Perhitungan Box Girder

ANALISIS BOX GIRDER 

Panjang Box Girder Prestress Lebar jalur lalu lintas Jumlah box girder

50.00 7.00 2.00

m m  bh

Lebar median

L B n  bm

1.00

m

Lebar trotoar 

 bt

1.00

m

Tebal lapisan aspal

ta

0.05

m

Tebal genangan air hujan

th

0.05

m

Berat Jenis Material (RSNI T-02-2005)

$/m!

$g/m!

Beton prategang

-p 

25.50

25.!

Beton bertulang

-r 

25.00

25"#."2

Beton tida$ bertulang %rabat&

- 

2".00

2""'."#

(spal

-a 

22.00

22"2.'1

( ir

-- 

.#0

#.#

Baja

-s 

77.00

7#".1!

1 Bet!n )utu beton box girder prestress

*uat te$an beton box girder prestress

500 ,   03#! 4 * /10 

)odulus elasti$ balo$ beton prestress

  %-p&135 4 030"! 4   ,  ,  

* 

+

(ng$a Poisson

 

)odulus geser 

G   / 62 4 %1  &8 

*oe,isien muai panjang untu$ beton

     

*uat te$an beton pada $eadaan a-al

, i  03#0 4 ,  

Tegangan ijin beton saat s aat penari$an

Tegangan Tegangan ijin te$an 03'04 , i 

Tegangan Tegangan ijin tari$ 03504   ,  ,   2 Ba"a #rate$an$

9(T 9(T( :T;(9: <(BL + :T : T(9(; =:L >noat ateed 7 -i -ire su super st strands (:T) ( ,  p  15#0000 $Pa

Jenis strands Tegangan leleh strand *uat tari$ strand 9iameter nominal strands

,  pu 

Luas tampang nominal satu strands

1#'0000 0.0127

$Pa m %1/2?&

(st 

0.0001

m2

Beban putus minimal satu strands Jumlah $a-at untaian %strands able& 9iameter selubung ideal Luas tampang strands

P bs 

2!5.'1 22 #" 0.001##

$ %100@ be $a-a $a-att unt untai aiaa mm m2

Beban putus satu tendon

P b1 

51#!.'2

$ %100@ be

)odulus elastis strands Tipe dong$ra$ 

s 

1..0#

$Pa

=:L 22

I DIMENSI BOX GIRDER #RESTRESS

Lebar 

Tebal

Tinggi Box Girder  Tinggi dinding

 b1   b2   b!   b"  t1  t2  t!  t"  t5 

".00 0.75 1.75 1.25 0.50 0.50 0.#5 0.25 0.!5 A h1  A + t1  h2  h1 + t2 

m m m m m m m m m 2.50 2.00 1.50

m m m

II #RO#ERTIES #ENAM#ANG BOX GIRDER 

9imensi  o

1 2 ! " 5 ' 7 #  10 Jumlah

Tinggi

%m&

%m&

%m2&

%m&

%m!&

5.5000 ".0000 0.#500 0.#500 1.7500 1.2500 1.7500 1.2500 0.1#75 0.1#75

0.5000 0.5000 1.5000 1.5000 0.2500 0.!500 0.2500 0.1500 0.5000 0.5000

2.7500 2.0000 1.2750 1.2750 0."!75 0."!75 0.21## 0.0!# 0.0"' 0.0"' #.5#1!

2.2500 0.2500 1.2500 1.2500 2.!750 2.!250 2.1''7 2.1000 0.!!!! 0.!!!!

'.1#75 0.5000 1.5!# 1.5!# 1.0!1 1.0172 0."7"0 0.1' 0.015' 0.015' 12.'!!!

 b  %(4&  / (  a  A +  b 

Men$%it&n$ '!'en inersia

1 2 ! " 5 ' 7

:tatis momen (4

Lebar

Leta$ titi$ berat C

 o

Jara$ terhadap alas 

Luas Tampang (

Do

(42

%m"&

%m"&

0.0572 0.0"1'7 0.2!0' 0.2!0' 0.0022# 0.00""7 0.0007'

1.''!'# 2.#755 0.0'25 0.0'25 0.!5'5# 0.!1#1# 0.10550

1."72202"# m 1.027#

m

10 Jumlah

0.000'5 0.001!0 0.5#'00'" 5.5'!#'

)omen Dnersia terhadap titi$ berat box girder C

Dx  Do (42

"1.50

)Pa

!'711.2'

)Pa

0.20 152'.!'

