DISAIN JEMBATAN RANGKA BAJA

2 SIPIL 1 PAGI

UNTUK MELENGKAPI TUGAS BAJA

OLEH:

GILANG ADITYA.P

DANIEL HASIBUAN

SADDAM FIRGIAWAN

DEPOK,15 JUNI 2010

PEMODELAN STRUKTUR

TAMPAK DEPAN

TAMPAK ATAS

� SEPESIFIKASI JEMBATAN

-Jembatan rangka baja

-Panjang bentang 24 meter

-Lebar jembatan 8 meter

-Tinggi jembatan 3 meter

� PERHITUNGAN GAYA-GAYA DALAM

*Reaksi Perletakan

= Ravx24 –

=

24Rav = 72P

Rav = 3P

Rav = Rbv maka Rbv = 3P

*Gaya-Gaya Batang

BUHUL A

0

11.0,6 3 0

2

2,51

0,6

1 4,17

V

P S P

PS

S P

∑ =

− − + =

−− =

−

0

1 53 2 0

2 4,17 .0,8

2 3,33

H

S SIN S

S P

S P

∑ =

+ =

= −

= −

BUHUL B

0

1 53 3 6 14 0

4,17 .0,6 3 3,44.0, 24 0

3 3,33

V

S COS S S SIN

P S

S P

∑ =

+ + =

+ + =

= −

0

1 53 6 14 0

4,17.0,8 6.0,97 0

3,336 3,44

0,97

H

S SIN S COS

P S

PS P

∑ =

− + =

− + =

= =

BUHUL C

0

3 5 26,6 0

3,33 50,45 0

2,335

0,45

5 5,18

V

P S S SIN

P P S

PS

S P

∑ =

− − − =

− + − =

−=−

=

0

2 4 5 26,6 0

3,33 4 5,18 .0,89 0

4 7,96

H

S S S COS

P S P

S P

∑ =

− + + =

+ + =

= −

BUHUL D

0

7 5 63,4 6 76 0

7 5,18 .0, 45 3,44 .0,24 0

7 1,5

V

S S COS S COS

S P P

S P

∑ =

+ − =

+ − =

= −

0

10 5 63,4 6 76 0

10 5,18 .0,89 3,44 .0,97 0

10 7,97

H

S S SIN S SIN

S P P

S P

∑ =

− − =

− − =

=

BUHUL E

0

4 8 9 26,6 0

7,96 8 1,11 .0,89 0

8 9

H

S S S COS

P S P

S P

∑ =

− + + =

+ + =

= −

BUHUL F

PS

SP

V

−=

=−−

=∑

11

011

0

0

7 9 26,6 0

1,5 9.0, 45 0

0,59 1,11

0,45

V

P S S SIN

P P S

S P

∑ =

− − − =

− + − =

= =

TABEL GAYA BATANG

BEBAN MATI ,HIDUP DAN BERJALAN

TABEL BEBAN HIDUP DAN BEBAN MATI

NO.BATANG GAYA JENIS

S1 4,17P TARIK

S2 -3,33P TEKAN

S3 -3,33P TEKAN

S4 -7,96P TEKAN

S5 5,18P TARIK

S6 3,44P TARIK

S7 -1,5P TEKAN

S8 -9P TEKAN

S9 1,11P TARIK

S10 7,97P TARIK

S11 -P TEKAN

GAYA YANG BEKERJA

GAYA AXIAL

GAYA GESER

MOMEN

TABEL BEBAN BERJALAN

GRAFIK BEBAN BERJALAN

TOTAL GAYA YANG BEKERJA DISETIAP BATANG

PERENCANAAN RANGKA UTAMA

� Tebal trotoar = 20 cm

� Lebar trotoar = 100 cm

� Panjang segmen = 4 m

� Tinggi rangka = 3 m

� Lebar jembatan = 8 m

� Beban jalur = 9 kN/m

� Beban garis = 49 kN/m

� PEMBEBANAN PADA DIAFRAGMA

2

ker 24 4 0,5 24 /

22 4 0,05 4,4 /

28,4 /

1max 28,4 8 227,2 .

8

1,4 max 1,4 227,2 318,1 .

Beban mati

Berat per asan x x kN m

Berat aspal x x kN m

qdl kN m

M x x kN m

Mu xM x kN m

∴

− = =

− = =

=

= =

= = =

� BEBAN MATI

B.mati +diafragma = RA x factor beban

= 113.6 x 1.1 =124,96 kN

B.trotoar = Bj beton x t x I x λ x factor beban

= 24 x 0,2 x 1 x 4 x 1,3 =24,96kN +

PDl = 149,92 kN

� BEBAN HIDUP

B.lajur = 9 x 6 x 4 x 2 x 0,5 = 216 kN

B.pejalan kaki = 5 x 1 x 4 x2 = 40 kN

B.genangan air = 0,5 x 6 x 4 x 1 x 0,5 = 6 kN

+

qll = 262 kN

� BEBAN BERJALAN

B.garis (KEL) = 49 x 6 x 1,4 x 2 x 0,5 = 411,6 kN

� DISAIN BATANG TARIK

Pu = 4014,11 kN (s10)

φ tarik = 0,9

φ fraktur = 0,75

2 2 2

2 2 2

290 290 / 0,29 / 29 /

500 500 / 0,5 / 50 /

50 5

Fy Mpa N mm kN mm kN cm

Fu Mpa N mm kN mm kN cm

baut mm cmφ

= = = =

= = = =

= =

� Preliminary disain ;

2

. .

