Data - data Konstruksi : Kuda - kuda type Kemiringan atap ( α ) Bentang Kuda - kuda ( B ) Panjang Gudang ( L ) Jarak antar kolom Penutup atap Sifat dinding Tinggi kolom ( h )
= = = = = = = =
D 30 ˚ 20 m 44 m 4.5 m Seng gelombang Tertutup 4m P5 I P4
P6
A5
A4
K
G P3
P7
A6
A3 V4
M
E P2
A2
B1
C
D5
O V6
F
B2
H
B3
B4
J
B5
P8
A7 V5
D1
V1
30°
L
A8
D6
N
B6
P
B7
B8
200
DETAIL KUDA-KUDA
G G G G
G G G
G
G
G
KK
G
KK
G
KK G
2000
G
G
KK
G
G
N
KK
G
G
KK KK
G
KK
G
G
KK
G
200
G
4000
G G
G
G
G
G 200
RENCANA ATAP
P9 X 21
V7
2000
200
A
A1
D4
D2
V2
D P1 X 21
D3
V3
B
PERHITUNGAN PANJANG BATANG : Batang bawah ( B ) = B : L : B
=
20 8
X → X= L=
= 2.5 m
Batang atas ( A ) = A : B : Cos α A
=
8 bh 20 m
2.5 0.866
Batang vertikal ( V ) = V1 = V7 = = = V2 = V6 = = = V3 = V5 = = = V4 = = = Batang diagonal ( D ) = D1 = D6 = = = = D2 = D6 = = = = D3 = D4 = = = =
=
→ Cos 30 ˚ B 2.887
2.5 . 2.5 . 1.443 2.5 . 2.5 . 2.885 2.5 . 2.5 . 4.328 2.5 . 2.5 . 5.770
= =
0.866 2.5 m
m
tg 30 0.577 m tg 30 0.577 m tg 30 0.577 m tg 30 0.577 m
˚
˚ .
2
.
3
.
4
˚
˚
( 2.5 ² + 1.443 ( 6.250 + 2.081 ( 8.331 ) ½ 2.886 m ( 2.5 ² + 2.886 ( 6.250 + 8.331 ( 14.581 ) ½ 3.818 m ( 2.5 ² + 4.328 ( 6.250 + 18.727 ( 24.977 ) ½ 4.998 m
² )½
)½
² )½
)½
² )½
)½
PERHITUNGAN DIMENSI GORDING Dicoba memakai gording C 12 H = 120 mm B = 55 mm D = 7 mm Wx = 60.7 mm Wy = 11.1 mm Berat profil = 13.4 Kg.m¹ #
Berat gording dan atap …………………. ( K1 ) gording = 13.4 Kg.m¹ seng gelombang = 10.0 Kg.m¹ + Q = 23.4 Kg.m² Baut 10 % = 2.34 Kg.m² + 25.7 Kg.m² Qy
→ Q total =
26 Kg.m²
= Q total . Cos 30 ˚ = 26 . 0.866 = 22.516 Kg.m¹
⅛ Mx₁ = . Qy = 0.125 . 22.516 = 56.9936 Kg.m¹
. .
L ² 4.5 ²
⅛ My₁ = . Q total . Sin α . L ² = 0.125 . 26 . Sin 30˚ . 4.5 ² = 0.125 . 26 . 0.5 . 20.25 = 32.9063 Kg.m¹ #
Beban angin pada atap …………………. ( K2 ) Beban angin = 40 Kg.m² kemiringan atap = 30 ˚ dipihak angin
C1 = 0.02 = 0.02 = 0.6 dibelakang angin C2 = -0.4
. α . 30 0.4 = 0.2
Dari tabel pembebanan pengaruh angin ditentukan : beban dipihak angin W1 = C1 . = 0.2 . = 23.09469 beban dibelakang angin W2 = C2 . = -0.4 = -46.1894 ⅛ Mx₂ = . W1 . L ² = 0.125 . 23.0947 . 4.5 ² = 58.4584 Kg.m¹
0.4 0.4
A . 40 2.887 . 40 Kg.m¹ A . 40 . 2.887 . 40 Kg.m¹
Mx₂ = = = My₂ = #
⅛ . W2 . 0.125 . -46.189 -116.917 Kg.m¹
L ² . 4.5 ²
0
Beban hidup …………………. ( K3 ) untuk beban ini ditentukan P = 100
Kg terpusat di tengah batang
Mx₃ = = =
¼ . 100 . Cos 30˚ . 0.25 . 100 . 0.866 97.425 Kg.m¹
4.5 .