)Pa

1.+05

/o<

!!.20

)Pa

1.2

)Pa

!.22

)Pa

+"1' grade 270

 ban putus& tiap tendon

ban putus&

'.1#2"5'!! m "

#ERITNGAN SLAB LANTAI JEMBATAN I Data Sla* Lantai Je'*atan

Tebal slab lantai jembatan

0.50

Tebal lapisan aspal

h ha 

m

Tinggi genangan air hujan

th 

Bentang slab

s  bl 

0.05 ".00

m m

7.00

m

1.00 50.00

m m

0.05 m  Berdasarkan RSNI T-02-2005 pasal 5.3.2, ditentukan mengenai ketebalan yang diizinkan u  yaitu sebesar 50 mm.

Lebar jalur lalu lintas

 bt 

Lebar trotoar  Panjang bentang jembatan per segmen

L

II Material Str&+t&r Berat Jenis Material (RSNI T-02-2005)

$/m!

$g/m!

Beton prategang

-p 

25.50

2'00.0

Beton bertulang

-r 

25.00

25".0

Beton tida$ bertulang %rabat&

- 

2".00

2""7.0

(spal

-a 

22.00

22"!.0

(ir

-- 

.#0

.0

Baja

-s 

77.00

7#50.0

a) Bet!n Bert&lan$ )utu beton

*uat te$an beton )odulus elasti$  Poisson ratio )odulus Geser *oe,isien muai panjang beton

*

+

500 ,   03#! 4 * /10    %-&135 4 030"! 4   ,    

G   / 62 4 %1  &8     

"1.50 !'72".22 0.2 15!02 1.0.+05

*) Ba"a Untuk tulangan polos menggunakan mutu *uat leleh ,  *uat tari$  ,u 

BjTP 2" 2"0 )Pa !0 )Pa

Untuk tulangan ulir menggunakan mutu *uat leleh ,  *uat tari$  ,u 

BjT: "0 "00 )Pa 5'0 )Pa

III Analisis Be*an Sla* Lantai Je'*atan 1 Berat Sen,iri (MS) * ):  Ea$tor beban ultimit C

1

9itinjau slab lantai jembatan selebar  Tebal slab lantai jembatan

 b  h

1.00 0.50

Berat beton bertulang

-  F): 

25.50

Berat sendiri

F):  b 4 h 4 - 

12.75

)):  1/12 4 F ): 4 s2 

)omen ma$simum a$ibat berat sendiri 2 Be*an Mati Ta'*a%an (MA)

Ea$tor beban ultimit C  o

Jenis Beban 1 Lapisan (spal 2 (ir Aujan Beban mati tambahan C

* )(  Tebal %m& 0.05 0.05

2.0 Berat Jenis %$/m!& 22.00 .#0 F)( 

Beban 1. 0. 1.

)omen ma$simum a$ibat beban mati tambahan C ))(  1/12 4 F )( 4 s2 

2.120

$m

 Be*an Tr&+ .T. (TT)

Ea$tor beban ultimit C

* TT 

1.#

Beban hidup pada lantai jembatan berupa beban roda ganda oleh tru$ %Beban T& sebesar C T 112.5 $ Ea$tor beban dinamis untu$ pembebanan tru$ diambil C 9L(  0.! PTT  % 1  9L( & 4 T  Beban Tru$ ?T? C 1"'.25

tul lapisan permukaan

)Pa )Pa )Pa /o<

m m $/m! $/m

17.000

'.!75 #.25

$m

 %$/m& 10 " 5

$/m

$

Tiang Sandaran 1. Kolom beton Bagian a 0.15 x 0.2 Dimensi Berat Jenis 25 kN/m3  Tinggi 1.15 m Berat 0.8625 kN Posisi ari !"!ng 0.1m Bagian b Dimensi

a b t tebal #ol!me 0.00$5 m3 Berat 0.1125 kN Posisi ari !"!ng Bagian % &'i'a sanaran( Berat 'i'a 5.08 kg/m Pan"ang 'i'a 2m Berat 0.1016 kN Posisi ari !"!ng 2. Pelat sanaran 0.15 x Dimensi Berat 2.$3)5 kN Posisi ari !"!ng 0*1 m

m

0.25 m 0.35 m 0.1 m 0.15 m

0.25 m

0.0508 kN/m

0.1 m

0.65

m

*)BD(:D P)BB(( *ombinasi Beban Jenis Beban :imbol 1 2   ): Berat sendiri Beban mati tambahan

)(





Beban T

TT





Beban pejalan $a$i

TP

Pengaruh suhu

T





Beban angin

H







9imensi Jumlah

Luas Tampang %(&

Jara$ terhadap alas %&

%m2&

%m&

Lebar

Tinggi

%m&

%m&

1 2 !

#."000 ".0200

0.2250 0.2250

1.0000 1.0000

1.#00 0.0"5

2.2#75 0.1125

1."220

0.2550

2.0000

0.!'2'

2.000

"

0.!770

0.2550

2.0000

0.12!

