Perhitungan sambungan HASIL DAN PEMBAHASAN
b. Actual loads
Q = 7,93 kN Gaya geser aktual
N = 0,78 kN Gaya aksial aktual
M = 13,84 kNm Momen aktual
c. Dicoba diameter baut M 25
nx = 2 jumlah baut diatas ny = 8
n = 16 jumlah baut total e = 450 mm eksentrisitas
α = 5
o
α =
5× π
180
=0,09 rad
Ny = N × Sin α
Ny = 0,07 kN Nx = N × Cos
α Nx = 0,78 kN
Qx = Q × Sin α
Qx = 0,69 kN Qy = Q × Cos
α Qy = 7,90 kN
d. Gaya tahanan yang disebabkan oleh eksentrisitas :
Q
1
= Ny + Qy = 0,07 + 7,90
= 7,97 kN ny
n nx
Qx
Q Qy
N
1
= Nx + Qx = 0,78 + 0,69
= 1,47 kN M
1
= M + Qx × e + Nx × e
= 13,84 + 0,69 × 450 + 0,78 × 450 = 14,50 kNm
e. Cek gaya geser
A
g
= 1
4 ×
π × D
2
A
g
= 1
4 ×
π × 25
2
A
g
= 490,86 mm
2
cross section area of bolt =
Q
1
�n × A
g
� =
7,97 × 1000
16 × 490,86 = 1,01 Mpa �̅ = 234 Mpa OK
f. Cek gaya tarik
Gambar 4.11. Skema sambungan baut y
1
= 385 mm y
9
= 385 mm y
2
= 305 mm y
10
= 305 mm y
3
= 225 mm y
11
= 225 mm y
4
= 145 mm y
12
= 145 mm y
5
= 65 mm y
13
= 65 mm
y
6
= -60 mm y
14
= -60 mm y
7
= -140 mm y
15
= -140 mm y
8
= -220 mm y
16
= -220 mm ∑y
2
= 728425 mm
2
g. Tension for one bolt by axial T
an
T
an
= N
1
n T
an
= 1,47
16 T
an
= 0,09 kN h.
Tension for one bolt by moment T
am
T
am
= M
1
× Yi ∑y
2
T
am1
= 7,18 kN T
am9
= 7,18 kN T
am2
= 5,69 kN T
am10
= 5,69 kN T
am3
= 4,20 kN T
am11
= 4,20 kN T
am4
= 2,70 kN T
am12
= 2,70 kN T
am5
= 1,21 kN T
am13
= 1,21 kN T
am6
= -1,12 kN T
am14
= -1,12 kN T
am7
= -2,61 kN T
am15
= -2,61 kN T
am8
= -4,10 kN T
am16
= -4,10 kN T
a
= T
an
+ T
am
T
a1
= 7,27 kN T
a9
= 7,27 kN T
a2
= 5,78 kN T
a10
= 5,78 kN T
a3
= 4,80 kN T
a11
= 4,80 kN T
a4
= 2,80 kN T
a12
= 2,80 kN T
a5
= 1,30 kN T
a13
= 1,30 kN T
a6
= -1,03 kN T
a14
= -1,03 kN T
a7
= -2,52 kN T
a15
= -2,52 kN T
a8
= -4,01 kN T
a16
= -4,01 kN
i. Cross section area of bolt
A
ta
= 1
4 π 0,85 × D
2
A
ta
= 1
4 π 0,85 × 25
2
A
ta
= 354,65 mm
2
ta =
T
a1
Ata ta =
7,27 × 1000 354,65
ta = 20,58 Mpa ��ta = 273 Mpa OK j.
Kombinasi gaya geser dan gaya tarik i =
� ta
2
+ 3
2
i = �20,51
2
+ 3 × 1,01
2
i = 20,58 Mpa �� = 390 Mpa OK k.
Bearing plate thickness t Cek tebal plat yang mengalami tarik
Dari pemodelan menggunakan program SAP : Mtension = 2250,30 kgmm
M Z
≤ ta M
bt
2
6 ≤ ta
6M t
2
≤ ta t
2
≥ 6M
ta � ta = 0,7 × 390 × 10
� ta = 2730 kgcm
2
� ta = 27,3 kgmm
2
t ≥ �
6 × M
ta t
≥ 22,239 mm take plat t = 20 mm l.
