Download - PBI71 Hitung Beton 4
-
7/25/2019 PBI71 Hitung Beton 4
1/43
PERHITUNGAN KONSTRUKSI BETON
DATA :
- Mutu Beton K - 225
225 kg/cm2 6.5 kg/cm2 beban tetap, tanpa tulangan geser
75 kg/cm2 ! kg/cm2 beban sementara, tanpa tulangan geser
n 2 6 kg/cm2 beban tetap, "engan tulangan geser
2! kg/cm2 beban tetap, "engan tulangan geser # punt$r
- Mutu Ba%a &2'
2!(! kg/cm2
'!! kg/cm2
'!! ) !.((*
2 75
- B+ Beton Bertulang ) 2'!! kg/m
- Berat D$n"$ng ) 25! kg/m2
- Berat pes$ ) 2 kg/m2 tebal cm- Berat anta$ ) 2' kg/m2 tebal 2 cm
- Berat una ) 25! kg/m2
- Berat Tana0 ) 2!!! kg/m2
- Berat M1 ) kg/m2
13411AA3 :
&kuran lat anta$ : 2.5 5 m
Tebal lat anta$ 0t : 2 cm !.2 cm
0 : 2 - 2 ) ! cm
Beban ang ter%a"$ :
- B. lat ) !.2 2'!! ) 2(( kg/m
- B. pes$ ) 2 ) 6 kg/m
- B. anta$ ) 2 2' ) '( kg/m
- B. una ) 25! ) 25! kg/m
- B. Tana0 ) 2!!! !.6 ) 2!! kg/m
- B. M1 ) ! ) ! kg/m
8 ) ('* kg/m
8/m9 ) ('* kg/m
"$amb$l 8 ) 2!!! kg/m
er0$tungan enulangan :
) 5.5 ) .!! Tabel M ) 2 -Mt ) 52
5.5 M ) 2 -Mt ) 52
M ) !.!! 2!!! !.25 2.!! ) 27!.5! kgm
-Mt ) !.!! 2!!! !.25 52.!! ) '6.!! kgm
M ) !.!! 2!!! !.25 2.!! ) 27!.5! kgm
-Mt ) !.!! 2!!! !.25 52.!! ) '6.!! kgm
Arah X - X
a ) ! ) .'56 ) !.2Tabel ) !.67!
bk bt
b9 bs
bm,t
bm,t
;au
a9
- o
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2 '6.! !!n< ) '*.'
'!! n< ) !.'*'5
A ) !.'*'5 !! ! ) 2.5' cm2
2
Am$n ) !.25 !! 2 ) .!! cm2
!!
A9 ) !.2 2.5'! ) '.7 cm2
D$paka$ bes$ 2 - ! ) . cm2 = 2.5'! cm2 no ok>
2
Arah Y - Y
a ) ! ) 2.2*
) !Tabel ) .(2
2 27!.5! !!n< ) (.'5*
'!! n< ) !.('6
A ) !.('5* !! ! ) (.7* cm2
2
Am$n ) !.25 !! 2 ) .!! cm2
!!
A9 ) ! (.7*!2 ) !.!! cm2
D$paka$ bes$ 2 - ! ) . cm2 = (.7*!2 cm2 ok>
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PERHITUNGAN KONSTRUKSI BETON
DATA :
- Mutu Beton K - 225
225 kg/cm2 6.5 kg/cm2 beban tetap, tanpa tulangan geser
75 kg/cm2 ! kg/cm2 beban sementara, tanpa tulangann 2 6 kg/cm2 beban tetap, "engan tulangan ges
2! kg/cm2 beban tetap, "engan tulangan ges
- Mutu Ba%a &2
27(! kg/cm2
(5! kg/cm2
(5! ) .75
2 75
- B+ Beton Bertulang ) 2'!! kg/m
- Berat D$n"$ng ) 25! kg/m2
13411AA3 :b 0t
&kuran Balok : ! '! cm
!. !.' m
Bentang Balok : 5 m
0 : '! - 5 ) 5 cm
Beban ang ter%a"$ :
- B. Balok ) !. !.2( 2'!! ) 2!.6 kg/m
- B. D$n"$ng ) ! 25! ) !.! kg/m
- B. lat ) 2!!! ! ) !.! kg/m
MB ) !
