Baja II Nurkholis

7/25/2019 Baja II Nurkholis

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Data Teknis :- Panjang Jembatan ( L ) = 15.00- Jarak antar gelagar memanjang ( a ) = 1.85- Tebal Plat Lantai / Plat Beton ( t ) = 20.00- Mt Beton (!"#) = 20- Mt Baja (!$) = %50- Lebar Jembatan = (1&1.85- Jarak antar gelagar melintang = '.00- Tebal Lai Perkeraan = 5.00- Tinggi Trotoar = 25.00- Berat *i Beton Bertlang = 2+00- Berat *i Beton Biaa = 2200- Berat *i ,al = 2200

A. GELAGAR MEMANJANGa). Gelagar Tepi

1. Perhitungan Momen Lentur Paa Gelagar Tepi

a. !e"an Mati

# !e"an mati aki"at pelat lantai$ trotoar an "e"an iatasn%a &'D1) :Berat Trotoar = 0.25 1.00 2+00Berat Pelat Lantai = 0.20 1.00 2+00Berat ,ir jan = 0.05 1.00 1000Berat e#k Baja = 1.00 11.%5

'D1

# !e"an mati aki"at pelat lantai an "e"an iatasn%a &'D():


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Berat Perkeraan = 0.05 0.25 2200Berat Pelat Lantai = 0.20 0.25 2+00Berat ,ir jan = 0.05 0.25 1000Berat ek Baja = 11.%5 0.25

'D(


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Beban Traeim iba menjai beban eki3alen 4

'02.+ (%L2 - +a2)

=67

L22+ 8

25.10+11+58% 10+.55 =67

%'.008

'E *+,.-/ kg0m

# !erat eniri Pro2l Gelagar Meman3ang$ 'D, 4*.5/(iamikan menggnakan ro9l :; +50 200 1+ - 5.')

Jai Beban Mati Total< 'DL = 61 & 67= 11+1.%50 & 58%.+0'= 1+.41/ kg0m = 1+.

Ga%a Geser Maksimum Aki"at !e"an Mati &Dma6 DL)ma L = 1/2 6L L

= 1/2 1800.1' '.00= 5+02.1+ kg

Momen Maksimum Aki"at !e"an Mati &Mma6 DL)Mma L = 1/8 6L L2

= 1/8 1800.1' '2= 810%.221 kgm

". !e"an 7iup# !e"an ter"agi rata &'8)

Bentang Jembatan = 15.00 m< maka 46 = 2.2 t/m ntk L > %0M

ntk Peritngan momen an ga$a lintang 4Beban terbagi rata

(6") =6

s'2.5

imana< =

? = 1.00 bila kekatan gelagar melintang tiak ieritngkan

s' = Lebar engar beban i aa gelagar teis' = 1.85 1

= 0.25 m2

6" =6

s'

2.5=

2.2 0.5 0.25

2.5

!aktor itribi< = 0.5 aabila kekatan gelagar melintang ierit


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.

@etentan enggnaan beban AA alam ara melintang jembatan 49) ntk jembatan engan lebar lantai kenaraan > 5


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# !e"an Garis &P8)P = 12ton< ntk eritngan momen an ga$a lintang 4

Beban Eari (P") =P

s' @2.5

imana 4@ = @oe9ien kejt< $ang itentkan engan rm 4

@ = 1 &20

50 & L

= 1 &20

50 & 15= 1.%08

P" =P

s' @2.5

=12

0.5 0.25 1.%082.5

= %.5 T

= %5 kgntk jembatan engan lebar lantai kenaraan > 5


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: =Mtot

F

=18888%.2

18'= 58.15 #m%

ignakan ro9l baja *:; :; +50 200 1+ - 5.'

Pro9l Berat k:; (kg/m) , B

+50 200 5.' +50 200

Momen Jari*neria *ne

* *$ i'.' %%500 180 18.'1

LaPenamang


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,. ontrol Terhaap !ahan an Tegangan- @ontrol teraa lentan

=5 6tot L+

&P L%

%8+ 7* +8 7i

=5 ( 6L & 6" ) L+

&%8+ 7*

=5 ( 18.001' & 8.55 ) '00+

&%8+ ( 2.1 10' ) %%500

= 0.'%0%2011 & 0.25%22+%8' G 1.2= 0.8025'%+ #m G 1.2 #m

- @ontrol teraa tegangan lentr $ang terjai ( F )

terjadi =Mtot

GWx

=18888%.2

G 18' kg/#m21+8

= 1201.%088 kg/#m2 G 18'kg/#m2

- @ontrol teraa tegangan geer $ang terjai ( H )ma = ( 1/2 qtot L ) & ( 1/2

= ( 1/2 ( 18.001' & 8.55= '.1+ & 1 %/8= +'.518 kg

,Ieb = ,ro9l - ,en= '.' - ( 2 ( 20 1.+= +0.' #m2

=

ma

G,Ieb

=+'.518

G 0.58 +0.'

