm
" = 11 -m% = $.$2 -m Q = 2! -m3
t = 1%mm t = 2$ mm S = 2! 1.12 = 1$%.-m3
1. BebanPaabalo0te2#t!otoa!
L (0anan+Ba94*te08) = % m
Beban#87;0 = & *+,m2
Bebanbet4nLanta8*en7aaan 2 -m = 2& *+,m3 .2m = &*+,m2
Bebanbet4nT4t4a 2 -m = 2& *+,m3 .2m = & *+,m2
LebaT4t4a = 1 m
T4ta9 Beban0a7aba94*te08t4t4a= (&&&) 1 = 1& *+,m
; = ? L = 1& %= 3 *+ = 3 *N
%. BebanPaabalo0ten)a3
T4ta9 ; = 1&3.3% 211.2 1%1!. = &1%.!$ *+.m= &1.&KN
Unt40PembebananBalo0Mel#ntan)"eba)a#Be!#04t :
Gaa +eeBebanPa7aBa94*Te08 2 = 2 3 = $*N
Gaa +eeBebanPa7aBa94* Ten+a> 2 = 2 &1.& = 13.& *N
ReaksiPerletakanAkibatBebanTerpusat
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) 1 2 3 5 ! 7 (*
2
)!0 103.5 103.5 103.5 103.5 103.5 103.5 !0*
2
71 370.52
P P P P P P P PRA RB
RA RB
RA RB kN
+ + + + + + += =
+ + + + + + += =
= = =
ReaksiPerletakanAkibatBebanMerata
) . *
2
)1.(5 4*(.325
2
q lRA RB
xRA RB kN
= =
= = =
MomenMaksimumAkibatBebanTerpusat
M01 M0 = A.1 = 3.& 1 = 3.& *Nm
M02 M0 = A.2 P1.1 = (3.& 2) ($ 1) = $1 *Nm
M03 M0$ = A.3 P1.2 P2.1 = (3.& 3) ($ 2) (13.& 1)= *Nm
M0% M0& = A.% P1.3 P2.2 P3.1 = (3.& %)($ 3)(13.&
2)(13.& 1)
= !!1.& *Nm
MomenMaksimumAkibatBebanMerata
M = 1, L2= 1, 1.& !2= 1.31 *Nm
T4ta9 M4men = M BebanTe0;at M BebanMeata
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= !!1.& 1.31 = 11.231 *Nm
T4ta9 Gaa Gee = BebanTe0;at BebanMeata
= 3.& .32& = 3.2& *N
Pe!3#t4n)anDe"a#nBalo0 Ba5a Men4!4t LR,D
M4mentea*t4en-ana = M; =11.231*Nm
Gaa +eea*t4en-ana = ; = . a*8batbebante0;at .
a*8batbeaten788
= 3.&*N .32&*N = 3.2& *N
U*;an0enam0an+be7aa*an*;at9ent;tan0a0en+a;>te*;*
Seba+a8ba94*0en7e*e;a8a;m8;Mn = .! Q = 2% N,mm2
Q M; , .! = 11.231KNm , .! 2% N,mm2
= 11.231 KNm 1 = 11231Nmm= 11231Nmm , .! 2% N,mm2 = %$ Cm3
Q&$ %$-mF.'KS $%&1.2 -mF ( Q 1.12 )
Ce**e9an+8n+an
1. P9at aa0( LB )
300 170 170!.25 10.47.......
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n = .$ A
= .$ (&!$ 13) 2%
= 111&.12*N
;n = .! 111&.12*N = 1%.1%1 *N
;n?; = 1%.1%1*N? 3.2&KN ..'K
Met47aD8t8b;8M = A .7 .
=( 3 2% ) ( 2%) 2% N,mm2
= 11$.12 KN m M; = 11.231.'*
Met47e"ntea*8M;,Mn .$2& ;, Mn@ 1.3&11.231 1$, (.!)(1.12)(&$ 13) (2%) .$2& 3.2& ,
$%&1.2 13
= .2%!$ .3$= .2&13 @ 1.3&..'K