?A ) 622!
MA ) !
?B @ 2 ) 622!
Mma tump ) 565!.!!!
Mma lap ) 2*6!.!!!
Mma tump2 ) !.!!!
M Tumpuan 1
a ) 5 ) 2.*' ) !.2
Tabel ) .2'( =
2 565!.!! !!n< ) 2!.'
!. (5! n< ) !*6
A ) !.2!*6 ! 5 ) !.7 cm2
2 5.!6
Am$n ) 2 ! 5 ) '.5 cm227(! 2.25
bk bt
b9 bsbm,t
bm,t
;au
b9
- o
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A9 ) !.2 !.7 ) 2.! cm2
.!
D$paka$ bes$ 6 6 ) 2.!7 cm2 = !.7 cm2 ATA
D$paka$ bes$ 2 6 ) '.!2 cm2 = 2.! cm2 BACA
6 ) 2.!'2(6 cm2
M Lapangan
a ) 5 ) .!7 ) !.2
Tabel ) .(' =
2 2*6!.!! !!n< ) !.5
!. (5! n< ) !'6'6
A ) !.!'6'6 ! 5 ) 5.7 cm2
2 2.57
Am$n ) 2 ! 5 ) '.5 cm2
27(! 2.25
A9 ) !.2 5.7 ) .! cm2
!.5
D$paka$ bes$ 6 ) 6.! cm2 = 5.7 cm2 BACA
D$paka$ bes$ 2 6 ) '.!2 cm2 = .! cm2 ATA
6 ) 2.!'2(6 cm2
M Tumpuan 2
a ) 5 ) EDF/!> ) !Tabel ) EDF/!> =
2 !.!! !!n< ) EDF/!>
!. (5! n< ) EDF/!>
A ) EDF/!> ! 5 ) EDF/!> cm2
2 EDF/!>
Am$n ) 2 ! 5 ) '.5 cm2
27(! '.!
A9 ) ! EDF/!> ) EDF/!> cm2
EDF/!>
D$paka$ bes$ 2 2 ) 62(57 cm2 = EDF/!> cm2 ATA
D$paka$ bes$ 2 2 ) 62(57 cm2 = EDF/!> cm2 BACA
2 ) '2(6 cm2
Konro! T"gangan G"#"r $
G Tumpuan ) 622! ) 622!.!!! kg
) ( 622! ) 6.77!!6( H 6.5
7 ! 5 H !
H 6
H 2!
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D$amb$l 0arga tegangan Tumpuan : !.27!!6(
eluru0 tegangan geser "$p$kul ole0 tulangan geser berupa sengkang atau "an tulangan m$r$ng
D$paka$ :
( ) !.5 cm2
( ) ! cm2
- M$salkan Tulangan engkang mena0an 5!I
!.27! ) 27(!
