
2/65

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)


3/65

2 BEBAN MATI TAMBAAN (MA)

:a't*% beban; Ket : Modul 2 Thamrinnst, hal 5

a5an; /sma = 1.

?ltimit; /&ma = 2.


.# 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


4/65

Gbr. Beban garis mendatar (Tew) pada bidang sampingkendaraan


5/65

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


6/65

Beban mati tambahan (@ma) = 1.#+ 'Nm


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


7/65

! A'ibat beban t%&' T; (-tt)

Beban t%&' T (-tt) = 13.2# 'N


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 &ltimit (-e8&) = 1.9 'N


/*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 &ltimit;

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


8/65

"aa m*&l 2 Tham%innst 4 -embebanan Jembatan; tabel 2; halaman 2 se"e%ti be%i'&t P


9/65

.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


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#


10/65

.. /OMBINASI 2 4 M*men a"an$an

A'si


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


11/65

.#. /OMBINASI 2 4 M*men T&m"&an

A'si


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 &ltimit.

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


12/65

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


13/65

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


14/65

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# .


15/65

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)


16/65

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


17/65

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


18/65

& = = . . (,+1.32 'N)

& = 23#.9291# -tt = 13.2# 'N

-elat lantai tan"a t&lan$an $ese% AMAN te%haa" $ese% "*ns.

6 !


19/65

E GAMBAR RENCANA TULANGAN LENTUR LANTAI JEMBATAN

#$6 % $80 #$& % 2'0

#$6 % 200

#$& % 2'0

$000mm

$000mm


20/65

600


21/65


22/65

RSNI T-02-2005)

- 12(RSNI T-02-2005)

21 (RSNI T-02-2005)


23/65


24/65

met

Nm

(1.3 'Nm)

Nm

2) (,# met)


25/65


26/65

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


27/65


28/65

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


29/65

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


30/65

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


31/65


32/65


33/65


34/65


35/65


36/65


37/65


38/65


39/65

PERENCANAAN BALOK

2.1DATA-DATA PERENCANAAN

2.1.1 DATA GEOMETRI JEMBATAN

tebal slab lantai "embatan ts *tebal 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 1 *

angka poison *

koe3sien memuai beton *

B. BAJA

pro3l ba"a B4 &$

tegangan lele minimum , *

tegangan putus minimum u *tegangan reduksi r *

rengangan minimum 1 *

pro! "# 1$ % &&

' * *+,

A * 19. 0.0$5

h * ,3.3 +

# * ,.9 +

h' * ,2.1 +h# * ,.9 +

t' * 1.2, +

t# * 1.+9 +

!% * 322

/% * 29,#

0% * 2#,

! * 13,,

+

+3

+4

+4

+3


40/65

/ *

0 *

r * +.2 + 5&.2

r% * +

5 * 22

C' * 9,,39

C. B6rat J6n70

berat "enis beton bertulang *

berat beton tidak bertulang w/ *

berat aspal wa *

berat "enis air ww *

berat ba"a ws *

2.2ANALISA STR8KT8R BALOK MEMANJANG2.2.1 B6rat S6n97r7 p6!at: a!o +o+6n: aa !7ntan

:a't*% beban;

a5an; /sms = 1.

?ltimit; /&ms = 1.,


"%*0il 7 9

antai Jembatan .2 2#

Be%at seni%i

Be%at seni%i (@ms) = 1.3

Ja%a' anta% $ela$a% (S) = 1.9

M*men la"an$an ma'sim&m (Mmsl) =

Ga,a -intang maksimum (u) *

2.2.2 B6an +at7 ta+ahan: a0pa!: a7r h;5an

:a't*% beban;

a5an; /sms = 1.

?ltimit; /&ms = 2


Ai% h&jan .# +.9

a"isan as"alC*He%la5 .1 22

Be%at seni%i

Be%at seni%i (@ms) = .92

+4

+3

+3

+<

e%a('Nm>

19 (@

$92 :s

Be%at('Nm>

)


41/65

Ja%a' anta% $ela$a% (S) = 1.9

M*men la"an$an ma'sim&m (Mmsl) =

Ga,a -intang maksimum (u) *

2.2.= B6an La!; L7nta0 Tr; 9an !a5;r D

:a't*% beban;a5an; /sms = 1.