Check for bearing plate t = 20 mm plat thickness
A
tu
= t × D = 20 × 25
= 500 mm
2
tu = Q
n × A
tu
tu =
7,93 × 1000 16 ×
25 × 20 tu = 0,99 Mpa �tu OK
Use bolt 16 M 25 2.
R1 dengan KB3
Gambar 4.12. Detail sambungan rafter dengan kolom Sumber : PT Bita Enarco Engineering
R1 WF 500×200×10×16 KB3 WF 350×350×12×19
a. Baut A 325
| = 585 Mpa Tegangan leleh
� = σl
1,5 � =
585 1,5
� = 390 Mpa Tegangan dasar �̅ = 0,6 × �
�̅ = 0,6 × 390 �̅ = 234 Mpa Tegangan geser ijin
� ta = 0,7 ×
� � ta
= 0,7 × 390 � ta
= 273 Mpa Tegangan tarik ijin � tu
= 1,5 × �
� tu = 1,5 × 390
� tu = 585 Mpa Tegangan tumpu ijin
b. Actual loads
Q = 16,68 kN Gaya geser aktual
N = 16,86 kN Gaya aksial aktual
M = 47,20 kNm Momen aktual
c. Dicoba diameter baut M 25
nx = 2 jumlah baut diatas ny = 8
n = 16 jumlah baut total e = 450 mm eksentrisitas
α = 5
o
α =
5× π
180
=0,09 rad ny
n nx
Ny = N × Sin α
Ny = 1,47 kN Nx = N × Cos
α Nx = 16,79 kN
Qx = Q × Sin α
Qx = 1,45 kN Qy = Q × Cos
α Qy = 16,62 kN
d. Gaya tahanan yang disebabkan oleh eksentrisitas
Q
1
= Ny + Qy = 1,47 + 16,62
= 18,09 kN N
1
= Nx + Qx = 16,79 + 1,45
= 18,25 kN M
1
= M +
�
Qx × e 1000
� + �
Nx × e 1000
� = 47,20 +
�
1,45 × 450 1000
� +�
16,79 × 450
1000
� = 55,41 kNm
e. Cek gaya geser
A
g
= 1
4 ×
π × D
2
A
g
= 1
4 ×
π × 25
2
A
g
= 490,86 mm
2
cross section area of bolt =
Q
1
n × Ag Qx
Q Qy
= 18,09 × 1000
16 × 490,86 = 2,30 Mpa �̅ = 234 Mpa O
f. Cek gaya tarik :
Gambar 4.13. Skema sambungan baut y
1
= 385 mm y
9
= 385 mm y
2
= 305 mm y
10
= 305 mm y
3
= 225 mm y
11
= 225 mm y
4
= 145 mm y
12
= 145 mm y
5
= 65 mm y
13
= 65 mm y
6
= -60 mm y
14
= -60 mm y
7
= -140 mm y
15
= -140 mm y
8
= -220 mm y
16
= -220 mm ∑y
2
= 777450 mm
2
g. Tension for one bolt by axial T
an
T
an
= N
1
n T
an
= 18,25
16 T
an
= 1,14 kN
h. Tension for one bolt by moment T
am
T
am
= M
1
× Yi ∑y
2
T
am1
= 27,44 kN T
am9
= 27,44 kN T
am2
= 21,74 kN T
am10
= 21,74 kN T
am3
= 16,04 kN T
am11
= 16,04 kN T
am4
= 10,33 kN T
am12
= 10,33 kN T
am5
= 4,63 kN T
am13
= 4,63 kN T
am6
= -4,28 kN T
am14
= -4,28 kN T
am7
= -9,98 kN T
am15
= -9,98 kN T
am8
= -15,68 kN T
am16
= -15,68 kN Ta = Tan + Tam
T
a1
= 28,58 kN T
a9
= 28,58 kN T
a2
= 22,88 kN T
a10
= 22,88 kN T
a3
= 17,18 kN T
a11
= 17,18 kN T
a4
= 11,48 kN T
a12
= 11,48 kN T
a5
= 5,77 kN T
a13
= 5,77 kN T
a6
= -3,14 kN T
a14
= -3,14 kN T
a7
= -8,84 kN T
a15
= -8,84 kN T
a8
= -14,54 kN T
a16
= -14,54 kN i.