! 5
as ) !.!! "$amb$l 2! cm
( - 2!! mm
) 27(! ) 7'2(6
2! 5
- M$salkan Tulangan M$r$ng mena0an 5!I
!.27! ) ! 27(! s$n '5 @ cos '5
am 5
!.27! ) ! !.(5!*!5 @ !.52522
am 5
am ) EDF/!> "$amb$l 5 cm
( - 5! mm
) ! 27(! 762255 ) !.!!! cm
5 5
) 7'2(6 @ !.!!! ) 7'2(6 kg/cm2 = !.27!!6( kg/cm2
- Tul. engkang As
- Tul. M$r$ng Am
m
D$paka$ sengkang
m
D$ber$ tul. m$r$ng
m
Total
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eserr
r # punt$r
.75
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.75
.75
kg/cm2
kg/cm2
kg/cm2
kg/cm2
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ok>
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9/43
PERHITUNGAN KONSTRUKSI BETON
DATA :
- Mutu Beton K - 225
225 kg/cm2 6.5 kg/cm2 beban tetap, tanpa tulangan geser
75 kg/cm2 ! kg/cm2 beban sementara, tanpa tulangann 2 6 kg/cm2 beban tetap, "engan tulangan ges
2! kg/cm2 beban tetap, "engan tulangan ges
- Mutu Ba%a &2
27(! kg/cm2
(5! kg/cm2
(5! ) .75
2 75
- B+ Beton Bertulang ) 2'!! kg/m
- Berat D$n"$ng ) 25! kg/m2
13411AA3 :b 0t
&kuran Balok : ! '! cm
!. !.' m
Bentang Balok : 5 m
0 : '! - 5 ) 5 cm
Beban ang ter%a"$ :
- B. Balok ) !. !.2( 2'!! ) 2!.6 kg/m
- B. D$n"$ng ) ! 25! ) !.! kg/m
- B. lat ) 2!!! ! ) !.! kg/m
MB ) !
?A ) ''!
MA ) !
?B @ 2 ) ''!
Mma tump ) 22!.!!
Mma lap ) *(5!.!!!
Mma tump2 )
M Tumpuan 1
a ) 5 ) .627 )
Tabel ) .2( =
2 22!.!! !!n< ) '2.(*
!. (5! n< ) 2((6*6
A ) !.'2((6*6 ! 5 ) 2.'' cm2
2 !.66
Am$n ) 2 ! 5 ) '.5 cm2
27(! 2.25
bk bt
b9 bsbm,t
bm,t
;au
b9
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A9 ) 2.'' ) 2.'' cm2
!.66
D$paka$ bes$ 6 ) 22. cm2 = 2.'' cm2 ATA
D$paka$ bes$ 6 ) 22. cm2 = 2.'' cm2 BACA
6 ) 2.!'2(6 cm2
M Lapangan
a ) 5 ) .( ) !.(
Tabel ) .257 =
2 *(5!.!! !!n< ) '.76
!. (5! n< ) '7627*
A ) !.'7627* ! 5 ) 7.( cm2
2 (.6'
Am$n ) 2 ! 5 ) '.5 cm2
27(! 2.25
A9 ) !.( 7.( ) .* cm2
6.*
D$paka$ bes$ * 6 ) (.! cm2 = 7.( cm2 BACA
D$paka$ bes$ 7 6 ) '.!( cm2 = .* cm2 ATA
6 ) 2.!'2(6 cm2
M Tumpuan 2
a ) 5 ) EDF/!> ) !.(
Tabel ) EDF/!> =
2 !.!! !!n< ) EDF/!>
!. (5! n< ) EDF/!>
A ) EDF/!> ! 5 ) EDF/!> cm2
2 EDF/!>
Am$n ) 2 ! 5 ) '.5 cm2
27(! 2.25
A9 ) !.( EDF/!> ) EDF/!> cm2EDF/!>
D$paka$ bes$ 7 6 ) '.!( cm2 = EDF/!> cm2 ATA
D$paka$ bes$ ' 6 ) '57' cm2 = EDF/!> cm2 BACA
6 ) 2.!'2(6 cm2
Konro! T"gangan G"#"r $
G Tumpuan ) ''! ) ''!.!! kg
) ( ''! ) 57! H 6.5
7 ! 5 H !
H 6
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H 2!
D$amb$l 0arga tegangan Tumpuan : -5.*57!
eluru0 tegangan geser "$p$kul ole0 tulangan geser berupa sengkang atau "an tulangan m$r$ng
D$paka$ :
( ) !.5 cm2
( ) ! cm2
- M$salkan Tulangan engkang mena0an 5!I
5.*57 ) 27(!
