tubes jembatan 2
TRANSCRIPT
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PERENCANAAN LANTAI KENDARAAN
A.
1 DATA GEOMETRIS JEMBATAN
Tebal slab lantai jembatan (h) = 2 !m 2 mm
Tebal la"isan as"al (ta) = # !m
Tebal $enan$an ai% h&jan (th) = # !m
Ja%a' anta% $ela$a% baja (S) = 1# !m
eba% jal&% lal& lintas (b1) = !m
eba% t%*t*a% (b2) = 1 !m
eba% t*tal jembatan (bt) = +, !m-anjan$ bentan$ jembatan () = # m
2 DATA MATERIA
a BETON
/&at te'an bet*n (0!) = , M"a
M*&l&s Elastisitas (E!) = 2#2.+32 M"a
= .2
b BAJA
Baja t&lan$an en$an D413mm
Te$an$an leleh baja (05) = ,2 M"a
6412mm
Te$an$an leleh baja (05) = 2# M"a
! BERAT JENIS Ket :Modul 2 Thamrinnst, hal 4-
Be%at bet*n be%t&lan$ 7! = 2#
Be%at as"al 7a = 22
Be%at jenis ai% 78 = +.9
Be%at baja 7s =
B ANALISA STRUKTUR
Diti j l t i l b 1 t h j j b t
DATA 4 DATA
An$'a -*is*n (
'Nm>
'Nm>
7000600
8200
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a5an; /sms = 1. bet*n i!*% item"at
?ltimit; /&ms = 1.,
Jenis Beban Tebal (m)
antai Jembatan .2 2# # #
Be%at seni%i @ms #
Be%at ('Nm>)Beban
('Nm)Beban('$m)
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2 BEBAN MATI TAMBAAN (MA)
:a't*% beban; Ket : Modul 2 Thamrinnst, hal 5
a5an; /sma = 1.
?ltimit; /&ma = 2.
Jenis Beban Tebal (m)
.# 22 1.1 11
Ai% h&jan .# +.9 .+ +
Beban mati tambahan @ma 1#+
, BEBAN TR?/ T (TT)
:a't*% beban; Ket : Modul 2 Thamrinnst, hal 1
a5an; /stt = 1.
?ltimit; /&tt = 1.9
-anjan$ jembatan = # mete%
:a't*% beban inamis = ., Ket : Modul 2 Thamrinnst hal 1
Beban hi&" "aa lantai jembatan be%&"a beban %*a $ana *leh T%&' (beban T) besa%n5a = 112.#'N
Beban T%&' menjai; (1 C .,) 112.# 'N;
-tt = 13.2# 'N
BEBAN ANGIN (E7)/*e0isien Se%et ; 8 1.2 ban$&nan atas %an$'a Ket! Modul 2 Thamrinnst hal 1
/ete%an$an N*tasi a5an ?ltimit Sat&an
:a't*% beban /e8 1 1.2
/e!e"atan an$in &nt&' l*'asi F #'m a%i "antai 8 , ,# met
R&m&s;
Be%at ('Nm>)Beban
('Nm)Beban('$m)
a"isan
as"alC*He%la5
Te8 = .12 8 (8) 'NmK
Gambar Tekanan Gandar Roda
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Gbr. Beban garis mendatar (Tew) pada bidang sampingkendaraan
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Beban $a%is "aa lantai a'ibat an$in;
-e8 = L(h2)1.#mTe8 'NmK
Beban an$in (Te8)
a5an ?ltimit
e8 = , met e8 = ,#
Te8 = Te8 =
Te8 = 1.2+3 'Nm Te8 = 1.3
-e8 = L(22)1.# (1.2+3 'Nm) -e8 = L(22)1.