Cross section area of bolt A
ta
= 1
4 π 0,85 × D
2
A
ta
= 1
4 π 0,85 × 25
2
A
ta
= 354,65 mm
2
ta =
T
a1
Ata ta =
28,58 × 1000 354,65
ta = 80,59 Mpa ��ta = 273 Mpa OK
j. Kombinasi gaya geser dan gaya tarik
i = � ta
2
+ 3
2
i = �80,59
2
+ 3 × 2,30
2
i = 80,69 Mpa �� = 390 Mpa OK k.
Bearing plate thickness t Cek tebal plat yang mengalami tarik
Dari pemodelan menggunakan program SAP : Mtension = 2250,30 kgmm
M Z
≤ ta M
bt
2
6 ≤ ta
6M t
2
≤ ta t
2
≥ 6M
ta � ta = 0,7 × 390 × 10
� ta = 2730 kgcm
2
� ta = 27,3 kgmm
2
t ≥ �
6 × M
ta t
≥ 22,239 mm take plat t = 20 mm l.
Check for bearing plate t = 20 mm plat thickness
A
tu
= t × D = 20 × 25
= 500 mm
2
tu =
Q n ×
Atu tu
= 7,93 × 1000
16 × 25 × 20
tu = 0,99 Mpa �tu OK Use bolt 16 M 25
3. BB1 dengan KB2
Gambar 4.14. Detail sambungan balok dengan kolom Sumber : PT Bita Enarco Engineering
BB1 WF 500×200×10×16 KB2 WF 400×400×13×21
a. Baut A 325
| = 585 Mpa Tegangan leleh � =
σl 1,5
� = 585
1,5 � = 390 Mpa Tegangan dasar
�̅ = 0,6 × � �̅ = 0,6 × 390
�̅ = 234 Mpa Tegangan geser ijin
� ta = 0,7 ×
� � ta
= 0,7 × 390 � ta
= 273 Mpa Tegangan tarik ijin � tu
= 1,5 × �
� tu = 1,5 × 390
� tu = 585 Mpa Tegangan tumpu ijin
b. Actual loads
Q = 115,22 kN Gaya geser aktual
N = 0 kN Gaya aksial aktual
M = 158,23 kNm Momen aktual
c. Dicoba diameter baut M 25
nx = 2 jumlah baut diatas ny = 8
n = 16 jumlah baut total e = 450 mm eksentrisitas
α = 5
o
α =
5× π
180
= 0,09 rad
Ny = N × Sin α
Ny = 0 kN Nx = N × Cos
α Nx = 0 kN
Qx = Q × Sin α
Qx = 10,04 kN Qy = Q × Cos
α Qy = 114,78 kN
d. Gaya tahanan yang disebabkan oleh eksentrisitas :
Q
1
= Ny + Qy = 0 + 114,78
= 114,78 kN ny
n nx
Qx
Q Qy
N
1
= Nx + Qx = 0 + 10,04
= 10,04 kN M
1
= M + Qx × e + Nx × e
= 158,23 + 10,04 × 450 + 0 × 450 = 162,75 kNm
e. Cek gaya geser
A
g
= 1
4 ×
π × D
2
A
g
= 1
4 ×
π × 25
2
A
g
= 490,86 mm
2
cross section area of bolt =
Q
1
n × Ag =
114,78 × 1000 16 × 490,86
= 14,61 Mpa �̅ = 234 Mpa OK f.
Cek gaya tarik
Gambar 4.15. Skema sambungan baut
y
1
= 385 mm y
9
= 385 mm y
2
= 305 mm y
10
= 305 mm y
3
= 225 mm y
11
= 225 mm y
4
= 145 mm y
12
= 145 mm y
5
= 65 mm y
13
= 65 mm y
6
= -60 mm y
14
= -60 mm y
7
= -140 mm y
15
= -140 mm y
8
= -220 mm y
16
= -220 mm ∑y
2
= 777450 mm
2
g. Tension for one bolt by axial T
an
T
an
= N
1
n T
an
= 10,04
16 T
an
= 0,63 kN h.