My₂ = = =
¼ . 100 . Sin 30˚ . ( 4.5 0.25 . 100 . 0.5 . 28.125 Kg.m¹
4.5
/ 2 ) 2.25
Kombinasi pembebanan ( P ditiadakan saat angin bekerja ) Kombinasi K1 + K2 Mx₁ + Mx₂ = 56.9936 = 115.452 Mx₁ + Mx₂ = 56.9936 = -59.923 My₁ + My₂ = 32.9063 = 32.906 My₁ + My₂ = 32.9063 = 32.906 Total Mx = 115.452 -59.923 55.529 Total My = 32.906 32.906 65.813 Kombinasi K1 + K3 Mx₁ + Mx₃ = 56.9936 = 154.419 My₁ + My₂ = 32.9063 = 61.031
+ 58.4584 Kg.m¹ + -116.917 Kg.m¹ + 0 + Kg.m¹ Kg.m¹ Kg.m¹ Kg.m¹ Kg.m¹ Kg.m¹
0
+
+
+ 97.425 Kg.m¹ + 28.125 Kg.m¹
Total Mx =
154.419 Kg.m¹
Total My =
61.031 Kg.m¹
JADI, kombinasi terbesar yang menentukan adalah kombinasi K1 + K3
TEGANGAN YANG TERJADI Mx My σ = + Wx Wy 154.419 . 10 ² = + 60.7 = 254.396 + 549.831 = 804.227 Kg.cm²
61.031
.
10 ²
11.1
σ < σ Baja BJ 37 Kg.cm² Kg.cm² < 1600 OOOOKKKKKEEEEYYY
804.227
JADI, Memakai Baja BJ 37
KONTROL LENDUTAN e = 2.1 . 10 ⁶ Fy
=
4 384
x
=
4 384
x
= = Fx
=
4 384
x
=
4 384
x
= = F
3693 293529.6 0.013
= = = = =
F izin =
2132 34844.544 0.061 ( ( ( (
Q
. Cos α . E . Ix
26 . 2.1 .
7891 36691.2 0.215
+ + Q
0.866 10 ⁶
+
Fx ² + 1.107 ² 1.226 + 1.278 ) ½
. .
=
0.500 10 ⁶
4556 4355.568 1.046
+
1 48
450 ⁴ 364
+
L⁴
. .
+
1 48
450 ⁴ 43.21
=
x
L
1.107
Fy
² )½ 0.228 ² ) ½ 0.052 ) ½
+
=
1 250
x
450
JADI, F < F izin 1.130 < 1.8 OOOOKKKKKEEEEYYY
=
x
+
1.130
1 250
x
P
1 48
. Cos α E . Ix x
100 . 2.1 .
.
L³
0.866 10 ⁶
. .
450 364
. .
450 43.21
0.228
. Sin α . E . Ix
26 . 2.1 . +
L⁴
1.8
P
1 48
. Sin α E . Ix x
100 . 2.1 .
.
L³
0.500 10 ⁶
PERHITUNGAN PEMBEBANAN >
>
Data - data Konstruksi : Berat gording Kemiringan atap ( α ) Bentang Kuda - kuda ( B ) Jarak antar kolom Penutup atap Penggantung Plafond Tinggi kolom ( h ) Jarak gording
= = = = = = = =
13.2 Kg.m¹ 30 ˚ 25 m 4.5 m Seng gelombang : 18 Kg.cm² 5m A 2.887 = L 4.5
10 Kg.cm²
=
0.64
m
Pembebanan beban gording = 4 . 13.2
.
4.5
=
237.600 Kg.cm²
beban atap dan plafond = 28 . 2.887 .
