Perhitungan Sambungan Lentur Dan Geser

Perhitungan Struktur Baja Dengan Microsoft Excel

PERHITUNGAN TUMPUAN ( BEARING ) /AN ANGK% B'SE P(' P( '"E /AN 42011  M) oer !lha#

)t ) 0:!5 )t

a

f

#,

a

f M, B f



f

6, L 9

1. DATA TUMPUAN BEBAN KOLOM Gaya aksial akibat beban terfaktor, terfaktor, Momen akibat beban terfaktor, terfaktor, Gaya "eser akibat beban terfaktor, terfaktor, #LA$ $%M#%AN &BA'E #LA$E( $e"an"an lele) ba*a, $e"an"an tarik +ts +lat, Lebar +lat tm+an, #an*an" +lat tm+an, $ebal +lat tm+an, KOLOM #E/E'$AL Kat tekan beton, Lebar +enam+an" kolom,

[C]2011 : M!

DATA DAT A BEBAN KOLO KOLOM M

# . 206035 N M . 12511!55 Nmm  . 102256 N DATA DAT A PLAT TUMPU TUMPUAN AN

f y . f + . B. L. t.

20 3-0 330 50 20

M#a M#a mm mm mm

DATA DAT A KOLO KOLOM M BETON

f 78 . .

"u#$uan "u#$uan %Bearing& %Beari ng&

20 00

M#a mm

1


9.

#an*an" +enam+an" kolom, /MEN' KOLOM BA9A #rofil ba*a  $in""i total, Lebar saya+, $ebal ba>an, $ebal saya+, ANGK% BA%$ 9enis an"kr bat, $e"an"an tarik +ts an"kr bat, $e"an"an lele) an"kr bat, /iameter an"kr bat, 9mla) an"kr bat +a>a sisi tarik, 9mla) an"kr bat +a>a sisi tekan, 9arak bat ter)a>a+ +sat +enam+an" kolom, #an*an" an"kr bat yan" tertanam >i beton,

600

mm

DATA KOLOM BAJA

;< 00:200:=:13 )t . 00 bf . 200 t . = tf . 13

mm mm mm mm

DATA ANGKUR BAUT

$i+e 

f b . f y . >. nt . n7 . f. La .

A?325 =25 00 1! 3 3 220 500

M#a M#a mm b) b) mm mm

2. EKSENTRISITAS BEBAN Eksentrisitas beban, e . M @ # . 60:32 L @ 6 . !0:00

)t ) #,

e >L/6

e

f

e7

mm mm

(OK)

) . )t ? tf . et . f  ) @ 2 . e7 . f ? ) @ 2 .

3=1 26:5

mm mm mm

t

f 7,

et

9mla) an"kr bat total, n . nt  n7 . 6 b)

C@3

#,  #t #t

[C]2011 : M!

C L "u#$uan %Bearing&

2

et

C@3 Perhitungan Struktur Baja Dengan Microsoft Excel # # ,

#t

t

C L

3. TAHANAN TUMPU BETON

#t . # D e7 @ et . Gaya tarik +a>a an"kr bat, #7 . #  #t . Gaya tekan total +a>a +lat tm+an, C.3D&L?)(@2. #an*an" bi>an" te"an"an tekan beton, A1 . B D L . Las +lat tm+an ba*a, A2 .  D 9 . Las +enam+an" kolom +e>estral, f 7n . 0:=5 D f 78 D F & A2 @ A1 ( . $e"an"an tm+ nominal, f 7n . 1:-0 D f 78 . f 7n . f . f D f 7n .

$e"an"an tm+ nominal beton y" >i"nakan, ksi kekatan tekan beton, $e"an"an tm+ beton y" >ii*inkan, $e"an"an tm+ maksimm yan" ter*a>i +a>a beton,

f 7 . 2 D #7 @ & C D B ( .

1320 21!23! 22!:50 1-=200 20000 1!:-2! 3:000 1!:-2! 0:65 12:=2

N N mm mm2 mm2 M#a M#a M#a

5:-!0

M#a

M#a

'yarat yan" )ars >i+en)i 

f 7 5:-!0

≤



f D f 7n 12:=2

AMAN (OK)

a

0:!5 )t

a

B f



f

L 9

[C]2011 : M!

"u#$uan %Bearing&

3


4. KONTROL DIMENSI PLAT TUMPUAN Lebar minimm +lat tm+an yan" >i+erlkan,

B+ min . #7 @ & 0:5 D f D f 7n D C ( . B.