! 5
as ) !.!75 "$amb$l 2.5 cm
( - 25 mm
) 27(! ) 5'2(57
2.5 5
- M$salkan Tulangan M$r$ng mena0an 5!I
5.*57 ) ! 27(! s$n '5 @ cos '5
am 5
5.*57 ) ! !.(5!*!5 @ !.52522
am 5
am ) EDF/!> "$amb$l 5 cm
( - 5! mm
) ! 27(! 762255 ) !.!!! cm
5 5
) 5'2(57 @ !.!!! ) 5'2(57 kg/cm2 = 57!!7 kg/cm2
- Tul. engkang As
- Tul. M$r$ng Am
m
D$paka$ sengkang
m
D$ber$ tul. m$r$ng
m
Total
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eserr
r # punt$r
.75
-
7/25/2019 PBI71 Hitung Beton 4
13/43
.75
.75
kg/cm2
kg/cm2
kg/cm2
-
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14/43
kg/cm2
ok>
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15/43
PERHITUNGAN KONSTRUKSI BETON
DATA :
- Mutu Beton K - 225
225 kg/cm2 6.5 kg/cm2 beban tetap, tanpa tulangan geser
75 kg/cm2 ! kg/cm2 beban sementara, tanpa tulangann 2 6 kg/cm2 beban tetap, "engan tulangan ges
2! kg/cm2 beban tetap, "engan tulangan ges
- Mutu Ba%a &2
27(! kg/cm2
(5! kg/cm2
(5! ) .75
2 75
- B+ Beton Bertulang ) 2'!! kg/m
- Berat D$n"$ng ) 25! kg/m2
13411AA3 :b 0t
&kuran Balok : ! '! cm
!. !.' m
Bentang Balok : 5 m
0 : '! - 5 ) 5 cm
Beban ang ter%a"$ :
- B. Balok ) !. !.2( 2'!! ) 2!.6 kg/m
- B. D$n"$ng ) ! 25! ) !.! kg/m
- B. lat ) 2!!! ! ) !.! kg/m
MB ) !
?A ) 2('!
MA ) !
?B @ 2 ) 2('!
Mma tump ) 5*7!.!!
Mma lap ) *!.!!
Mma tump2 )
M Tumpuan 1
a ) 5 ) .'2' )
Tabel ) .(5 =
2 5*7!.!! !!n< ) 5.65
!. (5! n< ) 6'*25
A ) !.56'*25 ! 5 ) 26.(2 cm2
2 .'
Am$n ) 2 ! 5 ) '.5 cm2
27(! 2.25
bk bt
b9 bsbm,t
bm,t
;au
b9
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A9 ) 26.(2 ) 26.(2 cm2
.'
D$paka$ bes$ 6 ) 22. cm2 = 26.(2 cm2 ATA
D$paka$ bes$ 6 ) 22. cm2 = 26.(2 cm2 BACA
6 ) 2.!'2(6 cm2
M Lapangan
a ) 5 ) .6'7 )
Tabel ) .2* =
2 *!.!! !!n< ) '.(
!. (5! n< ) (!2
A ) !.'(!2 ! 5 ) 2!.* cm2
2 !.*
Am$n ) 2 ! 5 ) '.5 cm2
27(! 2.25
A9 ) 2!.* ) 2!.* cm2
!.*
D$paka$ bes$ 6 ) 22. cm2 = 2!.* cm2 BACA
D$paka$ bes$ 6 ) 22. cm2 = 2!.* cm2 ATA
6 ) 2.!'2(6 cm2
M Tumpuan 2
a ) 5 ) EDF/!> )
Tabel ) EDF/!> =
2 !.!! !!n< ) EDF/!>
!. (5! n< ) EDF/!>
A ) EDF/!> ! 5 ) EDF/!> cm2
2 EDF/!>
Am$n ) 2 ! 5 ) '.5 cm2
27(! 2.25
A9 ) EDF/!> ) EDF/!> cm2EDF/!>
D$paka$ bes$ 7 6 ) '.!( cm2 = EDF/!> cm2 ATA
D$paka$ bes$ ' 6 ) '57' cm2 = EDF/!> cm2 BACA
6 ) 2.!'2(6 cm2
Konro! T"gangan G"#"r $
G Tumpuan ) 2('! ) 2('!.!! kg
) ( 2('! ) 22''* H 6.5
7 ! 5 H !