-e8 = .1 'Nm -e8 = 1.9
# MOMEN -ADA ANTAI JEMBATAN
a A'ibat be%at seni%i; (@ms)
Be%at seni%i (@ms) = # 'Nm
Ja%a' anta% $ela$a% (S) = 1.# m
M*men t&m"&an ma'sim&m (Mms = 112 (@ms) (S2) = 1.232 'Nm
M*men la"an$an ma'sim&m (Mm = 12 (@ms) (S2) = .3,921 'Nm
b A'ibat beban mati tambahan; (@ma)
.12 (1.2) (, met) .12 (
Gbr. Nilai momen lapangan dan tumpuan akibat berat sendiri lantai
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Beban mati tambahan (@ma) = 1.#+ 'Nm
Ja%a' anta% $ela$a% (S) = 1.# m
M*men t&m"&an ma'sim&m (Mma = #9 (@ma) (S2) = .#22 'Nm
M*men la"an$an ma'sim&m (Mm = #+3 (@ma) (S2) = .2#,31, 'Nm
Gbr.Nilai momen lapangan dan tumpuan akibat beban mati tambaan
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! A'ibat beban t%&' T; (-tt)
Beban t%&' T (-tt) = 13.2# 'N
Ja%a' anta% $ela$a% (S) = 1.# m
M*men t&m"&an ma'sim&m (Mttt) = #,2 (-tt) (S) = ,+.++2, 'Nm
M*men la"an$an ma'sim&m (Mttl = +3 (-tt) (S) = ,#.++121 'Nm
A'ibat beban an$in; (-e8)
ihat $amba% sebel&mn5a;
Beban '*nisi la5an; (-e8s) = .1 'N(Ditinja& seleba% 1 mete% a%ah m
Beban '*nisi <imit (-e8&) = 1.9 'N
Ja%a' anta% $ela$a% (S) = 1.# m
/*nisi la5an;
M*men t&m"&an ma'sim&m (Me8 = #,2 (-e8s) (S) = .22# 'Nm
M*men la"an$an ma'sim&m (Me = +3 (-e8s) (S) = .1922# 'Nm
/*nisi <imit;
M*men t&m"&an ma'sim&m (Me8 = #,2 (-e8&) (S) = .2#32# 'Nm
M*men la"an$an ma'sim&m (Me = +3 (-e8&) (S) = .293, 'Nm
e /OMBINASI MOMEN
.1. Be%i'&t %e'a"it&lasi m*men "aa la"an$an an t&m"&an
Tabel 1. Re'a"it&lasi M*men
N*. Jenis Beban :a't*% Beban M la"an$an ('N.m)
1 Be%at Seni%i /ms 1 1., .3,9
2 Beban Mati Tambahan /ma 1 2 .2#,3
, Beban T%&' T /tt 1 1.9 ,#.++12
-en$a%&h Tem"e%at&% /et 1 1.2 19.+
#.a Beban An$in /e8 1 .192,
Da5aa5an
/eaaan?ltimit
Gbr. Nilai momen lapangan dan tumpuan akibat beban terpusat !tt dan !ew
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"aa m*&l 2 Tham%innst 4 -embebanan Jembatan; tabel 2; halaman 2 se"e%ti be%i'&t P
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.2. /OMBINASI 1 4 M*men a"an$an
A'si
N* Jenis Beban:a't*% Beban
M la"an$an ('Nm)a5an ?ltimit
1 Be%at seni%i 1. 1., .3,9 Q /B
2 Beban mati tambahan 1. 2. .2#,3 Q /B
, Beban t%&' T 1. 1.9 ,#.++12 Q /B
-en$a%&h Tem"e%at&% 1. 1.2 19.+ O /B
#.a Beban an$in 1. .192,
#.b Beban an$in 1.2 .291
.,. /OMBINASI 1 4 M*men T&m"&an
A'si
N* Jenis Beban:a't*% Beban
M t&m"&an ('Nm)a5an ?ltimit
1 Be%at seni%i 1. 1., 1.23 Q /B
2 Beban mati tambahan 1. 2. .#2 Q /B
, Beban t%&' T 1. 1.9 ,+.++2 Q /B
-en$a%&h Tem"e%at&% 1. 1.2 #.,3,1 O /B
#.a Beban an$in 1. .22#
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.. /OMBINASI 2 4 M*men a"an$an
A'si
N* Jenis Beban:a't*% Beban
M la"an$an ('Nm)a5an ?ltimit
1 Be%at seni%i 1. 1., .3,9 Q /B
2 Beban mati tambahan 1. 2. .2#,3 Q /B
, Beban t%&' T 1. 1.9 ,#.++12 * /B
-en$a%&h Tem"e%at&% 1. 1.2 19.+ ; /B
#.a Beban an$in 1. .192,
#.b Beban an$in 1.2 .291
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.#. /OMBINASI 2 4 M*men T&m"&an
A'si
N* Jenis Beban:a't*% Beban
M t&m"&an ('Nm)a5an ?ltimit
1 Be%at seni%i 1. 1., 1.23 Q /B
2 Beban mati tambahan 1. 2. .#2 Q /B
, Beban t%&' T 1. 1.9 ,+.++2 * /B
-en$a%&h Tem"e%at&% 1. 1.2 #.,3,1 ; /B
#.a Beban an$in 1. .22#
#.b Beban an$in 1.2 .2#3
RENCANA TULANGAN PELAT LANTAI KENDARAAN
.1. T?ANGAN A-ANGAN (T&lan$an ent&% -*siti")
M*men %en!ana (/OMBINASI 1); M& = 99.3#+2 'NmM&t& bet*n; 0! = , M"a
M&t& baja; 05 = ,2 M"a
Tebal "elat lantai 'ena%aan; h = 2 mm
Tebal selim&t bet*n (iambil); = mm
Tebal e0e'ti0 lantai; (h4) = 13 mm
eba% lantai 5an$ itinja&; b = 1 mm
Diamete% t&lan$an lent&% %en!ana; t = 1+ mm
:a't*% %e&'si 'e'&atan lent&%; 6 = .9
M*men n*minal; Mn = = 11.9 'Nm
a) T&lan$an ent&%
Tahanan m*men n*minal
Rn =Mn
=(3.91+++ 'Nm) 13
= .,291 b .