=+'.518

G 0.58 18'+0.'

= 2++.02'+%11 G 1082.8' .........

( )

ma

H terjadi


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mm#m = 0.20 mMPaMPa1.85&1) = 5.0 mm = '00 #m#m = 0.05 m#m = 0.25 mkg/mkg/mkg/m

= '00 kg/m= +80 kg/m= 50 kg/m= 11.%5 kg/m 11-1.,* kg0m


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= 101.5 kg/m= +++ kg/m= +'.25 kg/m= 10.+ kg/m /(.-55 kg0m


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kg0m

& 6%& 5.'

41/ kg0;m

ngkan


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a

ka

r


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855 '.00 )

L ) '.00


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ran (mm)t1 t2 r 1+ 18

jari Momenia LaIan

i$ : :$+.+0 1+8 18


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5


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Ga%a geser maksimum aki"at "e"an hiup &Dma6 LL)ma LL = 1/2 P" & 1/2 6" L

= ( 1/2 158%50 ) & ( 1/2 = 8250+.825 kg

Momen maksimum aki"at "e"an hiup &Mma6 LL)Mma LL = ( 1/8 6" L2 ) & ( 1/+

= ( 1/8 1110 '2 ) & ( 1/+ = +5 & 2%52+.+'= 2+251.+' kgm

Ga%a geser total paa gelagar tengah :tot = ma L & ma LL

= +5%.2'+ & 8250+.825= 80+2.08 kg

/$ m


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Momen total paa gelagar tengah :Mtot = Mma L & Mma LL

= '805.8' & 2+251.+'= 2+%25.%2 kgm

(. Penimensian Pro2l Gelagar TengahMtot = 2+%25.%2 kgm = 2+%25%.2 kg#m

Bj ++ = 18' kg/#m2

: =Mtot

F

=2+%25%.2

18'= 1%%5+.%%2 #m%

ignakan ro9l baja *:; :; 1200 +00 1' %2 - %+5.'1

Pro9l Be:; (kg

1200 +00 %+5

Mo*ne

*++0.2 10'

,. ontrol Terhaap !ahan an Tegangan- @ontrol teraa lentan

=5 6tot L+

&P

%8+ 7* +8 7i

=5 ( 6L & 6" ) L+

%8+ 7*

=5 ( 15.12+21 & 1110 ) '00+

%8+ ( 2.1 10' ) 10'= 0.0001+25+ & 0.%1512'2%2' G 1.2= 0.%1525+85 #m G 1.2 #m


terjadi = Mtot GWx

=2+%25.+

G 18' kg/#m21+'.%

= 1%.8285'55' kg/#m2 G 18'kg/#m2

- @ontrol teraa tegangan geer $ang terjai ( H )ma = ( 1/2 qtot L ) & (

= ( 1/2 ( 15.12+21 & 11= %%5%.2'+ & 1+.8%= +1'12.08 kg

,Ieb = ,ro9l - ,en= ++0.2 - ( 2 ( +0 = ++0.2 #m2

LaPenamang

( )

ma


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=ma

G,Ieb

=+1'12.08

G 0.58 ++0.2

=+1'12.08

G 0.58 18++0.2

= +'.+212808 kg/#m2 G 1082.8' kg/#m2

H terjadi


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= 101.5 kg/m= +++ kg/m= +'.25 kg/m= 10.+85 kg/m &= '02.+ kg/m

=67

'28


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kg/#m


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1.85m

enn$a

@

a

ieritngkanNTANGa). onisi Pra#omposit

1. Perhitungan Momen Lentur Paa Gelagar Melintang# !e"an P1

Berat trotoar = 0.25 1.00 2+00Berat lat lantai kenaraan = 0.20 1.00 2+00Berat air jan = 0.05 1.00 1000Berat ek baja = 11.%5 1.00