H 6
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H 2!
D$amb$l 0arga tegangan Tumpuan : -2'.'22'5
eluru0 tegangan geser "$p$kul ole0 tulangan geser berupa sengkang atau "an tulangan m$r$ng
D$paka$ :
( ) !.5 cm2
( ) ! cm2
- M$salkan Tulangan engkang mena0an 5!I
2'.'22' ) 27(!
! 5
as ) !.!7 "$amb$l 2.5 cm
( - 25 mm
) 27(! ) 5'2(57
2.5 5
- M$salkan Tulangan M$r$ng mena0an 5!I
2'.'22' ) ! 27(! s$n '5 @ cos '5
am 5
2'.'22' ) ! !.(5!*!5 @ !.52522
am 5
am ) EDF/!> "$amb$l 5 cm
( - 5! mm
) ! 27(! 762255 ) !.!!! cm
5 5
) 5'2(57 @ !.!!! ) 5'2(57 kg/cm2 = 22''* kg/cm2
- Tul. engkang As
- Tul. M$r$ng Am
m
D$paka$ sengkang
m
D$ber$ tul. m$r$ng
m
Total
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eserr
r # punt$r
.75
-
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19/43
.75
.75
kg/cm2
kg/cm2
kg/cm2
-
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20/43
kg/cm2
no ok>
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PERHITUNGAN KONSTRUKSI BETON
DATA :
- Mutu Beton K - 225
225 kg/cm2 6.5 kg/cm2 beban tetap, tanpa tulangan geser
75 kg/cm2 ! kg/cm2 beban sementara, tanpa tulangann 2 6 kg/cm2 beban tetap, "engan tulangan ges
2! kg/cm2 beban tetap, "engan tulangan ges
- Mutu Ba%a &2
27(! kg/cm2
(5! kg/cm2
(5! ) .75
2 75
- B+ Beton Bertulang ) 2'!! kg/m
13411AA3 : b 0t
&kuran Kolom : ! ! cm
!. !. m
T$ngg$ Kolom m
0 : ! - 5 ) 25 cm !.25 m
Beban ang ter%a"$ :
- B. Kolom ) !. !. 2'!! ) 6'(.!!
- ?. Kolom atas ) !.!! ) !.!!
- ?. Balok ) *26.!! ) *26.!!
) *(6'.!!
eo ) '56.!! ) !.5!6'*
*(6'
eo2 ) !. ) !.! m m$n$mum !.!2 m
!
eo ) !.5!6'* @ !.!2 ) !.7 m
eo ) !.7 ) '5'*5 Tabel 2 ) 7 )
0t !.
e ) 7 J2 !. ) !.!2!
!! !.
e2 ) !.5 !. ) !.!'5
e ) !.7 @ !.!2! @ !.!'5! ) !.'6ea ) !.'6 @ !.5 !. - !.!5 ) !.56'
3ea ) *(6'.!! !.56' ) !2* kgm
3ea ) kgm
a ) 25 ) .767 ) !.2
Tabel ) !.(6 =
2 52*!.7! !!n< ) !.'5
!. (5! n< ) !.!'5
) - 7 !.25 ) !.5*2 3 beker%a
bk bt
b9 bsbm,t
bm,t
;au
b9
- o
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( !.56' "$"alam kern
A ) !.!'5 ! 25 ) !.(7 cm2
2 5.'