4380,74

0,9 29

167,8

Pu Pn

Pu Fy Ag

PuAg

Fy x

Ag cm

φ

φ

φ

≤

=

= =

=

� Dicoba menggunakan profil IWF 400x400

� Tw = 13 mm

� Tf = 21 mm

� R = 22 mm

� Ag = 218,7 cm2

� Ix = 66600cm4

� Iy = 22400 cm4

� ix = 17,5 cm

� iy= r min= 10,1cm

� Sx =3330 cm3

� Zx = 3672,35 cm3

�

� Cek kuat leleh tarik

4380,74 0,9 .

4380,74 0,9 29 218,7

4380,74 5708,07 .........( )

Pu Pn

xFy Ag

x x

kN OK

φ≤

≤

≤

≤

� Cek kuat leleh fraktur

2

0,75 .

4( lub )

21870 10(21 (20 1))

17460

17460 0,9 15714

Pu Pn

Pn xFu Ag

An Ag luas ang

An x

An mm

Ae AnxU

Ae x

φ

φ

≤

=

= −

= − +

=

=

= =

0,75 0,5 15714

5892,75

4380,74 5892,75 .............( )

Pn FuxAe

Pn x x

Pn kN

Pu Pn

kN OK

φ φ

φ

φ

φ

=

=

=

≤

≤

� DISAIN BATANG TEKAN

2 2 2

2 2 2

4942,08 .......( 8)

0,85

290 290 / 0, 29 / 29 /

500 500 / 0,5 / 50 /

0,7

4 400

200.000

70

Nu kN s

Tekan

Fy Mpa N mm kN mm kN cm

Fu Mpa N mm kN mm kN cm

kc

L m cm

E Mpa

Fr Mpa

φ

= −

=

= = = =

= = = =

=

= =

=

=

� Dicoba menggunakan profil IWF 400x400

� Tw = 13 mm

� Tf = 21 mm

� R = 22 mm

� Ag = 218,7 cm2

� Ix = 66600cm4

� Iy = 22400 cm4

� ix = 17,5 cm

� iy= r min= 10,1cm

� Sx =3330 cm3

� Zx = 3672,35 cm3

� Cek kelangsingan penampang

.140

min

0,7 400140

10,1

27,7 140.........( )

kc L

r

x

OK

≤

≤

≤

� Cek local buckling

4009,52

2. 2 21

170 1709,98

290

370 37024,9

290 70

........

b

tf x

pFy

rFy Fr

p Penampang kompak

λ

λ

λ

λ λ

= = =

= = =

= = =− −

∴ < ⇒

� Cek lateral buckling

2 2 400 2 21 2 2224,15

13

1680 168098,65

290

2550 2550171,9

290 70

.......... kompak

H tf r x x

tw

pFy

rFy Fr

p Penampang

λ

λ

λ

λ λ

− − − −= = =

= = =

= = =− −

∴ < ⇒

� Cek kuat tekan nominal

2

20,33

.

min .

0,7 400 290

10,1 3,14 200000

8,83 0,038

0,33 1,5

;

4942,08 (0,66 ) .

4942,08 0,85(0,66 )218,7 29

4942,08 5152,45 ...........( )

c

kc L Fyc

r E

xc

x

c x

c

Maka

Nu Nn

kN Ag Fy

kN x kN

kN kN OK

λ

λπ

λ

λ

λ

φ

φ

=

=

=

= <

≤

≤

≤

≤

� DISAIN SAMBUNGAN DENGAN BAUT

� BUHUL A

2

2289,38 2289380 .....( 1)

20

1256

:

1 40

2 140

40

. 20

21

0.75

410

2,4. . . . .

2,4 0,75 20 (20 2) 410.

2289380

5

Pu kN N s

Dbaut mm

Abaut mm

Jumlah baut

S mm

S mm

S mm

t pelat mm

tf mm

f

Fu Mpa

Sambungan tipe tumpu

Rd f d tp Fu n

Rd x x x x x n

n

φ

φ

= =

=

=

=

=

=

=

=

=

=

=

=

= 3,8 4 90400

Baut= ⇒

� BUHUL B

2

4376,5 4376500 .....( 4)

20

1256

:

1 40

2 140

40

. 20

21

0.75

410

2,4. . . . .

2,4 0,75 20 (20 2) 410.