Lebar +lat yan" >i"nakan, 'yarat yan" )ars >i+en)i 

B+ min

£ 

1! 330

mm mm

B

1! #an*an" ba"ian +lat tm+an *e+it bebas,

330

a . & L ? 0:!5 D )t ( @ 2 . f 71 . & 1 ? a @ C ( D f 7 .  . 1@ D B D t 2 .

Mo>ls +enam+an" +lastis +lat, Momen yan" ter*a>i +a>a +lat akibat beban terfaktor,

AMAN (OK)

=0 3:--1 33000

mm M#a mm3

M+ . 1@2 D B D f 71 D a2  1@3 D B D & f 7 ? f 71 ( D a2 . 50362 Nmm fb . ksi kekatan lentr, 0:!0 Mn . f y D  . -!20000 Nmm $a)anan momen nominal +lat, fb D Mn . -12=000 Nmm $a)anan momen +lat, 'yarat yan" )ars >i+en)i 

M+ 50362

£ <

fb D Mn -12=000

AMAN (OK)

. GA!A TARIK PADA ANGKUR BAUT

$1 . #t @ nt . f b . Ab . p @  D >2 . ft . $n . 0:-5 D Ab D f b . ft D $n .

Gaya tarik +a>a an"kr bat, $e"an"an tarik +ts an"kr bat, Las +enam+an" an"kr bat, ksi kekatan tarik, $a)anan tarik nominal an"kr bat, $a)anan tarik an"kr bat, 'yarat yan" )ars >i+en)i 

$1

[C]2011 : M!

£

01 =25 2= 0:!0 1-533 15-=!0

N M#a mm2 N N

ft D $n

"u#$uan %Bearing&




<

01

15-=!0

AMAN (OK)

6. GA!A GESER PADA ANGKUR BAUT Gaya "eser +a>a an"kr bat, $e"an"an tarik +ts bat, 9mla) +enam+an" "eser, a bi>an" "eser, Las +enam+an" bat, ksi kekatan "eser, $a)anan "eser nominal, $a)anan "eser an"kr bat, 'yarat yan" )ars >i+en)i 

1 1-03

£

1 .  @ n . f b . m. r 1 . Ab . p @  D >2 . ff . n . r 1 D m D Ab D f b . ff D n .

1-03 =25 1 0: 2= 0:-5 !356 -01-3

N M#a

mm2 N N

ff D n

<

-01-3

AMAN (OK)

". GA!A TUMPU PADA ANGKUR BAUT

1 . 1 . >. t. + f  . n . 2: D > D t D f + . ff D n .

Gaya tm+ +a>a an"kr bat, /iameter bat, $ebal +lat tm+, $e"an"an tarik +ts +lat, $a)anan tm+ nominal, $a)anan tm+, 'yarat yan" )ars >i+en)i 

1 1-03

£

1-03 1! 20 3-0 33-0 2530=0

N mm mm M#a N N

ff D n

<

2530=0

AMAN (OK)

#. KOMBINASI GESER DAN TARIK Konstanta te"an"an ntk bat mt tin""i,

[C]2011 : M!

"u#$uan %Bearing&

f 1 . f 2 .

=0621

M#a M#a

5


r 2 . f H .  @ & n D Ab ( . ff D r 1 D m D f b .

a bi>an" "eser, $e"an"an "eser akibat beban terfaktor, Kat "eser an"kr bat,

1:! 60:11 2-:50

M#a M#a


ff D r 1 D m D f b

f H .  @ & n D Ab ( 60:11 Gaya tarik akibat beban terfaktor, $a)anan tarik an"kr bat, 'yarat yan" )ars >i+en)i 



2-:50

$1 . ff D $n . ff D f 1 D Ab .

01 1-1606

N N

ff D f 1 D Ab

$1



01

AMAN (OK)

1-1606

AMAN (OK)

f t . 0:-5 D f b . f 1 ? r 2 D f H . f 2 .

Kat tarik an"kr bat, Batas te"an"an kombinasi,

61=:-5 6!2:-! 621:00

M#a M#a M#a


f t

f 1 ? r 2 D f H



61=:-5 'yarat yan" )ars >i+en)i 

f t 61=:-5

6!2:-!

AMAN (OK)

621:00

AMAN (OK)

f 2



$. KONTROL PANJANG ANGKUR BAUT #an*an" an"kr tanam yan" >i"nakan, Kat tekan beton, $e"an"an lele) ba*a, /iameter an"kr bat, #an*an" an"kr tanam minimm yan" >i+erlkan,

Lmin . f y @ &  D

La . f 78 . f y . >.