= .9#
Tahanan m*men ma'sim&m;
0! 3 = .9# . .9#. , 305 3 C 05 ,2 3 C ,2
b = .1#+
ma's = .# b = .,,1,+
R ma's = ma's . 05 . 1 4.9# . 0!
R ma's = 9.,+9 Rn
-e%en!anaan be%asa%'an #e$an dan Ke%uatan Ter&a%tor (-B/T) ata& '*nisi <imit.
M&6
(1mm).(13mm)
:a't*% ist%ib&si te$an$an bet*n; U (&nt&' 0!V ,M-a SNI T41242)
b = U1 . .9# .
12 ma's . 05
Nmm
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05 4 4
.9#.0!
.1+2,
1.05 = .,#
sehin$$a; F F ma's (T&lan$an T&n$$al)
&as t&lan$an 5an$ i"e%l&'an;
As = = .1+2,1 1 13
= 2,9.+9#39
=
minim&m;
min =
min
. b .
mm
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Ja%a' te%ja&h (ma'sim&m) anta%a t&lan$an &nt&' leba% b = 1 mm;
s = =As 2,9.+9#3++,
s = 119.393
D1+ 4 1
T&lan$an i"asan$ en$an ja%a' 1 mm; ma'a l&as t&lan$an te%"asan$ P
As = =s 1
As = 29,,.9# 2,9.+9#39 mm
b) T&lan$an Ba$i
T&lan$an ba$i 5an$ i"asan$ "aa a%ah memanjan$ jembatan;
As = #W As = #W 2,9.++
= 11+,.9++29
Di$&na'an iamete% t&lan$an ba$i; t = 12mm
Ja%a' minim&m anta% t&lan$an;
s = =As 11+,.9++29,++3#
s = +.391,#, mm
T&lan$an ba$i b&'anlah t&lan$an 5an$ be%si0at st%&'t&%al; en$an 'ata lain t&lan$an ba$i tia'
memi'&l m*men lent&%; sehin$$a ja%a' anta% t&lan$an a"at ib&lat'an 'e atas menjai ,# mm.
Nam&n "aa 'as&s ini; Di%en!ana'an t&lan$an ba$i; D12 4 1
.2. T?ANGAN T?M-?AN (T&lan$an ent&% Ne$ati")M*men %en!ana (/OMBINASI 1); M& = 91.+1 'Nm
M&t& bet*n; 0! = , M"a
M&t& baja; 05 = ,2 M"a
Tebal "elat lantai 'ena%aan; h = 2 mm
Tebal selim&t bet*n (iambil); = mm
Tebal e0e'ti0 lantai; (h4) = 13 mm
eba% lantai 5an$ itinja&; b = 1 mm
Diamete% t&lan$an lent&% %en!ana; t = 1+ mm
:a't*% %e&'si 'e'&atan lent&%; 6 = .9
M*men n*minal; Mn = = 11.,3,'Nm
1 . X . t . b .2# . (,.1) . (13mm) . (1mm)
Ren!ana'an t&lan$an lent&%;
1 . X . t . b .2# . (,.1) . (1+mm) . (1mm)
mm
1 . X . t . b .2# . (,.1) . (12mm) . (1mm)
M&6
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b .