2.0"75

5 ' 7

1.2000 1.5#!2

0.2550 0.!500

2.0000 2.0000

0.!0'0 1.10#"

2.000 1.1#50

0.2#70

0.2250

2.0000

0.122

0.!!75

#

0.000

0.2250

2.0000

0.2025

0.!000

 10 Jumlah

0.000 0.000

0.2250 0.2250

2.0000 2.0000

0.020! 0.020! 5.1!5

0.!750 0.1500

 o

 b  %(4& / ( 

Leta$ titi$ berat C

a  A +  b 

 o 1 2 ! " 5 ' 7 #  10 Jumlah

Do

(42

%m"&

%m"&

0.0077 1.20'5# 0.00!#2 1.7125' 0.001!1 0.1!11 0.0010" 0.0'00# 0.00111 0.11071 0.0'011 0.2"15# 0.0005" 0.17110 0.00057 0.2#'0" 0.0000' 0.02511 0.0000' 0.0!'2# 0.07'5#277 !.#122"##

".057#1

1."##5

m

0.115

m

:tatis momen %(4& %m!&

A+si/Be*an

Si'*!l

A A+si Teta

Berat sendiri

): )(

0.757

Beban mati tambahan B A+si Transien Beban lajur ?9?

0.!!7

Beban pedestrian

TP

0.'!5 1.!1!"

Gaa rem  A+si Lin$+&n$an

TB

0.0"!'

Pengaruh temperatur  

T

0.0'0#

Beban angin

H

0.007' 0.00!0 7.'""'

Beban gempa

F

".!2!" 0.101#

T9

a+t!r

1

3!'*inasi #e'*e*anan 2  4

5

1.20

 











2.00

 











2.00

 





















1.#0 1.#0 1.20 1.20 1.00

 



 



 

Baris Tendon 1 2 ! "

Posisi Tendon di Tumpuan I1  a  ! 4 d I2  a  2 4 d I!  a  d I"  a

Ii %m&

Baris Tendon

1.#'!5 1.'1!5 1.!'!5 1.11!5

1 2 ! "

Posisi Tendon di Tengah Bentang I1  a  ! 4 d I2  a  2 4 d I!  a  d I"  a

Ii %m&

Baris Tendon

,i  Ii + Ii

0."#75 0.!'25 0.2!75 0.1125

1 2 ! "

1.!7'0 1.2510 1.12'0 1.0010



", L2

,  es 

%L

K

1.1##5 m

L

50 m X (') +0.25 0.00 1.00 2.00 !.00 ".00 5.00 '.00 7.00 #.00 .00 10.00 11.00 12.00 1!.00 1".00 15.00 1'.00 17.00 1#.00 1.00 20.00 21.00 22.00 2!.00 2".00

 (') +0.02! 0.0000 0.0!2 0.1#2' 0.2'#1 0.!" 0."27 0.5020 0.572" 0.'!# 0.7017 0.7'0' 0.#15# 0.#'71 0.1"7 0.5#" 0.#! 1.0!"5 1.0''# 1.05! 1.1200 1.1"10 1.15#1 1.171" 1.1#0 1.1#''

25.00

1.1##5

X (')

 (')

X (') 2'.00 27.00 2#.00 2.00 !0.00 !1.00 !2.00 !!.00 !".00 !5.00 !'.00 !7.00 !#.00 !.00 "0.00 "1.00 "2.00 "!.00 "".00 "5.00 "'.00 "7.00 "#.00 ".00 50.00 50.25

 (') 1.1#'' 1.1#0 1.171" 1.15#1 1.1"10 1.1200 1.05! 1.0''# 1.0!"5 0.#! 0.5#" 0.1"7 0.#'71 0.#15# 0.7'0' 0.7017 0.'!# 0.572" 0.5020 0."27 0.!" 0.2'#1 0.1#2' 0.0!2 0.0000 +0.02!

X (')

 (')

X (')

 (')

+5

0.00 1.00 2.00 !.00 ".00 5.00 '.00 7.00 #.00 .00 10.00 11.00 12.00

0.0000 0.0!2 0.1#2' 0.2'#1 0.!" 0."27 0.5020 0.572" 0.'!# 0.7017 0.7'0' 0.#15# 0.#'71

1".00 15.00 1'.00 17.00 1#.00 1.00 20.00 21.00 22.00 2!.00 2".00 25.00 2'.00

0.5#" 0.#! 1.0!"5 1.0''# 1.05! 1.1200 1.1"10 1.15#1 1.171" 1.1#0 1.1#'' 1.1##5 1.1#''