4.5
=
363.741 Kg.cm²
beban kuda - kuda = 27 . 2.887
4.5
=
350.751 Kg.cm²
=
105.225 Kg.cm²
.
sambungan dan perlengkapan = 30 % 350.751 beban hidup P muatan tak terduga 10 %
= =
= = =
P x 10 1157.32 x 115.732
P total = =
115.732 + 1273.049
100.000 Kg.cm² + 1157.32 Kg.cm² % 10
%
1157.317
RA = RB = P1 + P2 + P3 + P4 + P5 + P6 + P7 + P8 + P9
= 636.524 + 1273.05 + 1273.05 + 636.524 =
10184.390 2
=
5092.195
Kg
1273.05
+ 1273.05 + 1273.05 + 1273.05 + 1273.05 2
>
Perhitungan pembebanan angin Beban angin = 40 Kg.m² kemiringan atap = 30 ˚ dipihak angin
C1 = 0.02 = 0.02 = 0.6 dibelakang angin C2 = -0.4
. α . 30 0.4 = 0.2
0.4 0.4
Dari tabel pembebanan pengaruh angin ditentukan : beban tekan angin W1 = C1 . 40 = 0.2 . 40 = 8 Kg.m¹ beban hisap angin W2 = C2 . 40 = -0.4 40 = -16 Kg.m¹ Pengaruh angin tekan ( W1 ) 2.887 A = x 4.5 x 2
=
8 (titik buhul)
8
= 51.96305 Kg
D
=
2.887
x 4.5 x
8
= 103.9261 Kg
E
=
2.887
x 4.5 x
8
= 103.9261 Kg
G
=
2.887
x 4.5 x
8
= 103.9261 Kg
I
=
2.887 2
x 4.5 x
8
= 51.96305 Kg
Pengaruh angin hisap ( W2 ) = -16 (titik buhul) 2.887 I = x 4.5 x -16 = -103.926 Kg 2 K
=
2.887
x 4.5 x -16 =
-207.852 Kg
M
=
2.887
x 4.5 x -16 =
-207.852 Kg
O
=
2.887
x 4.5 x -16 =
-207.852 Kg
B
=
2.887 2
x 4.5 x -16 =
-103.926 Kg
MUATAN TETAP PER BATANG BATANG NAMA A1 A2 A3 A4 A5 A6 A7 A8 B1 B2 B3 B4 B5 B6 B7 B8 V1 V2 V3 V4 V5 V6 V7 D1 D2 D3 D4 D5 D6
SKALA
PANJANG ( cm ) 21.77 18.66 15.55 12.44 12.44 15.55 18.66 21.77 18.85 18.85 16.16 13.46 13.46 16.16 18.85 18.85 0 1.55 3.11 9.33 3.11 1.55 0 3.11 4.11 5.38 5.38 4.11 3.11
BESAR GAYA BATANG ( Kg )
GAYA ( Kg) 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000
TARIK ( + ) 0 0 0 0 0 0 0 0 18850 18850 16160 13460 13460 16160 18850 18850 0 0 0 0 0 0 0 0 0 0 0 0 0
TEKAN ( - ) 21770 18660 15550 12440 12440 15550 18660 21770 0 0 0 0 0 0 0 0 0 1550 3110 9330 3110 1550 0 3110 4110 5380 5380 4110 3110
REAKSI GAYA SIMPUL A & B PANJANG REAKSI
GAYA ANGIN
GAYA ANGIN
TARIK
TEKAN
TARIK
TEKAN
(+)
(-)
RA
10.62
7.029
10620
RB
10.62
2.650
RAV
5.31
RAH
9.2
KOMBINASI TARIK
TEKAN
(+)
(-)
7029
3591
0
10620
2650
7970
0
5.310
5310
5310
0
0
4.6
9200
4600
4600
0
1
:
1000
1
:
1000
ANGIN KIRI TEKAN BATANG NAMA A1 A2 A3 A4 A5 A6 A7 A8 B1 B2 B3 B4 B5 B6 B7 B8 V1 V2 V3 V4 V5 V6 V7 D1 D2 D3 D4 D5 D6