Am$n ) ! ! ) *.!! cm2!! '.'7
/2Am$n ) !.5 7'*5 ) 7!*75
2.7!
A9 ) !.2 7'*5 ) 2.7 cm2
.!(
D$paka$ bes$ 5 6 ) 57' cm2 = !.(7 cm2
D$paka$ bes$ 6 ) '2(57 cm2 = !.(7 cm2
6 ) 2.!'2(6 cm2
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eserr
r # punt$r
kg
kg
kg
kg
.75
-
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25/43
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PERHITUNGAN ATAP
Bentang ) ! m
+arak ku"a2 ) m
enteng ) '! kg/m2
Ang$n ) 5 kg/m2
B. una ) !! kg
Mutu Ba%a ) b% 7 t ) 6!! kg/cm2
u"ut a ) ! cos a ) !.(66! s$n a ) !.5!!!
Bentang m$r$ng ) 5.77 m Tan a ) !.577'
+umla0 or"$ng ) ' Fert$kal ) 2.((7
enelesa$an :
. Berat or"$ng
- +arak or"$ng .'' m 0or$sontal .25
- D$paka$ or"$ng 5! 65 2!
- Beban or"$ng 7.5 kg/m ) (.26 kg/m
- cos a ) (.26 !.(66! ) 7.5' kg/m
) !.!72 kg/cm
- s$n a ) (.26 !.5!!! ) '. kg/m
) !.!' kg/cm
2. Beban enutup Atap- Beban t0" gor"$ng ) '! .'' ) 57.75 kg/m
- cos a ) 57.75 !.(66! ) 5!.!!! kg/m
!.5!! kg/cm
- s$n a ) 57.75 !.5!!! ) 2(.(6( kg/m
!.2(* kg/cm
. Beban Ang$n
- Ang$n tekan C ) !.!2 ! - !.' 5
) 7 kg/m2
- Beban t0" gor"$ng ) 7 .'' ) !.!' kg/m
o
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- Ang$n $sap C ) - !.' 5
) -' kg/m2
- Beban t0" gor"$ng ) -' .'' ) -2!.2!7 kg/m
'. Beban guna
- cos a ) !! !.(66! ) (6.6!25'!' kg
- s$n a ) !! !.5!!! ) 5! kg
5. Momen ang ter%a"$
M ) !.25 7.5' 2 ) !(.2!7(7 kgm
M2 ) !.25 5!.!!! 2 ) 756.25 kgm
M ) !.25 !.!' 2 ) 52.(7** kgm
M' ) !.25 (6.6! ) 2(.56*(6 kgm
M ) !.25 '. 2 ) 62.'7(25 kgm
M2 ) !.25 2(.(6( 2 ) '6.62' kgm
M ) ! kgm
M' ) !.25 5! ) 7.5 kgm
6. Komb$nas$ embebanan
M ) !(.2!7(7 756.25 52.(7** ) !7.27522 kgm
M9 ) !(.2!7(7 756.25 2(.56*(6 ) !2.6'( kgm
M ) 62.'7(25 '6.62 ! ) '**.!*'*5' kgmM9 ) 62.'7(25 '6.62 7.5 ) 66.5*'*5' kgm
7. Kontrol Tegangan
D$paka$ ro$l 5! 65 2!
- Data pro$l :
a ) 5! mm $ ) 5.(* cm
b ) 65 mm $ ) 2.7 cm
c ) 2! mm C ) ''. cm
t ) .2 mm C ) 2.2 cm
) 2 cm'
) 5.( cm'
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t ) !2.6'( @ 66.5*'*5' '
''.
t ) 6!.!*56 H 6!! kg/cm2 ok>
(. Kontrol en"utan
L ) 5 !.!72 '6' @ (6.6!25'!'