500 20 00 1!

mm

f 78 ( D > .

25

mm


Lmin 25

[C]2011 : M!

La



500

"u#$uan %Bearing&

AMAN (OK)

6


AAABBAAABBB% 42011  M) oer !lha#

1. DATA SAMBUNGAN /A$A KOO/NA$ BA%$ Ii yi No &mm( &mm( 1 ?50 ?!0 2 50 ?!0 3 ?50 ?30  50 ?30 5 ?50 30 6 50 30 ?50 !0 = 50 !0

[C]2011 : M!

#rofil ba*a 

t f tA

) )2

r

)1 b f

)t

;< 00:200:=:13 )t . 00 bf . 200 t . = tf . 13 r. 16 A . =10 I . 23-000000 y . 1-00000 r I . 16= r y . 5: 'I . 11!0000 'y . 1-000

Sa#*ungan 'ksial+ (entur ,an -eser

mm mm mm mm mm mm2 mm mm mm mm mm3 mm3

-


BEBAN #A/A 'AMB%NGAN Momen akibat beban terfaktor, Gaya "eser akibat beban terfaktor, Gaya aksial akibat beban terfaktor, Eksentrisitas sambn"an, #LA$ 'AMB%NG $e"an"an lele) ba*a, $e"an"an tarik +ts +lat, Lebar +lat sambn" +a>a ba>an, $ebal +lat sambn" +a>a ba>an, Lebar +lat sambn" +a>a saya+, $ebal +lat sambn" +a>a saya+, ksi kekatan tarik ata lentr +lat, BA%$ 9enis sambn"an bat, $e"an"an tarik +ts bat, /iameter bat, 9mla) bat +a>a +enam+an" kritis ba>an, 9mla) bat +a>a ba>an, 9mla) bat +a>a +enam+an" kritis saya+, ksi kekatan "eser bat,

BEBAN 'AMB%NGAN

M . -6500000 Nmm  . =2000 N N . 3!000 N e. 110 mm /A$A #LA$ 'AMB%NG

f y . f + . )+ . t+ . l+ . t+f . f .

20 3-0 330 = 220 10 0:!

M#a M#a mm mm mm mm

/A$A BA%$

$i+e bat 

f . >. n. n . n8 . ff . b 

A?325 =25 16  = 2 0:-5

M#a mm b) b) b)

2. TAHANAN MOMEN DAN GESER Mo>ls +enam+an" +lastis +rofil ba*a,

I . t D )t2 @   & bf ? t ( D & )t ? tf ( D tf . 12=5!52 mm3 A . )t D t . 3200 mm2 Las +enam+an" ba>an, f D Mn . f D f y D I . 2---65632 Nmm $a)anan momen +enam+an", ff D n . ff D 0:60 D f y D A . 35600 N $a)anan "eser +enam+an",

[C]2011 : M!


=


3. KONTROL JUMLAH BAUT PADA BADAN

 . =2000 Gaya "eser akibat beban terfaktor, f b . $e"an"an tarik +ts bat, =25 f + . $e"an"an tarik +ts +lat, 3-0 m. 9mla) bi>an" "eser &ntk kon>isi samb: "an>a(, 2 r 1 . a bi>an" "eser, 0: t . $ebal +lat ba>an, = >. /iameter bat, 16 Ab . p @  D >2 . Las +enam+an" bat, 201 n . r 1 D m D Ab D f b . 132-01 $a)anan "eser nominal bat, ff D n . !!526 $a)anan "eser bat, n . 2: D > D t D f + . 11366 $a)anan tm+ nominal +lat, ff D n . =52= $a)anan tm+ +lat, 9mla) bat minimm y" >i+erlkan +a>a +enam+an" kritis ba>an, nmin .  @ & ff D n ( . $er)a>a+ "eser, 0:=2 'yarat yan" )ars >i+en)i  nmin



b)

AMAN (OK)

nmin .  @ & ff D n ( .

$er)a>a+ tm+, 'yarat yan" )ars >i+en)i 

nmin 0:!6

mm mm mm2 N N N N

n <

0:=2

N M#a M#a

0:!6

b)

n <



AMAN (OK)

4. KONTROL TEBAL PLAT SAMBUNG PADA BADAN

AnH .  @ & ff D 0:60 D f  ( . Las bi>an" "eser, >. /iameter bat, >1 . >  2 . /iameter lban" bat, $ebal +lat sambn" minimm +a>a ba>an, +

t+ min . AnH @  2 D & ) + ? n D >1 ( 4 .