Tension for one bolt by moment T
am
T
am
= M
1
× Yi ∑y
2
T
am1
= 80,59 kN T
am9
= 80,59 kN T
am2
= 63,85 kN T
am10
= 63,85 kN T
am3
= 47,10 kN T
am11
= 47,10 kN T
am4
= 30,35 kN T
am12
= 30,35 kN T
am5
= 13,61 kN T
am13
= 13,61 kN T
am6
= -12,56 kN T
am14
= -12,56 kN T
am7
= -29,31 kN T
am15
= -29,31 kN T
am8
= -46,05 kN T
am16
= -46,05 kN Ta = Tan + Tam
T
a1
= 81,22 kN T
a9
= 81,22 kN T
a2
= 64,47 kN T
a10
= 64,47 kN T
a3
= 47,73 kN T
a11
= 47,73 kN T
a4
= 30,98 kN T
a12
= 30,98 kN
T
a5
= 14,23 kN T
a13
= 14,23 kN T
a6
= -11,93 kN T
a14
= -11,93 kN T
a7
= -28,68 kN T
a15
= -28,68 kN T
a8
= -45,43 kN T
a16
= -45,43 kN i.
Cross section area of bolt A
ta
= 1
4 π 0,85 × D
2
A
ta
= 1
4 π 0,85 × 25
2
A
ta
= 354,65 mm
2
ta =
T
a1
A
ta
ta = 81,22 × 1000
354,65 ta = 229,02 Mpa ��ta = 273 Mpa OK
j. Kombinasi gaya geser dan gaya tarik
i = � ta
2
+ 3
2
i = �81,22
2
+ 3 × 14,61
2
i = 230,41 Mpa �� = 390 Mpa OK k.
Bearing plate thickness t Cek tebal plat yang mengalami tarik
Dari pemodelan menggunakan program SAP : Mtension = 2250,30 kgmm
M Z
≤ ta M
bt
2
6 ≤ ta
6M t
2
≤ ta t
2
≥ 6M
ta � ta = 0,7 × 390 × 10
� ta = 2730 kgcm
2
� ta = 27,3 kgmm
2
t ≥ �
6 × M
ta t
≥ 22,239 mm take plat t = 20 mm l.
Check for bearing plate t = 20 mm plat thickness
A
tu
= t × D = 20 × 25
= 500 mm
2
tu =
Q n ×
Atu tu =
115,22 × 1000 16 × 25 × 20
tu = 14,40 Mpa �tu OK Use bolt 16 M 25
4. BB2 dengan KB2
Gambar 4.16. Detail sambungan balok dengan kolom Sumber : PT Bita Enarco Engineering
BB2 WF 450×200×9×14 KB2 WF 400×400×13×21
a. Baut A 325
| = 585 Mpa Tegangan leleh � =
σl 1,5
� = 585
1,5 � = 390 Mpa Tegangan dasar
�̅ = 0,6 × � �̅ = 0,6 × 390
�̅ = 234 Mpa Tegangan geser ijin
� ta = 0,7 ×
� � ta
= 0,7 × 390 � ta
= 273 Mpa Tegangan tarik ijin � tu
= 1,5 × �
� tu = 1,5 × 390
� tu = 585 Mpa Tegangan tumpu ijin
b. Actual loads
Q = 81,36 kN Gaya geser aktual
N = 0 kN Gaya aksial aktual
M = 83,56 kNm Momen aktual
c. Dicoba diameter baut M 25
nx = 2 jumlah baut diatas ny = 8
n = 16 jumlah baut total e = 450 mm eksentrisitas
α = 5
o
α =
5× π
180
=0,09 rad
ny n
nx
Ny = N × Sin α
Ny = 0 kN Nx = N × Cos
α Nx = 0 kN
Qx = Q × Sin α
Qx = 7,09 kN Qy = Q × Cos
α Qy = 81,05 kN
d. Gaya tahanan yang disebabkan oleh eksentrisitas :
Q
1
= Ny + Qy = 0 + 81,05
= 81,05 kN N
1
= Nx + Qx = 0 + 7,09
= 7,09 kN M
1
= M + Qx × e + Nx × e
= 83,56 + 7,09 × 450 + 0 × 450 = 86,75 kNm
e. Cek gaya geser :
A
g
= 1
4 ×
π × D
2
A
g
= 1
4 ×
π × 25
2
A
g
= 490,86 mm
2
cross section area of bolt =
Q
1
n × Ag Qx
Q Qy
= 81,05 × 1000
16 × 490,86 = 10,32 Mpa �̅ = 234 Mpa OK
f. Cek gaya tarik
Gambar 4.17. Skema sambungan baut y
1
= 385 mm y
9
= 385 mm y
2
= 305 mm y
10
= 305 mm y
3
= 225 mm y
11
= 225 mm y
4
= 145 mm y
12
= 145 mm y
5
= 65 mm y
13