.
= .9#
Tahanan m*men ma'sim&m;
0! 3= .9# . .9#.
, 3
05 3 C 05 ,2 3 C ,2
b = .1#+
ma's = .# b = .,,1,+
(1mm).(13#mm)
:a't*% ist%ib&si te$an$an bet*n; U (&nt&' 0!V ,M-a SNI T41242)
b = U1 . .9# .
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R ma's = ma's . 05 . 1 4.9# . 0!
R ma's = 9.,+9 Rn
%asi* t&lan$an 5an$ i"e%l&'an
.9# . 0!
1 4 1 4
2 Rn
05 .9#.0!
.1,#23
1.05 = .,#
sehin$$a; F F ma's (T&lan$an T&n$$al)
&as t&lan$an 5an$ i"e%l&'an;
As = = .1,#2#+9 1 13
= 213,.2+#3#2
Ja%a' te%ja&h (ma'sim&m) anta%a t&lan$an &nt&' leba% b = 1 mm;
s = =As 213,.2+#3#1312
s = 1,.++399+
D1+ 4 1
T&lan$an i"asan$ en$an ja%a' 1 mm; ma'a l&as t&lan$an te%"asan$ P
As = =s 1
As = 29,,.9# 213,.2+#3#2 mm
b) T&lan$an Ba$i
T&lan$an ba$i 5an$ i"asan$ "aa a%ah memanjan$ jembatan;
As = #W As = #W 213,.2+3
= 191.3923
Di$&na'an iamete% t&lan$an ba$i; t = 1mm
Ja%a' minim&m anta% t&lan$an;
12 ma's . 05
Nmm
=
=
minim&m;
min =
min
. b .
mm
1 . X . t . b .2# . (,.1) . (13mm) . (1mm)
Ren!ana'an t&lan$an lent&%;
1 . X . t . b .2# . (,.1) . (1+mm) . (1mm)
mm
1 . X . t . b .2# . (,.1) . (1mm) . (1mm)
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T&lan$an ba$i b&'anlah t&lan$an 5an$ be%si0at st%&'t&%al; en$an 'ata lain t&lan$an ba$i tia'
memi'&l m*men lent&%; sehin$$a ja%a' anta% t&lan$an a"at ib&lat'an 'e atas menjai , mm.
Nam&n "aa 'as&s ini; Di%en!ana'an t&lan$an ba$i; D12 4 1
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D PEMERIKSAAN GESER PONS PADA LANTAI
Bian$ $ese% "*ns;
& = a C ta C ta C 12h C 12h = a C 2ta C h
H = b C ta C ta C 12h C 12h = b C 2ta C h
Dimana;
a = 2 mm
b = # mm
ta = # mm
h = 2 mm
& = # mm
H = 9 mm
b = 2 & C 2 H = 23 mm
= 13 mmA "*ns = b = 13
M&t& bet*n 0! = , M"a
Te'anan $ana% %*a -tt = 13.2# 'N
:a't*% %e&'si 'e'&atan $ese% 6 = .
/e'&atan n*minal lantai te%haa" $ese% tan"a t&lan$an $ese%;
! = 13 0! b
! = ,+#., N
! = ,+.# 'N
mm
Gbr. Bidang geser pons pada lantai "embatan
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& = = . . (,+1.32 'N)
& = 23#.9291# -tt = 13.2# 'N
-elat lantai tan"a t&lan$an $ese% AMAN te%haa" $ese% "*ns.
6 !