[C]2011 : M!


!2:! 16 1=

mm2 mm mm

0:!5

mm

!



t+ min

t+ <

0:!5

=

AMAN (OK)

. KONTROL JUMLAH BAUT PADA SA!AP

$ . M @ & )t  t+f ( . 1=65=5 Gaya tarik akibat momen, m. Kon>isi sambn"an bat "eser tn""al, 1 r 1 . a bi>an" "eser, 0: ff D n . ff D r 1 D m D Ab D f b . !-63 $a)anan "eser 1 bat, ff D n . 2: D ff D > D t+f D f + . 106560 $a)anan tm+ 1 bat, ff D $n . !-63 Kekatan 1 bat, 9mla) bat minimm yan" >i+erlkan +a>a +enam+an" kritis saya+, n8min . $ @ & 2 D ff D $n ( . 1:='yarat yan" )ars >i+en)i  n8min

N

N N N b)

n8 <

1:=-

2

AMAN (OK)

6. KONTROL TEBAL PLAT SAMBUNG PADA SA!AP

Anf . $ @ & f D f + ( . Las +enam+an" tarik +lat, $ebal minimm +lat sambn" +a>a saya+, t+f min . Anf @ & l+ ? n8 D >1 ( .

560:32

mm2

3:05

mm


t+f min

t+f <

3:05

10

AMAN (OK)

". GA!A PADA BAUT BADAN Ka+asitas momen +a>a ba>an,

M . 1@6 D f D t+ D )+2 D f y D )+ @ & )t  t+f ( . 2523551:2 Nmm DM .  D e . !020000 Nmm Momen tamba)an akibat eksentrisitas, SM . M  DM . 3263551:2 Nmm Momen total +a>a ba>an, Gaya +a>a masin"?masin" bat ba>an akibat momen >i)itn" seba"ai berikt 

[C]2011 : M!


10


Ii . & SM ( D yi @ & SI2  Sy2 ( yi . & SM ( D Ii @ & SI2  Sy2 (

Gaya +a>a ara) I, Gaya +a>a ara) y,

GACA?GACA #A/A MA'NG?MA'NG BA%$ Ii yi Ii2 yi2 yi No &mm( &mm( &mm2( &mm2( &N( 1 ?50 ?!0 2500 =100 ?305!2 2 50 ?!0 2500 =100 305!2 ?50 ?30 2500 !00 ?305!2 3  50 ?30 2500 !00 305!2 5 ?50 30 2500 !00 ?305!2 6 50 30 2500 !00 305!2 ?50 !0 2500 =100 ?305!2 = 50 !0 2500 =100 305!2 S . 20000 36000 n . 9mla) bat +a>a ba>an, Gaya tamba)an +a>a bat ba>an akibat "aya "eser >an "aya aksial, Gaya tamba)an akibat "aya "eser ara) Hertikal &ara) y(,

D#Hi . #H @ n .

Ii &N( ?55066 ?55066 ?1=355 ?1=355 1=355 1=355 55066 55066 =

10250

N

=-5

N

Gaya tamba)an akibat "aya aksial ara) )orisontal &ara) I(,

D#)i . #) @ n . esltan "aya +a>a bat ba>an,

i . F  & Ii  D#)i (2  & yi  D#Hi (2 4 No 1 2 3

 5 6

yiD#Hi

IiD#)i

i

&N( ?2032 0=2 ?2032 0=2 ?2032 0=2

&N( ?501!1 ?501!1 ?13=0 ?13=0 23230 23230

&N( 5156-0! 20 3010 30=-= 6!=-

[C]2011 : M!


11


=

?2032 0=2

5!!1 5!!1

 maI .

632!! -2533 -2533

N

#. KONTROL KEKUATAN BAUT PADA BADAN #.1. TERHADAP GESER

 .  maI . Gaya "eser akibat beban terfaktor, m. Kon>isi sambn"an bat "eser "an>a, maka nilai r 1 . a bi>an" "eser, Ab . p @  D >2 . Las +enam+an" bat, ff . ksi kekatan "eser, n . r 1 D m D Ab D f b . $a)anan "eser nominal 1 bat, ff D n . $a)anan "eser 1 bat, 'yarat yan" )ars >i+en)i  

£ <

-2533

-2533 2 0: 201 0:-5 132-01 !!526

N

mm2 N N

ff D n !!526

AMAN (OK)

#.2. TERHADAP TUMPU

Gaya tm+ akibat beban terfaktor, /iameter bat, $ebal +lat ba>an, $e"an"an tarik +ts +lat, $a)anan tm+ nominal +lat, $a)anan tm+ +lat, 'yarat yan" )ars >i+en)i 

> -2533

[C]2011 : M!