(' 2.!1@!6 2 '( 2.!1@!6 2
) .*61-!( @ .''1-!6
) .'61-!6
L ) 5 !.!' '6' @ 5!
(' 2.!1@!6 5.( '( 2.!1@!6 5.(
) 6.*71-!( @ .21-!5
) .21-!5
) !! ) 5.5 cm
2!!
L$%$n ) .2!1- @ .521-!
L$%$n ) .2(1-!5 H 5.5 cm ok>
*. embebanana.Beban atap "an gor"$ng
- B. Atap ) '! .'' ) 65.!(5 kg
- B. or"$ng ) 7.5 ) (2.6! kg
2 ) 77.6*5 kg
b.Beban ang$t-lang$t @ penggantung
- Berat gpsum ) kg/m2
- B. penggantung ) 7 kg/m2
2 ) ( .25! ) 2'7.5!! kg
Total B. mat$ ) 77.6*5 2'7.5!! !! ) !65.*5 kg
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LEN%UTAN BALOK BETON
A& Ba!o' Lana(
b 0t
Balok 5 25
el$mut cm
Bentang 6.
en"utan $%$n H lo
25!
H !.!!' 6!
H 2.52 cm
lo ) 6. m
6! cm
en"utan ang ter%a"$ ) e g9 k
g
) 2.((((!5 25 2
5
) 2.((((!5 '255
) 2.((((!5 .'*2!6'*2
) .22!*2( cm H
g ) beban mat$ terbag$ rata per m2 pa"a pelat "an per m pa"a balok
p ) beban 0$"up terbag$ rata per m2 pa"a pelat "an per m pa"a balok
g9 ) beban %angka pan%ang terbag$ rata per m2 pa"a pelat "an per m p
a$tu beban mat$ @ bag$an "ar$ beban 0$"up ang bers$at tetap
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p9 ) beban %angka pen"ek terbag$ rata per m2 pa"a pelat "an per m pa
a$tu bag$an "ar$ beban 0$"up ang bers$at sementara, a$tu beker%
selama kurang "ar$ 2' %am "an "$tentukan leb$0 lan%ut sbb:
k ) koe$s$en ang bergantung pa"a bentuk penampang "an 0arus "$a
- balok perseg$, balok "an balok kotak
k2 ) )
@ A9/A
) !.5
A9 ) '.!2
A ) '.!2
e ) Ta lo J2 ! J-6 cm
a - 0
) (5! *6*!! ! J-6
22.' !.62772 22
) 7'265!!! ! J-6 ) 2((((!.5!7.67(222222
) 2.((((!5
Ta ) (5! kg/cm2 u2
lo ) 6! cm
0 ) 22 cm
a ) 22.' pro$l 22.'
polos 2!.(
) 2.5 A . T;au ) 2.5
b . 0 . T9bk
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) 2.5 75.6 ) !.762(2(
7'25!
A ) '.!2
T;au ) 27(! u2
T9bk ) 225
A& Ba!o' )"p( - )"p(
%('"ahu(
Balok !. !.2 M
! 2! m
B+ beton 2'!! Kg/m
!.!!2'! Kg/cm
8 !!!.!! Kg/m
!.!! Kg/cm
2!!!.!! kg
Beban
B. Balok ) ! 2!
8 )
G ) .'' kg/cm
) 2!!!.!!
l ) !! cm
1 ) *6!!! kg/cm2 tergantung pa"a mo"ulus seka
) '5!!! kg/cm' tergantung pa"a :
) 8 lJ' @ lJ
('1 *2 1
) .'' (.!1@!!* @
(' *6!!! '5!!!
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) *.271@! @ 5.'!1@! )
65(((!!!!!!! (2*''!!!!!!!
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k2 @ p9
@ p
!.5 @ !!
@ !
2.52 3N NK>
) 5
) !
"a balok ) 25
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a balok ) !!
kont$nu
b$l sbb :
) 2
@
cm
! J-6 cm
cm
'.!2 27(!
