Post on 19-Jun-2015
description
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
GAMBAR DETAIL SAMBUNGAN