61Beban mati terebt merakan ga$a terat (P1) $ang bekerja aa titik tmP1 = 61 L

= 11+1.%5 '.00= '8+8.1 kg

# !e"an P(

Beban Mati aa konii Pre @omoit


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Berat lat lantai kenaraan = 0.20 0.25 2+00Berat air jan = 0.05 0.25 1000Berat ek baja = 11.%5 0.25

62


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500.+ (%L2 - +a2) =

67 L2

2+ 8

500.+ ( % '2 - + 0.00

2+

20.8'5 10+.55 67

%'.008

67 = +8+.880 kg/m

Beban mati terebt merakan ga$a terat (P2) $ang bekerja aa titik tmP2 = 67 L

= +8+.880 '.00= 20.281 kg

# !e"an P,Berat gelagar memanjang *:; :; +50 200 1+ - 5.' =

P% = 5.' '.00 = +55.' kg

# !e"an P-


P+



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500.+85 (%L2 - +a2) =

67 L2

2+ 8

500.+85 ( % '2 - + 0.00

2+

20.8'+5%125 10+.55 67

%'.008

67 = +8+.88011+8+ kg/m

Beban mati terebt merakan ga$a terat (P+) $ang bekerja aa titik tmP+ = ( 2 67 L ) & ( Berat gelajar

= ( 2 +8+.88011+8+ '.00 ) & ( 5.= '18.%'1%81 kg

# !e"an '-


6+


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Beban egitiga iba menjai beban merata eki3alen

500.5 1.802 =

671.802

12 8

67 = %%%.8%25 kg/m

Beban merata eki3alen $ang bekerja = 2 67= 2 %%%.8%%

= ''.''5 kg/m

P1P2P%P+P1 & P267

Keaki erletakan 4

K, = KB= ( % P+ ) & ( 2 ( P1

= ( % '18 ) & ( 2 ( '8+8.1

=1855.08+1%+ & 20+2'.281%8 & +00

2= 2151%.'5' kg

Momen Makimm akibat beban mati 4= ( Ka3 2.85 ) - (( P1 & P2 & P%= ( 2151+ 2.85 ) - (( '8+8.1 & 20 & +55.'= +12.125 kgm

Berat eniri gelagar melintang 215 kg/m,mi gelagar melintang memakai ro9l *:; 08 %02 15 28 - 215

1021%.1+0 1021%.1+0

''.'

'18.%'1%8

P1 & P2 & P%P1 & P2 & P% P+

67

1850


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K = 1/2 6 L= 1/2 215 5.0= '12.5 kg

M = 1/8 6 L2= 1/8 215 %2.+= 8%.1'85 kg

Peritngan geer an momen $ang bekerja aa konii Pra-@omoitDpra = 2151%.'5' & '12.5

= 2212'.+25' kg

Mra = +12.125 & 8%.1'85= +2150.28%+ kgm


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(. Penimensian Gelagar MelintangMra = +2150.28%+ kgm = +21502.8%+ kg#m

Bj ++ = 18' kg/#m2

: =Mtot

F

=+21502.8

18'

= 225.'+ #m%

ignakan ro9l baja *:; 08 %02 15 28 - 215

Pro9l Berat:; (kg/m) ,

08 %02 215 08

Momen*neria

* *$2%.' 2%000 1200

,. ontrol terhaap !ahan an Tegangan- @ontrol teraa lentan

6 = ( 215 5.0 ) & ( ''.''5

5.0= '+8.%'585 kg/m= '+8%.'585 kg/#m

,kibat beban terat i tei

P = 1021%.1+0'8 kg

=P a

(( % L2 ) - ( +2+ 7*

1021%.1+0'8 1 (( % %2+

LaPenamang

( )

1

'

1021%.1+0 1021%.1+0''.'