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E GAMBAR RENCANA TULANGAN LENTUR LANTAI JEMBATAN
#$6 % $80 #$& % 2'0
#$6 % 200
#$& % 2'0
$000mm
$000mm
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600
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RSNI T-02-2005)
- 12(RSNI T-02-2005)
21 (RSNI T-02-2005)
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met
Nm
(1.3 'Nm)
Nm
2) (,# met)
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A'ibat "e
M*men In
M*&l&s
Tebal lanta
manjan$ jembatan)Tem"e%at&
Tem"e%at&
Met =
M t&m"&an ('N.m)
1.23
.#2
,+.++2
#.,3,1
.22#
/*e0isien
M*men T
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A'si
.3,929,, Q /B? .92+29,
.2#,31,291 Q /B? .#223#3,
,#.++121+ Q /B? 3.91+3+
19.+99 O /B? 22.#2#+19
##.3#,#,#, 99.3#+2,#1
A'si
1.23133 Q /B? 1.3#99#13
.#223#3, Q /B? 1.1#,12#
,+.++2,,9 Q /B? 1.+922199
#.,3,113+ O /B 3.,##1
/*nisia5an
/*nisi?ltimit
Ms a"an$an'Nm
M& a"an$an'Nm
/*nisia5an
/*nisi?ltimit
Ms T&m"&an'Nm
M& T&m"&an'Nm
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A'si
.3,929,, Q /B? .92+29,
.2#,31,291 Q /B? .#223#3,
,#.++121+ * /B? ,#.++121+
1,.1,+3,#+
#.229++ ,.,293#9
/*nisia5an
/*nisi?ltimit
Ms a"an$an'Nm
M& a"an$an'Nm
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A'si
1.23133 Q /B? 1.3#99#13
.#223#3, Q /B? 1.1#,12#
,+.++2,,9 * /B? ,+.++2,,9
,.#1913+3
#.#239, 2.33,#13
/*nisia5an
/*nisi?ltimit
Ms T&m"&an'Nm
M& T&m"&an'Nm
Nmm
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=
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AYU SHOLIKHAH
3115040609
PERENCA
2.1DATA-DATA PERENCANAAN
2.1.1 DATA GEOMETRI JEMBATAN
tebal slab lantai "embatan tstebal lapisan aspal o*erla+ ta
tebal genangan air u"an t
"arak antara gelagar ba"a s
lebar trotoar b2
lebar "alur lalu lintas b$
lebar total "embatan bt
pan"ang bentang "embatan ,
2.1.2 Data Bahan
A. BETONmutu beton
kuat tekan beton -/
modulus elatisitas
angka poison 1
koesien memuai beton
B. BAJA
prol ba"a B3 &$
tegangan lele minimum -+
tegangan putus minimum -utegangan reduksi -r
rengangan minimum
pro! "# 1$ % 1&'
4 *+,
A 4 50$.5
h 4 58.$ ,
/# 4 5.62 ,
h 4 52.06,h# 4 5'.08,
t 4 $.8 ,
t# 4 5.02 ,
!% 4 708&
0% 4 &705
% 4 &$62
! 4 5$$5&
,3
,4
,5
,5
,4
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AYU SHOLIKHAH
3115040609
0 4 255
4 $'76
r 4 $0.$6 ,
r% 4 $6.2$ ,
6 4 820
C 4 ''877
C. B7rat J7n8
berat "enis beton bertulang /
berat beton tidak bertulang w/
berat aspal wa
berat "enis air ww
berat ba"a ws
2.2ANALISA STR9KT9R BALOK MEMANJANG
2.2.1 B7rat S7n:8r8 p7!at; /a!o ,o,7n; *aa !8ntan*; *aa r7a8 t<:a't*% beban;
a5an; /sms =
?ltimit; /&ms =
Jenis Beban Tebal (m)
"%*0il 7
antai Jembatan .2
Be%at seni%iBe%at seni%i (@ms) =
Ja%a' anta% $ela$a% (S) =
M*men la"an$an ma'sim&m (Mmsl) =
Ga+a ,intang maksimum (u) 4
2.2.2 B7/an ,at8 ta,/ahan; apa!; a8r h