4376500

59

Pu kN N s

Dbaut mm

Abaut mm

Jumlah baut

S mm

S mm

S mm

t pelat mm

tf mm

f

Fu Mpa

Sambungan tipe tumpu

Rd f d tp Fu n

Rd x x x x x n

n

φ

φ

= =

=

=

=

=

=

=

=

=

=

=

=

= 7,4 8 0400

Baut= ⇒

� BUHUL C

2

4942,08 4942080 .....( 4)

20

1256

:

1 40

2 140

40

. 20

21

0.75

410

2,4. . . . .

2,4 0,75 20 (20 2) 410.

4942080

5

Pu kN N s

Dbaut mm

Abaut mm

Jumlah baut

S mm

S mm

S mm

t pelat mm

tf mm

f

Fu Mpa

Sambungan tipe tumpu

Rd f d tp Fu n

Rd x x x x x n

n

φ

φ

= =

=

=

=

=

=

=

=

=

=

=

=

= 8,4 10 90400

Baut= ⇒

� BUHUL D

2

4942,08 4942080 .....( 8)

20

1256

:

1 40

2 140

40

. 20

21

0.75

410

2,4. . . . .

2,4 0,75 20 (20 2) 410.

4942080

5

Pu kN N s

Dbaut mm

Abaut mm

Jumlah baut

S mm

S mm

S mm

t pelat mm

tf mm

f

Fu Mpa

Sambungan tipe tumpu

Rd f d tp Fu n

Rd x x x x x n

n

φ

φ

= =

=

=

=

=

=

=

=

=

=

=

=

= 8,4 10 90400

Baut= ⇒

� BUHUL H

2

2289,38 2289380 .....( 1)

20

1256

:

1 40

2 140

40

. 20

21

0.75

410

2,4. . . . .

2,4 0,75 20 (20 2) 410.

2289380

5

Pu kN N s

Dbaut mm

Abaut mm

Jumlah baut

S mm

S mm

S mm

t pelat mm

tf mm

f

Fu Mpa

Sambungan tipe tumpu

Rd f d tp Fu n

Rd x x x x x n

n

φ

φ

= =

=

=

=

=

=

=

=

=

=

=

=

= 3,8 4 90400

Baut= ⇒

� BUHUL I

2

4380,62 4380620 .....( 10)

20

1256

:

1 40

2 140

40

. 20

21

0.75

410

2,4. . . . .

2,4 0,75 20 (20 2) 410.

4380620

Pu kN N s

Dbaut mm

Abaut mm

Jumlah baut

S mm

S mm

S mm

t pelat mm

tf mm

f

Fu Mpa

Sambungan tipe tumpu

Rd f d tp Fu n

Rd x x x x x n

n

φ

φ

= =

=

=

=

=

=

=

=

=

=

=

=

= 7,4 8 590400

Baut= ⇒

� BUHUL J

2

4380,62 4380620 .....( 10)

20

1256

:

1 40

2 140

40

. 20

21

0.75

410

2,4. . . . .

2,4 0,75 20 (20 2) 410.

4380620

Pu kN N s

Dbaut mm

Abaut mm

Jumlah baut

S mm

S mm

S mm

t pelat mm

tf mm

f

Fu Mpa

Sambungan tipe tumpu

Rd f d tp Fu n

Rd x x x x x n

n

φ

φ

= =

=

=

=

=

=

=

=

=

=

=

=

= 7,4 8 590400

Baut= ⇒

• CEK BLOCK SHEAR

2

2

2

2

4. . 4.40.21 3360

lub4. . 4

2

21 4 40 21 4 21 2478

2

4( 1 3 2). 4(40 3.140).21 38640

4( 1 3 2). 4 3,5 lub .

38640 4 3,5 21 21 32466

500 2

Agt S tf mm

D angAnt S tf tf

x x mm

Ags S S tf mm

Ans S S tf x D ang tf

x x x mm

FuAnt x

= = =

= −

= − =

= + = + =

= + −

= − =

= 478 1239000 1239

0,6 0,6 500 32466 9739800 9739,8

0,6 .......

( 0,6 )

0,75(0,29 3360 9739,8)

0,75 10714,2

Mpa kN

FuAns x x Mpa kN

FuAns FuAnt RETAK GESER LELEH TARIK

Pn FyAgt FuAns

x

x kN

φ φ

= =

= = =

> ⇒ −

= +

= +

=

8035,65 ................( )kN OK=

� Cek kuat leleh fraktur

2

0,75 .

10( lub )

21870 10(21 (20 1))

17460

17460 0,9 15714

Pu Pn

Pn xFu Ag

An Ag luas ang

An x

An mm

Ae AnxU

Ae x

φ

φ

≤

=

= −

= − +

=

=

= =

0,75 0,5 15714

5892,75

4380,74 5892,75 .............( )

Pn FuxAe

Pn x x

Pn kN

Pu Pn

kN OK

φ φ

φ

φ

φ

=

=

=

≤

≤

LAMPIRAN 1

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