'18.%'1%8


34/76

2+ 2.1 10'= 0.0001+8 #m

,kibat beban terat i tenga

P2 = '18.%'1%81 kg

2 =P2 L%

+8 7*

='18.%'1%81 1851%000

+8 2.1 10' 2%000= 0.0+80+10+ #m

,kibat berat eniri gelagar melintang

Eelagar melintang aala *:; 08 %02 15 28 - 215 engan berat

3 =5 6 L+

%8+7*

=5 2.15 1055'0010000

%8+ 2.1 10' 2%000

= 0.005%5%8 #m

'

'


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Lentan total aa konii Pra-@omoit aala 4total = 1 & 2 & 3

= 0.0001+8 & 0.0+80+10+ & 0.005%5%8= 0.05+8'' #m

Lentan ijin

ijin=

L

=

50

= 1.1+ #m500 500

pra-komp G ijin0.05+8'' G 1.1+ ................. =


terjadi =Mtot

>Wx

=+21502.8%+

> 18' kg/#m2'00

= '2.108%05 kg/#m2 > 18' kg/#m2

- @ontrol teraa tegangan geer $ang terjai ( H )

= ( %0.2 2.8 %+ ) & ( 1.5

= %5%2.+5 #m%

terjadi =ra

> Hb *

=2212'.+25' %5%2.+5

> 0.581.5 2%000

= 21.811'2 kg/ #m2 > 108

- @ontrol teraa tegangan iiil itenga bentang ( i )

P = P+ & ( 67 %. ) & (

= '18.%'1%81 & ( ''.''5 %.= 8+.221881 kg

Mra = +2150.28%+ kgm = +21502.8%+ kg#m

terjadi =P b *

=8+.221881 %5%2.+5

1.5 2%000= 8.%2282100 kg/#m2

terjadi =M

Wx

=

+21502.8%+

2%000= 1.8+%'012 kg/#m2

( ijin)


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i =

= 1.8+%'012 & ( % 8.%22= 11.22'2'+% kg/#m2


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= '00 kg/m= +80 kg/m= 50 kg/m= 11.%5 kg/m= 11+1.%5 kg/m

gelagar melintang


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= +++ kg/m= +'.25 kg/m= 10.+85 kg/m= 500.+85 kg/m


39/76

) =67

'28

gelagar melintang

5.' kg/m

= +++ kg/m= +'.25 kg/m= 10.+85 kg/m= 500.+85 kg/m


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) =67

'28

gelagar melintangmemanjang 5 )' 5 )

= +++ kg/m= +'.25 kg/m= 10.+85 kg/m

= 500.+85 kg/m


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= '8+8.1 kg= 20.280'81 kg= +55.' kg= '18.%'1%81 kg

&P% = 1021%.1+0'8 kg= ''.''5 kg/m

& P2 & P% )) & ( 67 L ))

2& 20 & +55.' )) & ( ''.' '.00 ))2

.

) 1.85 ) - ( 67 1.85 0.25 )

) 1.85 ) - ( ''.' 1.85 0.25 )


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kran (mm)B t1 t2 r

%02 15 28 28

Jari - jari Momen*neria LaIan

i i$ : :$2.+ '.8' '00 85%

%. )

a l2 ))

00 ) - ( + 1 10000 ))


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2%000

215 kg/m


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................. =

2'. 1'.% )

18'

.8' kg/ #m2 ................. =

6 5. )) & ( 215 5. )


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>

2100 ) > 18' kg/#m2

> 18' kg/#m2 ................. =


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!. GELAGAR MEL>NTANGa). onisi Post omposit

1. Perhitungan Momen Lentur Paa Gelagar Melintanga. !e"an Mati

# !e"an P1

Berat trotoar = 0.25 1.00 2+0061


= '00 '.00= %'00 kg

# !e"an P(

Beban Mati aa konii Pot @omoit


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Berat air jan = 0.05 0.25 1000Berat Lai Perkeraan = 0.05 0.25 2200

62


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1+8.000 (%L2 - +a2) =

67 L2

2+ 8

1+8.000 ( % '2 - + 0.00

2+

'.1' 10+.55 67

%'.008

67 = 1+%.%10 kg/m


= 1+%.%10 '.00= 85.85 kg

# !e"an P,


6%


1+8.000

(%L2 - +a2) =

67

L22+ 81+8.000

( % '2 - + 0.002+

q3


50/76

'.1' 10+.55 67

%'.008

67 = 1+%.%10 kg/m

Beban mati terebt merakan ga$a terat (P%) $ang bekerja aa titik tmP% = 67 L

= 1+%.%10 '.00

= 85.85 kg

# !e"an '-


6+


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Beban egitiga iba menjai beban merata eki3alen

1+8 1.802 =

671.802

12 8

67 = 8.'' kg/m

Beban merata eki3alen $ang bekerja = 2 67= 2 8.''