PANJANG ( cm ) 8.614 7.295 5.967 4.639 5.303 5.303 5.303 5.303 11.47 11.47 9.192 6.89 4.59 4.59 4.59 4.59 0 1.131 2.640 3.970 0 0 0 2.638 3.506 4.594 0 0 0
SKALA GAYA ( Kg) 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000
BESAR GAYA BATANG ( Kg ) TARIK ( + ) 0 0 0 0 0 0 0 0 11470 11470 9192 6890 4590 4590 4590 4590 0 0 0 0 0 0 0 0 0 0 0 0 0
TEKAN ( - ) 8614 7295 5967 4639 5303 5303 5303 5303 0 0 0 0 0 0 0 0 0 1131 2640 3970 0 0 0 2638 3506 4594 0 0 0
ANGIN KANAN HISAP BATANG NAMA A1 A2 A3 A4 A5 A6 A7 A8 B1 B2 B3 B4 B5 B6 B7 B8 V1 V2 V3 V4 V5 V6 V7 D1 D2 D3 D4 D5 D6
PANJANG ( cm ) 10.62 10.62 10.62 10.62 9.29 11.95 14.590 17.27 0 0 0 0 4.6 9.19 13.8 13.8 0 0 0 7.96 5.311 2.64 0 0 0 0 9.2 7.01 5.32
SKALA GAYA ( Kg) 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000
BESAR GAYA BATANG ( Kg ) TARIK ( + ) 10620 10620 10620 10620 9290 11950 14590 17270 0 0 0 0 0 0 0 0 0 0 0 7960 5311 2640 0 0 0 0 9200 7010 5320
TEKAN ( - ) 0 0 0 0 0 0 0 0 0 0 0 0 4600 9190 13800 13800 0 0 0 0 0 0 0 0 0 0 0 0 0
GAYA RANGKA BATANG AKIBAT ANGIN ( KOMBINASI ) ANGIN TEKAN ( Kg )
ANGIN HISAP ( Kg )
KOMBINASI ( Kg )
BATANG
TARIK
TEKAN
TARIK
TEKAN
TARIK
TEKAN
A1 A2 A3 A4 A5 A6 A7 A8 B1 B2 B3 B4 B5 B6 B7 B8 V1 V2 V3 V4 V5 V6 V7 D1 D2 D3 D4 D5 D6
(+) 0 0 0 0 0 0 0 0 11470 11470 9192 6890 4590 4590 4590 4590 0 0 0 0 0 0 0 0 0 0 0 0 0
(-) 8614 7295 5967 4639 5303 5303 5303 5303 0 0 0 0 0 0 0 0 0 1131 2640 3970 0 0 0 2638 3506 4594 0 0 0
(+) 10620 10620 10620 10620 9290 11950 14590 17270 0 0 0 0 0 0 0 0 0 0 0 7960 5311 2640 0 0 0 0 9200 7010 5320
(-) 0 0 0 0 0 0 0 0 0 0 0 0 4600 9190 13800 13800 0 0 0 0 0 0 0 0 0 0 0 0 0
(+) 2006 3325 4653 5981 3987 6647 9287 11967 11470 11470 9192 6890 -10 0 0 0 0 0 0 3990 5311 2640 0 0 0
(-) 0 0 0 0 0 0 0 0 0 0 0 0 0 4600 9210 9210 0 1131 2640 0 0 0 0 2638 3506 4594 0 0 0
9200 7010 5320
GAYA RANGKA BATANG ( KOMBINASI ) AKIBAT BEBAN TETAP DAN BEBAN ANGIN BEBAN TETAP ( Kg )
BEBAN ANGIN ( Kg )
KOMBINASI ( Kg )
BATANG
TARIK
TEKAN
TARIK
TEKAN
TARIK
TEKAN
A1 A2 A3 A4 A5 A6 A7 A8 B1 B2 B3 B4 B5 B6 B7 B8 V1 V2 V3 V4 V5 V6 V7 D1 D2 D3 D4 D5 D6
(+) 0 0 0 0 0 0 0 0 18850 18850 16160 13460 13460 16160 18850 18850 0 0 0 0 0 0 0 0 0 0 0 0 0
