Baja II Nurkholis
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Transcript of 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
- @ontrol teraa tegangan lentr $ang terjai ( F )
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) $ang bekerja aa titik tmP1 = 61 L
= 11+1.%5 '.00= '8+8.1 kg
# !e"an P(
Beban Mati aa konii Pre @omoit
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Berat lat lantai kenaraan = 0.20 0.25 2+00Berat air jan = 0.05 0.25 1000Berat ek baja = 11.%5 0.25
62
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Beban Traeim iba menjai beban eki3alen 4
500.+ (%L2 - +a2) =
67 L2
2+ 8
500.+ ( % '2 - + 0.00
2+
20.8'5 10+.55 67
%'.008
67 = +8+.880 kg/m
Beban mati terebt merakan ga$a terat (P2) $ang bekerja aa titik tmP2 = 67 L
= +8+.880 '.00= 20.281 kg
# !e"an P,Berat gelagar memanjang *:; :; +50 200 1+ - 5.' =
P% = 5.' '.00 = +55.' kg
# !e"an P-
Berat lat lantai kenaraan = 0.20 0.25 2+00Berat air jan = 0.05 0.25 1000Berat ek baja = 11.%5 0.25
P+
Beban Traeim iba menjai beban eki3alen 4
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500.+85 (%L2 - +a2) =
67 L2
2+ 8
500.+85 ( % '2 - + 0.00
2+
20.8'+5%125 10+.55 67
%'.008
67 = +8+.88011+8+ kg/m
Beban mati terebt merakan ga$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 '-
Berat lat lantai kenaraan = 0.20 0.25 2+00Berat air jan = 0.05 0.25 1000Berat ek baja = 11.%5 0.25
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
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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+ ................. =
- @ontrol teraa tegangan lentr $ang terjai ( F )
terjadi =Mtot
>Wx
=+21502.8%+
> 18' kg/#m2'00
= '2.108%05 kg/#m2 > 18' kg/#m2
- @ontrol teraa tegangan geer $ang terjai ( H )
= ( %0.2 2.8 %+ ) & ( 1.5
= %5%2.+5 #m%
terjadi =ra
> Hb *
=2212'.+25' %5%2.+5
> 0.581.5 2%000
= 21.811'2 kg/ #m2 > 108
- @ontrol teraa tegangan iiil itenga bentang ( i )
P = P+ & ( 67 %. ) & (
= '18.%'1%81 & ( ''.''5 %.= 8+.221881 kg
Mra = +2150.28%+ kgm = +21502.8%+ kg#m
terjadi =P b *
=8+.221881 %5%2.+5
1.5 2%000= 8.%2282100 kg/#m2
terjadi =M
Wx
=
+21502.8%+
2%000= 1.8+%'012 kg/#m2
( ijin)
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i =
= 1.8+%'012 & ( % 8.%22= 11.22'2'+% kg/#m2
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= '00 kg/m= +80 kg/m= 50 kg/m= 11.%5 kg/m= 11+1.%5 kg/m
gelagar melintang
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= +++ kg/m= +'.25 kg/m= 10.+85 kg/m= 500.+85 kg/m
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) =67
'28
gelagar melintang
5.' kg/m
= +++ kg/m= +'.25 kg/m= 10.+85 kg/m= 500.+85 kg/m
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) =67
'28
gelagar melintangmemanjang 5 )' 5 )
= +++ kg/m= +'.25 kg/m= 10.+85 kg/m
= 500.+85 kg/m
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= '8+8.1 kg= 20.280'81 kg= +55.' kg= '18.%'1%81 kg
&P% = 1021%.1+0'8 kg= ''.''5 kg/m
& P2 & P% )) & ( 67 L ))
2& 20 & +55.' )) & ( ''.' '.00 ))2
.