= 1.%%% kg/m

P1P2P%67P1 & P2

Keaki erletakan 4

K, = KB =P% & ( 2 (( P1 & P2

2

=85.85 & ( 2 (( ++5.85

2

=85.85 & 81.1 & 11

2= 5+81.8 kg & D1 )

Momen Makimm akibat beban mati 4= ( Ka3 2.85 ) - (( P1 & P2 ) 1.85= ( 5+81.8 2.85 ) - ( ++5.85 1.85= 0%+.'2 kgm & M1 )

". !e"an 7iup# !e"an ter"agi rata &?'?)

Bentang Jembatan = 15.00 m< maka 4

++5.85

1.%

85.85++5.85

1850


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6 = 2.2 t/m ntk L > %0M

Beban terbagi rata eanjang gelagar melintang ntk lebar

61 =6 %.

=2.2 %.

2.8 2.8

Beban terbagi rata aa trotoar

62 = '0D ( 500 5 )

Keaki erletakan 4

K, = KB =

( 61 %. ) & ( 2

2

=( 20.1+2851 %. ) & ( 2

2

= '88.21+285 kg

Momen makimm $ang terjai akibat beban 6 4= ( K, +. ) - ( 62 1 2.%5= ( '88 +. ) - ( 1500 1 2.%5= 2%82.8 kgm & M( )


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Menentkan geer makimm (ma) akibat beban 6 4

Keaki erletakan= 0

( KB 5.0 ) - ( 62 1 5.2( 62 1 0.5 ) = 0( KB 5.0 ) - ( 1500 1 5.2( 1500 1 0.5 ) = 0

KB =%205.821+2

= '88 kg = '.882 t5.0

= = 0

K, = KB = '88 kg = '.882 t & D

# !e"an &?P?)P = 12 ton 18'= '.%+'5% > 18'

- Paa a$a baIa ro9l baja

=M

&M $

2" "

=+21502.8%+ 0%+'.2+8'1

0.8& 2%82

22%000

= %+.''158' & 115'.80++181 > 18'= 181.+''008 kg/#m > 18'

". Diagram tegangan se"elum an sesuah komposit

- Tegangan ebelm komoit (Pra @omoit)Paa a$a ata ro9l baja = 1.8+%'012 kg/#mPaa a$a baIa ro9l baja = 1.8+%'012 kg/#m

1+0

210.1'

5'+.1'08

15

%5+

%5+

8%%

%02

Eari etral Pro9l

Eari etral @omoit

Eari etral Beton55

Titik !erat Penampang omposit

#post

k

2

#post

k

2

$%

&

x

k

$%

&

x

kx

2

2

2


58/76

- Tegangan ea komoit (Pot @omoit)Paa bagian ata lat beton = 10%.%528%+2' kg/#mPaa bagian baIa lat beton = %.2%1'85+1 kg/#mPaa a$a ata ro9l baja = '.%+'5% kg/#mPaa a$a baIa ro9l baja = 181.+''008 kg/#m

2

2

2

2

%5+

%5+

1+0

%02

5'+.1'

%%.81.2155282 kg/#m2

1.2155282kg/#m2 105.2 kg/

Pra @omoit Pot @omo

Diagram tegangan se"elum an sesuah komposit


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- @ontrol teraa tegangan geer ( H )

tati momen teraa Paa lat beton

===

=

Paa ro9l baja =

===

=& ( & )

b "

=++85+.5'%0 ( '%%.+'%88 & '%.%+

1.5 2%000= 80.'1+8001% kg/#m >

- @ontrol teraa lentan ( Q )a. ,kibat beban mati (aa konii ra komoit an ot komoit)

@onii Pra @omoit

@onii Pot @omoit

P1 = P & P= 1021%.1+1 & ++5.85 = 1+'%.

P2 = P & P= '18.%'1%81 & 85.85 = 058

67 = 67 & 67= ''.''5 & 1.%%% = 8'+.

6 = 215 kg/m

P1P1 P2

67

P1P1 P2

67

%%.8

5'+.1'

%02

1+0

250

7k = 210.1'

7 = 2'8.8+

x1

x2

*+,&

"

post

x1 x2

x

2

1+5.5%1%

8+1.'