(-) 21770 18660 15550 12440 12440 15550 18660 21770 0 0 0 0 0 0 0 0 0 1550 3110 9330 3110 1550 0 3110 4110 5380 5380 4110 3110
(+) 2006 3325 4653 5981 3987 6647 9287 11967 11470 11470 9192 6890 -10 0 0 0 0 0 0 3990 5311 2640 0 0 0 0 9200 7010 5320
(-) 0 0 0 0 0 0 0 0 0 0 0 0 0 4600 9210 9210 0 1131 2640 0 0 0 0 2638 3506 4594 0 0 0
(+) 0 0 0 0 0 0 0 0 30320 30320 25352 20350 13450 11560 9640 9640 0 0 0 0 2201 1090 0 0 0 0 3820 2900 2210
(-) 19764 15335 10897 6459 8453 8903 9373 9803 0 0 0 0 0 0 0 0 0 2681 5750 5340 0 0 0 5748 7616 9974 0 0 0
PERHITUNGAN PROFIL KUDA - KUDA Batang atas A Nama batang = Gaya batang Max ( P ) = Panjang batang =
A1, A2, A3, A4, A5, A6, A7, A8 19764 Kg 3.608 m → 360.8 cm
Dicoba menggunakan profil Ix = 177.0 cm⁴ F = 19.2 cm² ix = 3.04 cm s = 28.2 mm → e total = iy = = = iy = = = =
2.82
100 . 100 . 10
2.82
+ 0.5 =
Baut = 14 mm
cm 3.32
cm
2 ( Ix + F (e)² ) 2 ( 177.0 + 19.2 ( 3.32 777.26 cm² ( 777.26 / 2 . F ) ½ ( 777.26 / 2 . 19.2 ) ½ ( 20.2412 ) ½ 4.499 cm
maka ix = e = 2.1
)
3.04 cm adalah i minimum ( i min ) . 10 ⁶
LK i min
=
v kt =
π² . e x²
=
σ kt =
v kt s
=
λ=
)²
360.8 3.04 3.14
= 118.684 ²
1469.917 2.82
. 2.1 . 118.684 ²
10 ⁶
=
=
521.247
Kg.cm²
=
514.688
Kg.cm²
Tegangan yang timbul ( σ ) σ=
P 2F
=
2
514.688
Profil
19764 . 19.2
σ < σ kt Kg.cm² < 521.247 OOOOKKKKKEEEEYYY
100 . 100 . 10
bisa dipakai.
Kg.cm²
20705160 14085.942
=
1469.917
Kg.cm²
Batang bawah B Nama batang Gaya batang Max ( P ) Panjang batang Tegangan izin
= = = =
B1, B2, B3, B4, B5, B6, B7, B8 30320 Kg 3.13 m → 313 cm 1600 Kg.cm²
Dicoba menggunakan profil 90 . 90 . 9 Ix = 116.0 cm⁴ F = 15.5 cm² → 2F = 31 ix = 2.74 cm s = 25.4 mm → 2.54 cm F efk = =
31 - 2 ( 29.2 cm²
λ=
LK i min
=
σ=
P F efk
=
312.5 2.74
1.5
.
0.6
Baut = 14 mm
)
= 114.051
30320 29.2
=
1038.356
σ < Ŧ 1038.356 Kg.cm² < 1600 OOOOKKKKKEEEEYYY Profil
90 . 90 . 9
Kg.cm²
Kg.cm²
bisa dipakai.
Batang diagonal D BATANG TARIK Nama batang Gaya batang Max ( P ) Panjang batang Max Tegangan izin
= = = =
D4, D5, D6 3820 Kg 5.409 m → 1600 Kg.cm²
Dicoba menggunakan profil 80 . 80 . 10 Ix = 87.5 cm⁴ F = 15.1 cm² → 2F = 30.2 ix = 2.41 cm s = 23.4 mm → 2.34 cm λ=
LK i min
=
( λg = π = 3.14 ( = 111.016
540.9 2.41 e / 2.1 .