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AYU SHOLIKHAH
3115040609
M*men la"an$an ma'sim&m (Mmsl) =
Ga+a ,intang maksimum (u) 4
2.2.> B7/an La!< L8nta Tr
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AYU SHOLIKHAH
3115040609
-e8 = .1 'Nm
M*men la"an$an ma'sim&m (Mmsl) =
Ga+a ,intang maksimum (u) 4
beban temperatur ga+a reaksi tumpuan
2.2.' Ko,/8na8 ,o,7n !7ntANALISA STR9KT9R BALOK MEMANJANG2.>.1 TEK9K LOKAL
KEKOMPAKAN PRO?IL
@a+ap B;?(2T;) 6.''6026& KOMPAK
Badan ?tw 20.$'8750$'87 KOMPAK
KONTROL TEK9K LOKAL
An 4 Ap 4 -+ CD 4 $$7'.7'kNm2.>.2 KONTROL TEK9K TORSI LATERAL
lb 4 &'00 mm
lp4 $.76 r+ (?-+E0.') '0'7.6802&75862 mm
F4 -+%-r 4 $80 Apa
D$4 (5
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2.>.> KONTROL GESER
1. Kontro! K7!an*8n*an @ h+t @
=n 4 '
s+arat< $
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NAAN BALOK MEMANJANG (NON KOMPOSIT)
4 20 0.24 ' 0.0'
4 ' 0.0'
4 $7' $.7' $7'0mm
4 $00 $
4 700 7
4 50 .5
4 '&00 '&
4 50 -+ 4 520
4 2'7&2.6
4 0.2
4 0.0000$
4 2'0 modulus elastisitas 4 200000
4 &$0 modulus geser G 4 76254 70 nisba poison 1 4 0.5
4 20 koesien memuai 4 0.0000$2
0.05m
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$0$.6 mm
4 2'
4 22
4 22
4 .8
4 78
,p
Beban('Nm)
19 (@ms) l
Be%at('Nm>
)
Beban('Nm)
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AYU SHOLIKHAH
3115040609
= 9.29,#+,# 'Nm
$?2 :s l 4 &2.$87'kN
Ket : Modul 2 Thamrinnst, hal 5(RSNI T-02-2005)
1. ! @ $.&1.9
.,
112.# 'N
13.2# 'N
1 "tt l = 13.#,12# 'Nm
p?2 4 75.$2' kN
ngan beban aris (BGT) 9p9 seperti terliat dalam gambar
?,) k!a 7 k!a 0.007 Apa
&kN?m
$2.2' kN?m
8'.7'kN
$'8.&8&58 5$.0078$5 $27.&76'65'Nm $27.&76'62'
70.&57'kN
Ket : Modul 2 Thamrinnst, hal 5(RSNI T-02-2005)
N*tasi a5an ?ltimit Sat&an
/e8 1 1.2
8 , ,# met
?ltimit
e8 = ,# met
Te8 =
Te8 = 1.3 'Nm
-e8 = L(22)1.# (1.3 'Nm)
19 (@ms) l
.12 (1.2) (,# met)
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-e8 = 1.9 'Nm
1 "tt l = 1.1, 'Nm
p?2 4 0.'0& kN
!8ntan* :8 !apan*an :an t
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BEBAN MERATA
$6.6 O 260
$&6.2'
6.'7 I=P $2.2'
$'8.'72.0$ 7200.
$.'005022
R7a8 T
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@NK 05%$72%2002
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9!t8,8t 9 1 o,/8na8 9 2 o,/8na8
$.5 2&.7'5$' 52.&670' 2&.7'5$' 52.&67$
2.0 &2.$87' 8'.857' &2.$87' 8'.857'
$.8 75.$2' $5$.62'
$.8 70.&57' $26.787'
$.2 0.'0& 0.60&8 0.'0& 0.60&8$.2
2'0.'5'20' 2'0.'5'20' 2&'.677$ 2&'.677$
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BEBAN TITIK
$&6.2'
$2.2'
$'8.'
Ra Rb
2&.7'5$' 2&.7'5$'&2.$87' &2.$87'
75.$2' 75.$2'
70.&57' 70.&57'
0 0
0.'0& 0.'0&
0.'0& 0.'0&
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NIT I=P
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BAB , BAO/ MEINTANG /OM-OSIT
>.1DATA-DATA PERENCANAAN