= 65 mm y
6
= -60 mm y
14
= -60 mm y
7
= -140 mm y
15
= -140 mm y
8
= -220 mm y
16
= -220 mm ∑y
2
= 777450 mm
2
g. Tension for one bolt by axial T
an
T
an
= N
1
n T
an
= 7,09
16 T
an
= 0,44 kN
h. Tension for one bolt by moment T
am
T
am
= M
1
× Yi ∑y
2
T
am1
= 42,96 kN T
am9
= 42,96 kN T
am2
= 34,03 kN T
am10
= 34,03 kN T
am3
= 25,11 kN T
am11
= 25,11 kN T
am4
= 16,18 kN T
am12
= 16,18 kN T
am5
= 7,25 kN T
am13
= 7,25 kN T
am6
= -6,70 kN T
am14
= -6,70 kN T
am7
= -15,62 kN T
am15
= -15,62 kN T
am8
= -24,55 kN T
am16
= -24,55 kN Ta = Tan + Tam
T
a1
= 43,40 kN T
a9
= 43,40 kN T
a2
= 34,48 kN T
a10
= 34,48 kN T
a3
= 25,55 kN T
a11
= 25,55 kN T
a4
= 16,62 kN T
a12
= 16,62 kN T
a5
= 7,70 kN T
a13
= 7,70 kN T
a6
= -6,25 kN T
a14
= -6,25 kN T
a7
= -15,18 kN T
a15
= -15,18 kN T
a8
= -24,11 kN T
a16
= -24,11 kN i.
Cross section area of bolt A
ta
= 1
4 π 0,85 × D
2
A
ta
= 1
4 π 0,85 × 25
2
A
ta
= 354,65 mm
2
ta =
T
a1
Ata ta =
43,40 × 1000 354,65
ta = 122,38 Mpa ��ta = 273 Mpa OK
j. Kombinasi gaya geser dan gaya tarik
i = � ta
2
+ 3
2
i = �122,38
2
+ 3 × 10,32
2
i = 123,68 Mpa �� = 390 Mpa OK k.
Bearing plate thickness t Cek tebal plat yang mengalami tarik
Dari pemodelan menggunakan program SAP : Mtension = 2250,30 kgmm
M Z
≤ ta M
bt
2
6 ≤ ta
6M t
2
≤ ta t
2
≥ 6M
ta � ta = 0,7 × 390 × 10
� ta = 2730 kgcm
2
� ta = 27,3 kgmm
2
t ≥ �
6 × M
ta t
≥ 22,239 mm take plat t = 20 mm l.
Check for bearing plate t = 20 mm plat thickness
A
tu
= t × D = 20 × 25
= 500 mm
2
tu =
Q n ×
A
tu
tu = 81,36 × 1000
16 × 25 × 20
tu = 10,17 Mpa �tu OK Use bolt 16 M 25
5. BB2 dengan KB3
Gambar 4.18. Detail sambungan balok dengan kolom Sumber : PT Bita Enarco Engineering
BB2 WF 450×200×9×14 KB3 WF 350×350×13×21
a. Baut A 325
| = 585 Mpa Tegangan leleh � =
σl 1,5
� = 585
1,5 � = 390 Mpa Tegangan dasar
�̅ = 0,6 × � �̅ = 0,6 × 390
�̅ = 234 Mpa Tegangan geser ijin
� ta = 0,7 ×
� � ta
= 0,7 × 390 � ta
= 273 Mpa Tegangan tarik ijin � tu
= 1,5 × �
� tu = 1,5 × 390
� tu = 585 Mpa Tegangan tumpu ijin
b. Actual loads
Q = 84,09 kN Gaya geser aktual
N = 0 kN Gaya aksial aktual
M = 85,71 kNm Momen aktual
c. Dicoba diameter baut M 25
nx = 2 jumlah baut diatas ny = 8
n = 16 jumlah baut total e = 450 mm eksentrisitas
α = 5
o
α =
5× π
180
=0,09 rad
Ny = N × Sin α
Ny = 0 kN Nx = N × Cos
α Nx = 0 kN
Qx = Q × Sin α
Qx = 7,33 kN Qy = Q × Cos
α Qy = 83,77 kN
ny n
nx
Qx
Q Qy
d. Gaya tahanan yang disebabkan oleh eksentrisitas
Q
1
= Ny + Qy = 0 + 83,77
= 83,77 kN N
1
= Nx + Qx = 0 + 7,33
= 7,33 kN M
1
= M + Qx × e + Nx × e
= 85,71 + 7,33 × 450 + 0 × 450 = 89,01 kN
e. Cek gaya geser
A
g
= 1
4 ×
π × D
2
A
g
= 1
4 ×
π × 25
2
A
g
= 490,86 mm
2
cross section area of bolt =
Q
1
n × Ag =
83,77 × 1000 16 × 490,86
= 10,67 Mpa �̅ = 234 Mpa OK f.