5 22 225
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!.!!2'! ) .''! kg/cm
) !.!!! kg/cm
G ) .''! kg/cm
n beton : Mutu beton ) 225
beban tetap ) *6!!! kg/cm2
beban sementara ) ''!!! kg/cm2
b ) 2!
0 ) !
2!!!.!! 2.7!1@!7
*2 *6!!! '5!!!
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!.2! cm
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LEN%UTAN BALOK BA)A
L ) 5 8 J' @
(' 1 '(
!!
) 5 .6*5 255!((!!!! @ 625
(' 2!!!!! '!5! '(
) !.!!2!( EEE @ .7(1@!2
(5!5!!!!!! '.!(1@!
) !.!!2!( '*.'56'6'7( @ '.'*6!6
) 5.'6'!6'6( @ '.'*6!6'6
) *.(!!2*!5 cm
L ) 5 8 !,5 J' @
(' 1 '(
) 5 ! 5627.5''!5 @ !
(' 2!!!!! 7 '(
) !.!!2!( ! @ !
) ! @ !
) !
L @ L ) *.(!!2*!5 @ !
) *.(!!2*!5
) .22526 cm =
L $%$n ) !.!! !.
) !.!' ) .' cm
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J
1
!*2727!!! beton 26 .26
2!!!!! '!5!
ba%a 2*.6 !.2*6
.6*5
(.5 !.(5
22(.5 .22(5
!,5 J
1 l
5'6.65
2!!!!! 7
.' ok>
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PORTAL
Dimensi b h Bentang / Tinggi
Balok 20 30 cm 3 m
Kolom 30 30 cm 3 m
I balok = 1 x 20 x 30 ^3 = 45000 cm3
12
I kolom = 1 x 30 x 30 ^3 = 6500 cm3
12
Beban
! = 6000 kg/m
B"# Balok = 0#20 x 0#30 x 2400 = 144 kg/m
Koe$# Dist#
Titik 2 = K 21 % K 23 = 4 6500 % 4 45000
3 3
= &0000 % 60000
K 21 = &0000 = 0#60
150000
K 23 = 60000 = 0#40
150000
Titik 3
K 32 = 0#40
K 34 = 0#60
'omen ()ime)
' 23 = 1 x 6144 x & = 460* kgm
12
' 32 = +1 x 6144 x & = +460* kgm
12
(e)ataan 'omen
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Titik 2 3
Batang 12 21 23 32 34 43
Koe$# Dist# 0#6 0#4 0#4 0#6
'#(# 460* +460*
+13*2#400 +264#*00 +1*43#200 +&21#600
1105#&20 2211#*40 331#6 165*#**0+331#6 +663#552 +442#36* +221#1*4
44#23 **#44 132#10 66#355
+13#21 +26#542 +1#6&5 +*#*4
1#6& 3#53& 5#30* 2#654
0#212 0#425 +0#0* +0#354
0#01 0#142 +0#0*5 +0#042
+0#021 +0#042 +0#02* +0#014
0#003 0#006 0#00* 0#004
'omen +12#256 +3454#5 3456#00 +3456#000 3455#0 12#*51
,eaksi
' 3 = 0
, 23 x 3 + 6144 x 3#000 x 1#50 + 3456#00 -
, 23 x 3 + 264* + 3456#001 - 3456#0
, 23 = 264* = &216#00 kg
3
, 32 = &216#00 kg
'omen
'x = &216 x . + 0#5 x 6144 x .^2 +
'x = 0
x
'x = &216 + 6144 . = 0
x
. = &216 = 1#50 m
6144
'max = &216 x 1#50 + 0#5 x 6144 x 2#25 +
= 13*24#00 + 6&12#00 + 3456#00
'max = 3456#00 kgm = 3#45600 tm
DT
$ maks = ! x ^4
3*4 x I
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3456#00
' 23
3456#00