£ 

> .  maI . >. t . f + . n . 2: D > D t D f + . ff D n .

-2533 16 = 3-0 11366 =52=

N mm mm M#a N N

ff D n =52=


AMAN (OK)

12


AAABBAAABBB% 42011  M) oer !lha#

1. DATA SAMBUNGAN

M .  .

Momen akibat beban terfaktor, Gaya "eser akibat beban terfaktor,

100:00 35:6

KNm kN

A?325 620 1! =6:110 60

M#a mm mm mm mm

1.1. BAUT

9enis bat yan" >i"nakan, $e"an"an tarik +ts bat, /iameter bat 9arak antara bat,

[C]2011 : M!

$i+e bat 

f . >. a. ". LeH . b 

Sa#*ungan (entur ,an -eser

13


e) . nI . ny . ft . ff .

5-:3 2 3 0:-5 0:-5

mm b) baris

f y . f + . b. t.

20 3-0 21!:= 13

M#a M#a mm mm

n . nI D ny . 9mla) bat total, ) . ny D a . $in""i +lat sambn", Lebar +lat sambn" ekiHalen seba"ai +en""anti bat tarik,

6 260:1

b) mm

d . nI D & p @  D /2 ( @ a . b8 . 0:-5 D b .

6:505 16:=5

mm mm

9mla) bat >alam sat baris, 9mla) baris bat, ksi kekatan tarik bat, ksi kekatan "eser bat, 1.2. PLAT SAMBUNG $e"an"an lele) +lat, $e"an"an tarik +ts +lat, Lebar +lat sambn", $ebal +lat sambn",

2. LETAK GARIS NETRAL d

1 $,

a@2

2

a a

I

a

) a a a

)?I

a@2

b

b8

3

Lebar efektif +lat sambn" ba"ian tekan, Misal "aris netral terletak +a>a *arak I >ari sisi atas +lat sambn": Momen statis lasan ter)a>a+ "aris netral,

1@2 D b8 D &) ? I( 2 . 1@2: d D I2 &b8 ? d( @ 2 D I2 ? b8 D ) D I  1@2 D b8 D ) 2 . 0

[C]2011 : M!


1


&b8 ? d( @ 2 D I2 ? b8 D ) D I  1@2 D b8 D )2 . 0

[C]2011 : M!

& +ersamaan ka>rat >alam I (


15


→

AI . &b8 ? d(@2 BI . ? b8 D ) I . 1@2 D b8 D )2 /I . BI2 ?  D AI D I I .  ? BI ? Ö /I 4 @ & 2 D AI ( .

. -! . ?2=-. 55-621. -2!1!!5 216:!0

mm

3. TEGANGAN !ANG TERJADI PADA BAUT

3 . &) ? I( @ I D 1 2 . & I ? a @ 2 ( @ I D 1

#ersamaan )bn"an te"an"an,

← ←

+ers: &1( +ers: &2(

#ersamaan momen 

1@2 D &) ? I( D b8 D 3 D 2@3 D & ) ? I (  1@2 D I D d D 1 D 2@3 D I . M 1@2 D &) ? I( D b8 D &) ? I( @ I D 1 D 2@3 D & ) ? I (  1@2 D I D d D 1 D 2@3 D I . M 1 . 3 D M @  & ) ? I ( 3 @ I D b8  I2 D d 4 ← maka >i+erole)  +ers: &3( $e"an"an +a>a masin"?masin" baris bat >i)itn" seba"ai berikt  $e"an"an tarik +a>a sisi atas +lat sambn", 1 . 3 D M @  & ) ? I ( 3 @ I D b8  I2 D d 4 . /ari +ers: &3(  $e"an"an tekan +a>a sisi baa) +lat sambn", 3 . & ) ? I ( @ I D 1 . /ari +ers: &1(  $e"an"an tarik +a>a bat baris teratas, 2 . & I ? a @ 2 ( @ I D 1 . /ari +ers: &2(  $e"an"an tarik +ts +a>a bat >an +lat  f b . $e"an"an tarik +ts bat, f + . $e"an"an tarik +ts +lat,

=13:05

M#a

161:!5

M#a

650:55

M#a

620 3-0

M#a M#a

36=:! -1:= 6-:=

kN mm mm

4. KAPASITAS END PLATE

$ . 2 D a D d . a8 . 1,25D b  & >b @2 ( . a8 . Le)  & >b @2 ( .