?ltimit; /&ms = 1.9

Beban Lalu Lintas Truk

:a't*% beban inamis =

Beban hi&" "aa lantai jembatan be%&"a beban %*a $ana *leh T%&' (beban T)

besa%n5a = 112.#

Beban T%&' menjai; (1 C .,) 112.# 'N;

-tt = 13.2#

M*men la"an$an ma'sim&m (Mmsl) = 1 "tt l

Ga,a -intang maksimum (u) * p92

Beban Lalu Lintas Lajur D

Beban la"ur # terdiri dari beban tersebar merata (BTR) ;:; ,ang digabung d

sT#

Beban tersebar merata= : (k!a) :* 5 (0.' ?$'9-) k!a

Beban garis intensitas p (kN9m)

Tin"au pembebanan untuk satu gelagar=

BTR :T# (kN9m/)* : @ *

BGT pT# (kN)* p @ *

Ga,a -intang maksimum (u)* ($92 p ? $92 : l) *

2.2.$ B6an an7n

:a't*% beban;

/ete%an$an

:a't*% beban

/e!e"atan an$in &nt&' l*'asi F #'m a%i "antai

a5an

e8 = , met

Te8 =

Te8 = 1.2+3 'Nm

19 (@

$92 :s

Aomen -apangan maksimum * ($92 p ? $92 : l) ($92 l) % ($98 : l)

.12 (1.2) (, met)


42/65

-e8 = L(22)1.# (1.2+3 'Nm)

-e8 = .1 'Nm

M*men la"an$an ma'sim&m (Mmsl) = 1 "tt l

Ga,a -intang maksimum (u) * p92

2.2.' B6an o+7na07


no 56n70 6an +o6+6n a07 +0

$ beban sendiri 2.700$87' &2.'$02&7'

2 beban tamba $'.$$2' 0.262'

a beban truk t $82.8$2' 25.062'

b beban la"ur $&8.'$2'

& beban suu'a beban angin $.26 $.26

'b beban angin

&0.05'2&8

2.=ANALISA STR8KT8R BALOK MEMANJANG2.=.1 TEK8K LOKAL

KEKOMPAKAN PRO>IL

@a,ap B1momen &0.05'2&

mmJ9N


43/65

2.=.= KONTROL GESER

1. Kontro! K6!an07nan ? h'*t' ? 26.$

>n * '

s,arat= $=$0 (kn.19,)E0.' * 6'.77'7'$ 6'.7&

2. K6;atan G606r No+7na!n * 0=6 , w w * tw &&.'

n* 7&'$&.8&

7&'.$&8&kN I>

=. Kontro! L6n9;tan

-endutan Aaksimum * -92&0 * 2.08 m

-endutan ,ang ter"adi pada tenga bent

0.75&075$ 0.$$&'852&7

, *( ' : -J 9 8& 1 K,)?(!-9 &8 1K)


44/65

EMANJANG (NON KOMPOSIT)

20 0.2$0 0.$

' 0.0'

$80 $.8 $7'0mm

$00 $

500 5

$$00 $$

6000 60

0 , * 20

2'7&2.56

0.2

0.0000$

280 modulus elastisitas 1 * 200000

&&0 modulus geser G * 765270 nisba poison * 0.

20 koe3sien memuai * 0.0000$2

m


45/65

mm

2'

22

22

5.8

78

Ket : Modul 2 Thamrinnst, hal 5(RSNI T-02-2005)

bet*n i!*% item"at! ? @

leba% (m)

.19 1.33

1.9 +

@ms 1.33

'Nm

m

= ,2.19# 'Nm

* 26.$60$'kN


bet*n i!*% item"at! ? @

leba% (m)

1.9 .992

1.9 ,.+3

@ms .92

'Nm

N*+4

N*+4

N*+4

N*+4

N*+4

Beban('Nm)

s) l

l

Beban('Nm)


46/65

m

= 1#.1,12# 'Nm

* $2.$0' kN

Ket : Modul 2 Thamrinnst, hal 5(RSNI T-02-2005)! ? @

.,

'N

'N

= 192.912# 'Nm

* 7.$2' kN

engan beban aris (BGT) ;p; seperti terliat dalam gambar

7 k!a 0.007 Apa

&5kN9m

$2.2' kN9m/

88.2kN

$86.8$2' 8.28$2' $&8.'$2' 'Nm $&8.'$2'

7&.72' kN


N*tasi a5an ?ltimit Sat&an

/e8 1 1.2

8 , ,# met

?ltimit

e8 = ,# met

Te8 =

Te8 = 1.3 'Nm

s) l

l

.12 (1.2) (,# met)


47/65

-e8 = L(22)1.# (1.3 'Nm)