) 1.85 ) - ( 67 1.85 0.25 )
) 1.85 ) - ( ''.' 1.85 0.25 )
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kran (mm)B t1 t2 r
%02 15 28 28
Jari - jari Momen*neria LaIan
i i$ : :$2.+ '.8' '00 85%
%. )
a l2 ))
00 ) - ( + 1 10000 ))
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2%000
215 kg/m
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................. =
2'. 1'.% )
18'
.8' kg/ #m2 ................. =
6 5. )) & ( 215 5. )
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>
2100 ) > 18' kg/#m2
> 18' kg/#m2 ................. =
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!. GELAGAR MEL>NTANGa). onisi Post omposit
1. Perhitungan Momen Lentur Paa Gelagar Melintanga. !e"an Mati
# !e"an P1
Berat trotoar = 0.25 1.00 2+0061
Beban mati terebt merakan ga$a terat (P1) $ang bekerja aa titik tmP1 = 61 L
= '00 '.00= %'00 kg
# !e"an P(
Beban Mati aa konii Pot @omoit
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Berat air jan = 0.05 0.25 1000Berat Lai Perkeraan = 0.05 0.25 2200
62
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Beban Traeim iba menjai beban eki3alen 4
1+8.000 (%L2 - +a2) =
67 L2
2+ 8
1+8.000 ( % '2 - + 0.00
2+
'.1' 10+.55 67
%'.008
67 = 1+%.%10 kg/m
Beban mati terebt merakan ga$a terat (P2) $ang bekerja aa titik tmP2 = 67 L
= 1+%.%10 '.00= 85.85 kg
# !e"an P,
Berat air jan = 0.05 0.25 1000Berat Lai Perkeraan = 0.05 0.25 2200
6%
Beban Traeim iba menjai beban eki3alen 4
1+8.000
(%L2 - +a2) =
67
L22+ 81+8.000
( % '2 - + 0.002+
q3
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'.1' 10+.55 67
%'.008
67 = 1+%.%10 kg/m
Beban mati terebt merakan ga$a terat (P%) $ang bekerja aa titik tmP% = 67 L
= 1+%.%10 '.00
= 85.85 kg
# !e"an '-
Berat air jan = 0.05 0.25 1000Berat Lai Perkeraan = 0.05 0.25 2200
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
$%
&
x
kx
2
2
2
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- Tegangan ea komoit (Pot @omoit)Paa bagian ata lat beton = 10%.%528%+2' kg/#mPaa bagian baIa lat beton = %.2%1'85+1 kg/#mPaa a$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.%"
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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
., "+"
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= '00 kg/m= '00 kg/m
gelagar melintang
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= +'.25 kg/m= 101.50 kg/m= 1+8 kg/m
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) =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
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= %'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 )
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%.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 )
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) - ( 61 %. 2.85 ) -
) - ( 20 %. 2.85 ) -
( )
0.25 )1.85 0.25 )
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2.85 ) = 02.85 ) = 0
t & D, )
2 & M%582 & 55112.22525
2 & %+285 & 10%'8.1%18'8
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= 1.+25 m
= 2.+ m
kran (mm)B t1 t2 r
%02 15 28 28
Jari - jari Momen*neria LaIan
i i$ : :$2.+ '.8' '00 85%
10
#m
, ro9l2%.'
t
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2
&202
t t
$2
201+2.5
20 0.820
58.5'%%10 2
2
2
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>
'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
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88.15 kg/#m2
22.+0 kg/#m 28+8.+0 kg/#m 2
#m2
it
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gari netral komoit
b" t ek1+2.5 200 222.%
'%%+'.%88 mm
'%%.+'%88 #m
, e2%.' 2%1.'%'%%+.'%88 mm'%.%+'%88 #m
>
%88 )> 0.58
1082.8' kg/#m ................. =
001%+ kg
.221 kg
8 kg/m
%
%
prol
%
%
2
P1P1 P2
67
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01+'2 kg/m
+aP L
+87*1+'%.0001%+ 100
% 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'
%
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R2 1 )
1500 1 )
(