>.1.1 DATA GEOMETRI JEMBATAN
tebal slab lantai "embatan ts 4 20
tebal lapisan aspal o*erla+ ta 4 '
tebal genangan air u"an t 4 '
"arak antara gelagar ba"a s 4 $7'
lebar trotoar b2 4 $00
lebar "alur lalu lintas b$ 4 700
lebar total "embatan bt 4 50
tebal trotoar 4 20
pan"ang bentang "embatan , 4 '&
>.1.2 Data BahanA. BETON
mutu beton
kuat tekan beton -/ 4 50
modulus elatisitas 4 2'7&2.6
angka poison 1 4 0.2
koesien memuai beton 4 0.0000$
B. BAJA
prol ba"a B3 &$
tegangan lele minimum -+ 4 2'0
tegangan putus minimum -u 4 &$0
tegangan reduksi -r 4 70
rengangan minimum 4 20
,uas penampang gelagar meman"ang 0.050$5
pro! "# 2 % 2&
4 58& *+,A 4 &0.5 0.0&05
h 4 75.66 , 756.6mm
/# 4 56.52 , 565.2mm
h 4 6&.66, 6&6.6mm
h# 4 6.$6, 6$.6mm
t 4 2.& , 2&.mm
t# 4 &.' , &' mm
m
,3 m
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!% 4 &&'50 .'0>00 k4
0% 4 $562 $562000
% 4 $2208 $2208000
! 4 5'7'& 5'7'&0000
0 4 506& 506&000
4 $66 $660000
r 4 8.'5 , 8'.5mm
r% 4 $562 , $5620
6 4 2'6& 2'6&0000
C 4 &267205 >0$5
C. B7rat J7n8
berat "enis beton bertulang / 4 2'
berat beton tidak bertulang w/ 4 22
berat aspal wa 4 22
berat "enis air ww 4 .8berat ba"a ws 4 78
>.2ANALISA STR9KT9R BALOK MELINTANG
>.2.1 B7rat S7n:8r8 p7!at; /a!o ,o,7n; *aa !8ntan*
:a't*% beban;
a5an; /sms = 1. bet*n i!?ltimit; /&ms = 1.,
Jenis Beban Tebal (m) leba% (m)
"%*0il 7 9 .+,
antai Jembatan .# 2# .#
Be%at seni%i @ms
Be%at seni%i (@ms) = 1#.+, 'Nm
"anjan$ $ela$a% melintan$ = +., m
M*men la"an$an ma'sim&m (Mmsl) =
Ga+a ,intang maksimum (u) 4 $?2 :s l
>.2.2 B7/an ,at8 ta,/ahan; apa!; a8r h)
19 (@ms) l
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Jenis Beban Tebal (m) leba% (m)
as"al .# 22 .#
Ai% h&jan .# +.9 .#
beban me%ata ba$ian ten$ah @ms 1
$ela$a% memanjan$ .+, 9 #
- ms 1
beban t%*t*a% . 2# .#
@ ms 2
"anjan$ $ela$a% melintan$ = +., m
M*men la"an$an ma'sim&m (Mmsl) =
Ga+a ,intang maksimum (u) 4
>.2.> B7/an La!< L8nta Tr
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>.2.$ B7/an an*8n
:a't*% beban;
/ete%an$an N*tasi
:a't*% beban /e8
/e!e"atan an$in &nt&' l*'asi F #'m a%i "antai 8
a5an
e8 = , met
Te8 =
Te8 = 1.2+3 'Nm
-e8 = L(22)1.# (1.2+3 'Nm)
-e8 = .1 'Nm
M*men la"an$an ma'sim&m (Mmsl) = 1 "e8 lGa+a ,intang maksimum (u) 4 pew?2
5.2.' B7/an o,/8na8
Tabel 1. Re'a"it&lasi M*men
no 67n8 /7/an ,o7,7n a8 , a8
$ beban sendiri $67.026677 2$7.$5' =BL
2 beban tamba 0 0 =BL
5a beban truk t 0 0 =BL
5b beban la"ur 0 =BL
& beban suu
'a beban angin 2.5&56 2.5&56 =B,
'b beban angin
2$.&78
,., 'e'&atan lent&% "enam"an$ '*m"*sit
,.,.1 menent&'an leba% e00e'ti0
be = l 2,2.# !m
be = b 1# !m
jai i$&na'an be 1# !m 9.#
,.,.2 )e*+#$"* ,&-,e&$# ,ea),a* e!a%$#%
KEKOMPAKAN PRO?IL
@a+ap B;?(2T;) &.05'''''6 $70?-+E0.'
.12 (1.2) (, met)
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Badan ?tw 2.'82525 $68?-+E0.