2#.00 2.00 !0.00 !1.00 !2.00 !!.00 !".00 !5.00 !'.00 !7.00 !#.00 !.00 "0.00

1.171" 1.15#1 1.1"10 1.1200 1.05! 1.0''# 1.0!"5 0.#! 0.5#" 0.1"7 0.#'71 0.#15# 0.7'0'

X (') +0.25 0.00 1.00 2.00 !.00 ".00 5.00 '.00 7.00 #.00 .00 10.00 11.00 12.00

 (') +0.02! 0.0000 0.0!2 0.1#2' 0.2'#1 0.!" 0."27 0.5020 0.572" 0.'!# 0.7017 0.7'0' 0.#15# 0.#'71

X (') 1!.00 1".00 15.00 1'.00 17.00 1#.00 1.00 20.00 21.00 22.00 2!.00 2".00 25.00 2'.00

 (') 0.1"7 0.5#" 0.#! 1.0!"5 1.0''# 1.05! 1.1200 1.1"10 1.15#1 1.171" 1.1#0 1.1#'' 1.1##5 1.1#''

X (') 27.00 2#.00 2.00 !0.00 !1.00 !2.00 !!.00 !".00 !5.00 !'.00 !7.00 !#.00 !.00 "0.00

 (') 1.1#0 1.171" 1.15#1 1.1"10 1.1200 1.05! 1.0''# 1.0!"5 0.#! 0.5#" 0.1"7 0.#'71 0.#15# 0.7'0'

+0.250 0 0.000 0.250

 Y (m)

0.500 0.)50 1.000

5

10

1.500

+

K

&

5! 1!.25

X (')

 (')

"2.00 "!.00 "".00 "5.00 "'.00 "7.00 "#.00 ".00 50.00 50.25

0.'!# 0.572" 0.5020 0."27 0.!" 0.2'#1 0.1#2' 0.0!2 0.0000 +0.02!

X (') "1.00 "2.00 "!.00 "".00 "5.00 "'.00 "7.00 "#.00 ".00 50.00 50.25

 (') 0.7017 0.'!# 0.572" 0.5020 0."27 0.!" 0.2'#1 0.1#2' 0.0!2 0.0000 +0.02!

Lintasan Inti Tendon 5

20

25

30

35

X (m)

$0

$5

50

L

50

N! Baris Ten,!n

J&'la% Stran,

6i (')

,/,X

1

7'

1.!7'

0.1100#

1  

2 !

7' 7'

1.251 1.12'

0.1000# 0.000#

  2

"

7'

1.001

0.0#00#

  "

!  

S&,&t An$+&r

0.10'!#57 rad



'.2#1#

0.07"7#' rad 0.0##!75! rad

 

5.7151 5.1"7!

0.070"# rad



".57#5

Baris Tendon 1 2 ! "

L ,o  es b Jara$

Posisi Tendon di Tumpuan I1  a  ! 4 I2  a  2 4 I!  a  d I"  a

Ii %m&

Baris Tendon

1.#'!5 1.'1!5 1.!'!5 1.11!5

1 2 ! "

Posisi Tendon di Tengah I1Bentang a!4 I2  a  2 4 I!  a  d I"  a

Ii %m& 0."#75 0.!'25 0.2!75 0.1125

50 m 1.1##5 1."##5

K

Trae Io

I1

%m& +0.25 0.00 1.00 2.00 !.00 ".00 5.00 '.00 7.00 #.00 .00 10.00 11.00 12.00 1!.00 1".00 15.00 1'.00 17.00 1#.00 1.00 20.00 21.00 22.00 2!.00 2".00 25.00

%m& 1.512" 1."##5 1.!5! 1.!05 1.220" 1.1!#' 1.0'0' 0.#'5 0.1'1 0.#"' 0.7#'# 0.727 0.'727 0.'21" 0.57!# 0.5!01 0."02 0."5"0 0."217 0.!!2 0.!'#5 0.!"75 0.!!0" 0.!171 0.!07' 0.!01 0.!000

%m& 1.##7" 1.#'!5 1.755' 1.'521 1.55!1 1."5#" 1.!'#1 1.2#2! 1.200# 1.12!# 1.0511 0.#2 0.10 0.#5' 0.#0"5 0.75! 0.7077 0.''5# 0.'2#" 0.55" 0.5''# 0.5"25 0.5227 0.507! 0."'! 0."#7 0."#75

Posisi baris tendon I2 I! %m& 1.'!7" 1.'1!5 1.515" 1."21! 1.!!1! 1.2"52 1.1'!1 1.0#51 1.0110 0."10 0.#7" 0.#12 0.75"# 0.700# 0.'507 0.'0"7 0.5'27 0.52"' 0."0' 0."'0' 0."!"' 0."125 0.!"5 0.!#05 0.!705 0.!'"5 0.!'25

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