-e8 = 1.9 'Nm

= 1.23 'Nm

* 0.'0& kN

a07 +; no 56n70 6an 8 1

>BL &2.'$02&& $ beban sendiri &.008$5'

>BL 0.262' 2 beban tamba $2.$0'

>BL a beban truk t 7.$2'

>BL 267.'62' b beban la"ur

& beban suu>B- $.26 'a beban angin 0.'0&

'b beban angin

&$.8855 $$5.7&2$5'

$709,E0.' $0.$'5&&

$6859,E0. $00.5706


48/65

B1BN A1RT B1BN TKTK>

M 260 $0.&6&06

&.8&2 $&6.2'

I> $2.2'

$.008

27.''606 $&7.2'8&&'.8

0.8'5572I>11

mm


49/65

@NK 0%$725%2002


50/65


51/65

NIT I>


52/65

8 2

&.008$5'

$2.$0'

7&.72'

0.'0&

$2$.&22


53/65


54/65

BAB , BAO/ MEINTANG /OM-OSIT

=.1DATA-DATA PERENCANAAN

=.1.1 DATA GEOMETRI JEMBATAN

tebal slab lantai "embatan ts * 20 0.2

tebal lapisan aspal o+erla, ta * $0 0.$

tebal genangan air u"an t * ' 0.0'

"arak antara gelagar ba"a s * $7' $.7' $7'0

lebar trotoar b2 * $00 $

lebar "alur lalu lintas b$ * 500 5

lebar total "embatan bt * 50 5.

tebal trotoar bi * 20 0.2

pan"ang bentang "embatan - * '& 0.'&

=.1.2 Data BahanA. BETON

mutu beton

kuat tekan beton / * 0 ,

modulus elatisitas 1 * 2'7&

angka poison * 0.2

koe3sien memuai beton * 0.0000$

B. BAJA

pro3l ba"a B4 &$

tegangan lele minimum , * 280 modulus elastisita

tegangan putus minimum u * &&0 modulus geser

tegangan reduksi r * 70 nisba poison

rengangan minimum 1 * 20 koe3sien memuai

luasan balok meman"ang $87.7 m 2

pro! "# 1$ % 1@&

' * *+,A * 7&$.5 0.07&$5

h * 8.$ +

# * 5.62 +

h' * 2.06+

h# * '.08+

t' * $.85 +

t# * .02 +

+ m


55/65

!% * 7508&

/% * &70

0% * &$62

! * $$&

/ * 25

0 * $'76

r * $0.$6 + $0$.6mm

r% * $6.2$ +

5 * 820

C' * 5''5877

C. B6rat J6n70

berat "enis beton bertulang * 2'

berat beton tidak bertulang w/ * 22

berat aspal wa * 22

berat "enis air ww * 5.8berat ba"a ws * 78

=.2ANALISA STR8KT8R BALOK MELINTANG

=.2.1 B6rat S6n97r7 p6!at: a!o +o+6n: aa !7ntan

:a't*% beban; Ket : Modul 2 Thamr

a5an; /sms = 1. bet*n i!*% item"at! ?

?ltimit; /&ms = 1., -1BR *

Jenis Beban Tebal (m) leba% (m)

"%*0il 7 9 .1+ #.9392

antai Jembatan .1 2# # 2.#

Be%at seni%i @ms ,,.29392

Be%at seni%i (@ms) = ,,.29392 'Nm

"anjan$ $ela$a% melintan$ = 11 m

M*men la"an$an ma'sim&m (Mmsl) = = #,.3,2

Ga,a -intang maksimum (u) * $92 :s l * $8.078

=.2.2 B6an +at7 ta+ahan: a0pa!: a7r h;5an


a5an; /sms = 1. bet*n i!*% item"at

! ??ltimit; /&ms = 2

+3

+4

+4

+3

+4

+3

+3

+<

N*+4

N*+4

N*+4

N*+4N*+4

Be%at('Nm>)

Beban('Nm)

19 (@ms) l


56/65

Jenis Beban Tebal (m) leba% (m)

as"al .1 22 # 11

Ai% h&jan .# +.9 # 2.#

beban me%ata ba$ian ten$ah @ms 1 1,.#

$ela$a% memanjan$ .19 9 # .,2,

- ms 1 .,2,

beban t%*t*a% . 2# # #

@ ms 2 #

beban tian$ san%an .1# 2# # 1.9#

- ms 2 1.9#

"anjan$ $ela$a% melintan$ = 11 m

M*men la"an$an ma'sim&m (Mmsl) = =Ga,a -intang maksimum (u) * *

=.2.= B6an La!; L7nta0 Tr; 9an !a5;r D


a5an; /sms = 1. ! ??ltimit; /&ms = 1.9

Beban Lalu Lintas Truk

:a't*% beban inamis = .,Beban hi&" "aa lantai jembatan be%&"a beban %*a $ana *leh T%&' (be

besa%n5a = 112.# 'N

Beban T%&' menjai; (1 C .,) 112.# 'N;