Cek gaya tarik
Gambar 4.19. Skema sambungan baut
y
1
= 385 mm y
9
= 385 mm y
2
= 305 mm y
10
= 305 mm y
3
= 225 mm y
11
= 225 mm y
4
= 145 mm y
12
= 145 mm y
5
= 65 mm y
13
= 65 mm y
6
= -60 mm y
14
= -60 mm y
7
= -140 mm y
15
= -140 mm y
8
= -220 mm y
16
= -220 mm ∑y
2
= 777450 mm
2
g. Tension for one bolt by axial T
an
T
an
= N
1
n T
an
= 7,33
16 T
an
= 0,46 kN h.
Tension for one bolt by moment T
am
T
am
= M
1
× Yi ∑y
2
T
am1
= 44,08 kN T
am9
= 44,08 kN T
am2
= 34,92 kN T
am10
= 34,92 kN T
am3
= 25,76 kN T
am11
= 25,76 kN T
am4
= 16,60 kN T
am12
= 16,60 kN T
am5
= 7,44 kN T
am13
= 7,44 kN T
am6
= -6,87 kN T
am14
= -6,87 kN T
am7
= -16,03 kN T
am15
= -16,03 kN T
am8
= -25,19 kN T
am16
= -25,19 kN Ta = Tan + Tam
T
a1
= 44,54 kN T
a9
= 44,54 kN T
a2
= 35,38 kN T
a10
= 35,38 kN T
a3
= 26,22 kN T
a11
= 26,22 kN T
a4
= 17,06 kN T
a12
= 17,06 kN T
a5
= 7,90 kN T
a13
= 7,90 kN
T
a6
= -6,41 kN T
a14
= -6,41 kN T
a7
= -15,57 kN T
a15
= -15,57 kN T
a8
= -24,73 kN T
a16
= -24,73 kN i.
Cross section area of bolt A
ta
= 1
4 π 0,85 × D
2
A
ta
= 1
4 π 0,85 × 25
2
A
ta
= 354,65 mm
2
ta =
T
a1
Ata ta =
44,54 × 1000 354,65
ta = 125,58 Mpa ��ta = 273 Mpa OK j.
Kombinasi gaya geser dan gaya tarik i =
� ta
2
+ 3
2
i = �125,58
2
+ 3 × 10,67
2
i = 126,93 Mpa �� = 390 Mpa OK k.
Bearing plate thickness t Cek tebal plat yang mengalami tarik
Dari pemodelan menggunakan program SAP : Mtension = 2250,30 kgmm
M Z
≤ ta M
bt
2
6 ≤ ta
6M t
2
≤ ta t
2
≥ 6M
ta � ta = 0,7 × 390 × 10
� ta = 2730 kgcm
2
� ta = 27,3 kgmm
2
t ≥ �
6 × M
ta t
≥ 22,239 mm take plat t = 20 mm l.
Check for bearing plate t = 20 mm plat thickness
A
tu
= t × D = 20 × 25
= 500 mm
2
tu =
Q n ×
A
tu
tu = 84,09 × 1000
16 × 25 × 20 tu = 10,51 Mpa �tu OK
Use bolt 16 M 25
100