KONTROL KELANGSINGAN PRO?IL
% = (1A).#
.#131#2,
!. %
2#.+229#1
3/3/3
m5 = 05 s
,#2 ,#2
3/3/4 )e*+#$"* 'a,a%#$a% )-)e ,!a%$#%
GARIS NETRAL PLASTIS
(")!a+ $"!a*a D 1 1# 1.2+12 21
! = .9# 0! be h! C(A 05)
A 05 12,2,2n
.9# 0! be h! 9+2#n
! 1392,2 N
'e'&atan ta%i' "aa $ela$a%
T = As :5 122## ! O/
'e'&atan te'an "aa $ela$a%
= 93,le%a' $a%is net%al "aa $ela$a%
as0a 050a 93 !s *'a5
5=t0a!s(as0a050a) 9.9313+2+#
len$an m*men
2=((as hs 24(b05(hs452)))(as4b05) 2.+1+
2=h42452 3#+.2291
2=h44h2 #3,.3#9+
m*men "laasts m"
m" = !!sC!s 2 3.#EC+ 3#,2.91 'nm
,.,.# m*men n*minal
D= t*C5 29.9313+, 1.32+93 F# *'
b(hsCh!#) 12.99
meme%i'sa batas %asi* m*men ine%sia
MENGHITUNG MOMEN LELEH
s= (Q(A05)4!K2
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i5! = 1,#+#
i5 = 1,311,2 .++++99123
,.,.# men$hit&n$ m*men n*minal
mn = 1., %h m5
,+3.3 F m"
,. 'e'&atan $ese%
,..1. 'e'&atan $ese% n*minal
Hn = * .3 05 h t8
239.+ 23.9+ 'n
,;.2 "en$a'&
a '&at leleh
%b= (2.#'Cn) 05 t8 '=%5 C t8 11.2
%b= (2.#'Cn) 05 t8 2+9.2# N SNI Ban$&nan Ge&n$ 22
2.+92# 'N
b '&at leleh SNI Ge&n$ 22; halaman +
%b = 2,,1+#.1129+ N
2,,1.+#1129+ 'N
! '&at lent&% SNI Ge&n$ 22
Rb= 2933,1.,#11 N293.3,1,#11 'N
,.., -en$h&b&n$ Gese%
i'etah&i = h = As 05 = 122##
E! = ;1 8
,.# en&tan
en&tan Ma'sim&m = 2 = ,.9# !m
en&tan 5an$ te%jai
,.3 Samb&n$an
%b=.,+t8(1C(,n)((t8t0)1.#)((E 05 t0t8).#)
Rb= (2;9 t8 ? ) S ( -+)E0.'
+ 4( ' : ,J ? 58& K+)>(!,5? &8 K) 4
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0.2 200 mm
0.0'
0.0'
$.7' $7'0mm
$
7
.5
0.2
0.'&
-+ 4 520
modulus elastisitas 4 200000
modulus geser G 4 7625
nisba poison 1 4 0.5
koesien memuai 4 0.0000$2
56.6mm
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$$.02
Ket : Modul 2 Thamrinnst, hal 5(RSNI T-02-2005)
*% item"at! @ '.>,
,BR 4 &.' m
Beban ('Nm)
,.92,
11.32# $>007
1#.+, $'
&8
= 13.23 'Nm
4 7$.85&kN
Ket : Modul 2 Thamrinnst, hal 5(RSNI T-02-2005)
*% item"at! @ '.>m
N+,5
N+,5
N+,5
N+,5N+,5
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Beban ('Nm)
.+#
2.2#
.1##
1+.121
1+.121
#
#
= 'Nm
4 kN
Ket : Modul 2 Thamrinnst, hal 5(RSNI T-02-2005)
! @ '.>m
= 'Nm
4 kN
beban aris (BGT) 9p9 seperti terliat dalam gambar
k!a 0.007 Apa
kN?m
kN?m
kN
'Nm 627.005755
kN
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Ket : Modul 2 Thamrinnst, hal 5(RSNI T-02-2005)
a5an ?ltimit Sat&an
1 1.2
, ,# met
?ltimit
e8 = ,# met
Te8 =
Te8 = 1.3 'Nm
-e8 = L(22)1.# (1.3 'Nm)
-e8 = 1.9 'Nm
= 2.,,3 'Nm4 0.'0& kN
,< no 67n8 /7/an9 1 9 2
2$7.$5&68 $ beban sendi 5.5$5 5.5$5
0 2 beban tamb 0 0
5a beban truk t 0
0 5b beban la"ur 0
& beban suu
2.5&56 'a beban angin 0.'0& 0.'0&
'b beban angin
2$.&7828 5.8'5 5.8'5
1.# ,#
$0.7'$7&&
.12 (1.2) (,# met)
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$06.82$75
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#+23#,2 ,+2.+1,
1299.,322 2.322+#
1.+,12
.2#
3.19E4+
.,2#1
.932+,1
1,
#19+.3,
2#+,19+#
2+#93,21