-tt = 13.2# 'N

M*men la"an$an ma'sim&m (Mmsl) = =

Ga,a -intang maksimum (u) * *

Beban Lalu Lintas Lajur D

Beban la"ur # terdiri dari beban tersebar merata (BTR) ;:; ,ang digabung dengan

sT#

Beban tersebar merata= : (k!a) :* 5 (0.' ?$'9-) k!a 7 k!a 0.007

Beban garis intensitas p (kN9m) &5kN9m

Tin"au pembebanan untuk satu gelagar=

BTR :T# (kN9m/)* : @ * 0.077 kN9m/

BGT pT# (kN)* p @ * &&$ kN

Ga,a -intang maksimum (u)* ($92 p ? $92 : l) *

Be%at('Nm>)

Beban('Nm)

Aomen -apangan maksimum * ($92 p ? $92 : l) ($92 l) % ($98 : l)


57/65

=.2.$ B6an an7n


/ete%an$an N*tasi a5an ?ltimit

:a't*% beban /e8 1 1.2

/e!e"atan an$in &nt&' l*'asi F #'m a%i "antai 8 , ,#

a5an ?ltimit

e8 = , met e8 =

Te8 = Te8 =

Te8 = 1.2+3 'Nm Te8 =

-e8 = L(22)1.# (1.2+3 'Nm) -e8 =

-e8 = .1 'Nm -e8 =

M*men la"an$an ma'sim&m (Mmsl) = 1 "e8 l = 2.2

Ga,a -intang maksimum (u) * pew92 * 0.'0&

.2.' B6an o+7na07


no 56n70 6an +o6+6 a07 +0 a07 +;

$ beban sendiri '0.&6 6'&.'02$ >BL 6'&.'02

2 beban tamba 0 0 >BL 0

a beban truk t 0 0 >BL

b beban la"ur 0 >BL 0

& beban suu

'a beban angin 2.772 2.772 >B- 2.772

'b beban angin

6'7.27&$ 6'7.27&

,., 'e'&atan lent&% "enam"an$ '*m"*sit

,.,.1 menent&'an leba% e00e'ti0

be = l 2# !m

be = b 19 !m

jai i$&na'an be 19 !m +

,.,.2 en!"itun! #r$#erti #ena#an! elastis

.12 (1.2) (, met)


58/65

KEKOMPAKAN PRO>IL

@a,ap B


59/65

meme%i'sa batas %asi* m*men ine%sia

i5! = 2219,,,,,,.,,

i5 = 2219,3#.#2 .+++++ *'

,.,.# men$hit&n$ m*men n*minal

mn = 1., %h m5

1#1.+39F m"

,. 'e'&atan $ese%

,..1. 'e'&atan $ese% n*minal

Hn = * .3 05 h t8

1993.9 199.3 'n

,;.2 "en$a'&

a "e%en!anaan "en$a'& baan

,..,. "en$h&b&n$ $ese%

i'etah&i =h=As05= 2,2 n

E!=.181.#(0!).#

39# m"a

@n = .#As!(0!E).#

213#.,91,13

a&0&=12# @n

N = @@n

,.# len&tan


60/65

mm

* 20

1 * 200000

G * 7652

* 0.

* $1%00'


61/65

nnst, hal 5(RSNI T-02-2005)

11+

' m

$1?007

$&

&58

'Nm

kN


11m


62/65

'NmkN


11m

'Nm

kN

eban aris (BGT) ;p; seperti terliat dalam gambar

Apa

'Nm $2$.5$

kN


63/65


Sat&an

met

,# met

1.3 'Nm

L(22)1.# (1.3 'Nm)

1.9 'Nm

'Nm

kN

no 56n70 6 8 1 8 2

$ beban se 28.00$ 28.00$

2 beban ta 0 0

a beban tr 0

b beban la"ur 0

& beban suu

'a beban an 0.'0& 0.'0&

'b beban angin

28.'0' 28.'0'

.12 (1.2) (,# met)


64/65


65/65

tubes jembatan 3

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