'88.0'%1+5.5%1%

++%8.080

12.00

8%8.080++%8.080

P*, .MP.%" .MP.%"

P*, .MP.%" .MP.%"

P*, .MP.%" .MP.%"


60/76

6 =8'+.8 %. 215 5.0 =

'.+5.0

Q =5 6 L

P a

%L%8+ 7* 2+7*

=5 '.+01+'2 50

%8+ 2.1 10 2%000 2+

058.221 285 % 502+ 2.1 10 2%000

= 0.21+++0%51 & 0.11+818'01 & 0.10+= 0.++5525+ #m

a. ,kibat beban i,kibat beban terbagi merata (A6A)

61 = 20 kg/m 62 =

1/ /

2+

+

'

'2


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,kibat beban gari (APA)

P = 5'0+.+0 kg/m

R1 = 61 & P= 20.1+2851 & 5'0+.+0= 8511.5+ kg/m

R2 = 62= 1500 kg/m

R =( R1 %. ) & ( 2

5.0= ( 8511.5+ %. ) & ( 2

5.0= '051.%+52 kg/m

Q =5 R L

%8+ 7*

=5 '051.%+52 50%8+ 2.1 10 %'%%.5+1

= 0.'%5'08'' #m

LENDBTAN T=TAL & C )

Q = Q & Q

= 0.++5525+ & 0.'%5'08''= 1.1%285'%+% #m

=NTR=L LENDBTAN

Q > Q

1.1%285'%+% #m >L

=50.00

500 500

1.1%285'%+% #m > 1.1+ #m .......

(1

"0,

2"0,

+

+

'

.,

., 21

., "+"


62/76

= '00 kg/m= '00 kg/m

gelagar melintang


63/76

= +'.25 kg/m= 101.50 kg/m= 1+8 kg/m


64/76

) =67

'28

gelagar melintang

= +'.25 kg/m= 101.50 kg/m= 1+8 kg/m

) =67

'28


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gelagar melintang

= +'.25 kg/m= 101.50 kg/m= 1+8 kg/m


66/76

= %'00 kg= 85.85 kg= 85.85 kg= 1.%%% kg/m

= ++5.85 kg

)) & ( 67 L )

)) & ( 1.%%% '.00 )

8+

) - ( 67 1.85 0.25 )) - ( 1.%%% 1.85 0.25 )


67/76

%.m

= 2.01 t/m = 20.1+2851 kg/m

= 1500 kg/m

62 1 )

1500 1 )

) - ( 61 1.85 0.25 )) - ( 20 1.85 0.25 )


68/76

) - ( 61 %. 2.85 ) -

) - ( 20 %. 2.85 ) -

( )

0.25 )1.85 0.25 )


69/76

2.85 ) = 02.85 ) = 0

t & D, )

2 & M%582 & 55112.22525

2 & %+285 & 10%'8.1%18'8


70/76

= 1.+25 m

= 2.+ m

kran (mm)B t1 t2 r

%02 15 28 28

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i i$ : :$2.+ '.8' '00 85%

10

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72/76

>

'5%0' ) >0.+5 2+0

> 108 kg/#m ................. =

>

>0.+5 2+0

> 108 kg/#m ................. =

)>

5.82 5511222.525 12.2%'%+'+> 18' kg/#m

%'%%.5+1855'kg/#mkg/#m ................. =

>

5.82 5511222.525 58.5'%2'5%0'> 18' kg/#m

%'%%.5+1855'kg/#mkg/#m ................. Dimensi Blang Pro2l

#

2

#

2

%

2

2

2

%

2

2

2


73/76

88.15 kg/#m2

22.+0 kg/#m 28+8.+0 kg/#m 2

#m2

it


74/76

gari netral komoit

b" t ek1+2.5 200 222.%

'%%+'.%88 mm

'%%.+'%88 #m

, e2%.' 2%1.'%'%%+.'%88 mm'%.%+'%88 #m

>

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1082.8' kg/#m ................. =

001%+ kg

.221 kg

8 kg/m

%

%

prol

%

%

2

P1P1 P2

67


75/76

01+'2 kg/m

+aP L

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% 50 + 1002.1 10 2%000

+ 285 058.221 50%8+ 2.1 10 2%000

11+0' & 0.00'8%++'%

1500 kg/m

%

/

'2

2

2

2'

%


76/76

R2 1 )

1500 1 )

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Baja II Nurkholis

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