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


2/43

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>


3/43


DATA :



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



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


4/43

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!


5/43

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


6/43

eserr

r # punt$r

.75


7/43

.75

.75

kg/cm2

kg/cm2

kg/cm2

kg/cm2


8/43

ok>


9/43


DATA :





- Mutu Ba%a &2

27(! kg/cm2

(5! kg/cm2

(5! ) .75

2 75



13411AA3 :b 0t


!. !.' 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

- o


10/43

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


G Tumpuan ) ''! ) ''!.!! kg

) ( ''! ) 57! H 6.5

7 ! 5 H !

H 6


11/43

H 2!

D$amb$l 0arga tegangan Tumpuan : -5.*57!


D$paka$ :

( ) !.5 cm2

( ) ! cm2


5.*57 ) 27(!

! 5

as ) !.!75 "$amb$l 2.5 cm

( - 25 mm

) 27(! ) 5'2(57

2.5 5


5.*57 ) ! 27(! s$n '5 @ cos '5

am 5

5.*57 ) ! !.(5!*!5 @ !.52522

am 5


( - 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


12/43

eserr

r # punt$r

.75


13/43

.75

.75

kg/cm2

kg/cm2

kg/cm2


14/43

kg/cm2

ok>


15/43


DATA :





- Mutu Ba%a &2

27(! kg/cm2

(5! kg/cm2

(5! ) .75

2 75



13411AA3 :b 0t


!. !.' 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

- o


16/43

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


G Tumpuan ) 2('! ) 2('!.!! kg

) ( 2('! ) 22''* H 6.5

7 ! 5 H !

H 6


17/43

H 2!

D$amb$l 0arga tegangan Tumpuan : -2'.'22'5


D$paka$ :

( ) !.5 cm2

( ) ! cm2


2'.'22' ) 27(!

! 5

as ) !.!7 "$amb$l 2.5 cm

( - 25 mm

) 27(! ) 5'2(57

2.5 5


2'.'22' ) ! 27(! s$n '5 @ cos '5

am 5

2'.'22' ) ! !.(5!*!5 @ !.52522

am 5


( - 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


18/43

eserr

r # punt$r

.75


19/43

.75

.75

kg/cm2

kg/cm2

kg/cm2


20/43

kg/cm2

no ok>


21/43


DATA :





- Mutu Ba%a &2

27(! kg/cm2

(5! kg/cm2

(5! ) .75

2 75


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


22/43

( !.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


23/43


24/43

eserr

r # punt$r

kg

kg

kg

kg

.75


25/43


26/43


27/43

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


28/43

- 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'


29/43

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


30/43

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


31/43

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


32/43

) 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!!!


33/43

) *.271@! @ 5.'!1@! )

65(((!!!!!!! (2*''!!!!!!!


34/43

k2 @ p9

@ p

!.5 @ !!

@ !

2.52 3N NK>

) 5

) !

"a balok ) 25


35/43

a balok ) !!

kont$nu

b$l sbb :

) 2

@

cm

! J-6 cm

cm

'.!2 27(!

5 22 225


36/43

!.!!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!!!


37/43

!.2! cm


38/43

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


39/43

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>


40/43

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


41/43

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


42/43


43/43

3456#00

' 23

3456#00

pbi71 hitung beton 4

Documents