Gaya tarik yan" ter*a>i +a>a bat baris teratas,

OK.&

b8 . b ? & > b @2 ( . d . 1 ? >) @ + . f.

[C]2011 : M!


3=:5 0:-5= 0:-5

mm mm

16


Ab . p @  D >2 . fn . f Ab D
Las +enam+an" bat, Kat tarik 1 ba) bat $ebal minimm En> +late

2= 131:= 26:51

mm2 kN mm

En, $late *er,efor#asi+ sheingga terja,i efek $r.ing

a . 1 @ d D &  D $ D b8 @ +D
6:30

/a$asitas tarik ,itentukan oleh leleh en, $late

$ . &1  > ( @ & D b8 (4 D & + D < y D tf 2 ( . <1 . 2 D $ . Kat tarik +rofil $ee ntk baris +ertama

0:1 =0:2=

kN kN


$1

£

ft D $n

<

36!

=0

TDK AMAN (NG)

. GA!A TARIK PADA BAUT

$ . 2 D a D d . $1 . $ @ nI . Ab . p @  D >2 . $n . Ab D f ntb . ft D $n .

Gaya tarik yan" ter*a>i +a>a bat baris teratas, Gaya tarik yan" >ita)an sat bat, Las +enam+an" bat, $a)anan tarik nominal sat bat, $a)anan tarik sat bat, 'yarat yan" )ars >i+en)i 

$1

£ >

1=

36! 1= 2= 1-6 132

kN kN mm2 kN kN

ft D $n 132

TDK AMAN (NG)

6. GA!A GESER PADA BAUT

s1 .  @ n . Gaya "eser yan" >ita)an ole) sat bat, m. Kon>isi sambn"an bat "eser tn""al, maka nilai r 1 . a bi>an" "eser, Ab . p @  D >2 . Las +enam+an" bat, n . r 1 D m D Ab D f b . $a)anan "eser nominal bat, ff D n . $a)anan "eser bat, 'yarat yan" )ars >i+en)i  s1 5=

[C]2011 : M!

£ J

5-:6 1 0: 2= -0 53

kN

mm2 kN kN

ff D n 53


TDK AMAN (NG)

1-


". GA!A TUMPU PADA BAUT

s1 . s1 . >. t. f + . n . 2: D > D t D f + . ff D n .

Gaya tm+ yan" >ita)an sat bat, /iameter bat, $ebal +lat sambn", $e"an"an tarik +ts +lat, $a)anan tm+ nominal, $a)anan tm+, 'yarat yan" )ars >i+en)i 

s1 5=

£ 

5= 1! 13 3-0 21!:3 165

N mm mm M#a kN kN

ff D n 165

AMAN (OK)

#. KOMBINASI GESER DAN TARIK Konstanta te"an"an &f 1( ntk bat mt tin""i, Konstanta te"an"an &f 2( ntk bat mt tin""i, a bi>an" "eser, $e"an"an "eser yan" ter*a>i, $a)anan "eser bat, 'yarat yan" )ars >i+en)i 

J

1=6:00

J

1-2

1= 1-2

kN kN

AHA!A (NG)

f t . 0:-5 D f b . f 1 ? r 2 D f H .

$e"an"an tarik, Nilai te"an"an kombinasi, 'yarat yan" )ars >i+en)i 

f t

[C]2011 : M!

M#a M#a

ff D $n

$1

65:00

M#a M#a

AHA!A (NG)

$1 . ff D $n . ff D f 1 D Ab .

Gaya tarik yan" te*a>i, $a)anan tarik bat, 'yarat yan" )ars >i+en)i  1=

=0621 1:! 203:15 1=6:00

ff D r 1 D m D f b

f H .  @ & n D Ab ( 203:15

f 1 . f 2 . r 2 . f H .  @ & n D Ab ( . ff D r 1 D m D f b .

65:00 21:01

M#a M#a

f 1 ? r 2 D f H

J

21:01


AHA!A (NG)

1=



f t 65:00

[C]2011 : M!

f 2



621:00


AMAN (OK)

1!

Perhitungan Sambungan Lentur Dan Geser

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