540.9 cm
Baut = `14 mm cm²
= 224.440 0.7 Te ) ½ 10 ⁶ / 0.7 .
2400 )
λ
λs=
224.440 111.016
=
λg
untuk λ ≥ 1 maka w
= =
= 2.021693 ≥
2.381 2.381
. .
F efk = 30.2 - 2 ( 1.5 . = 25.7 cm² 25.7 F efk . б . 1600 σ= = w 4.814
Profil
λs 2.021693 1.5
=
P σ > Kg > 3820 OOOOKKKKKEEEEYYY
80 . 80 . 10
bisa dipakai.
= = = =
F efk = = σ=
LK i min
=
540.9 2.74
31 - 2 ( 26.5 cm²
P F efk
=
1.5
9974 31
.
1.5
90 . 90 . 9
540.9 cm
Baut = 14 mm cm²
)
=
bisa dipakai.
Kg
Kg
= 197.409
321.742
σ < Ŧ 321.742 Kg.cm² < 1600 OOOOKKKKKEEEEYYY Profil
4.81365
8542.371
D1, D2, D3 9974 Kg 5.409 m → 1600 Kg.cm²
Dicoba menggunakan profil 90 . 90 . 9 Ix = 116.0 cm⁴ F = 15.5 cm² → 2F = 31 ix = 2.74 cm s = 25.4 mm → 2.54 cm λ=
=
)
8542.371
BATANG TEKAN Nama batang Gaya batang Max ( P ) Panjang batang Max Tegangan izin
1
Kg.cm²
Batang vertikal V BATANG TARIK Nama batang Gaya batang Max ( P ) Panjang batang Max Tegangan izin
= = = =
V5, V6 2201 6.247 1600
Dicoba menggunakan profil 80 . 80 . 12 Ix = 102.0 cm⁴ F = 17.9 cm² → 2F = 35.8 ix = 2.39 cm s = 24.1 mm → 2.41 cm λ=
LK i min
F efk = = σ=
35.8 31.3
P F efk
=
- 2 cm²
(
1.5
.
1.5
=
80 . 80 . 12
bisa dipakai.
= = = =
( λg = π = 3.14 ( = 111.016 λs=
λ
=
624.7 2.39 e / 2.1 .
Kg.cm²
V2, V3, V4 5340 Kg 6.247 m → 1600 Kg.cm²
Dicoba menggunakan profil 80 . 80 . 12 Ix = 102.0 cm⁴ F = 17.9 cm² → 2F = 35.8 ix = 2.39 cm s = 24.1 mm → 2.41 cm =
cm²
70.319
σ < Ŧ Kg.cm² < 1600 OOOOKKKKKEEEEYYY
LK i min
Baut = 20 mm
)
70.319
BATANG TEKAN Nama batang Gaya batang Max ( P ) Panjang batang Max Tegangan izin
λ=
624.7 cm
= 261.381
2201 31.3
=
Profil
624.7 2.39
Kg m → Kg.cm²
624.7 cm
Baut = 14 mm cm²
= 261.381 0.7 Te ) ½ 10 ⁶ / 0.7 .
261.381
= 2.354447 ≥
2400 )
1
λs=
=
λg
untuk λ ≥ 1 maka w
111.016 = =
2.381 2.381
= 2.354447 ≥ . .
F efk = 35.8 - 2 ( 1.5 . = 31.3 cm² 31.3 F efk . б . 1600 σ= = w 5.606
λs 2.354447 1.5
1
=
) =
P > 8933.383 Kg > 5340 OOOOKKKKKEEEEYYY
8933.383
σ
Profil
80 . 80 . 12
bisa dipakai.
5.60594
Kg
Kg
PERHITUNGAN BAUT PADA TIAP TITIK BUHUL Profil seluruh kuda-kuda tebal plat diameter baut diameter lubang tegangan geser izin б Ng = = = Ntp = = =
100 . 100 . 10 10 mm 14 mm 14 + 1 = 1600 Kg.cm²
= = = =
0.25 . π . 0.25 . 3.14 2826 Kg d
. t 1.5 . 2160
.
бt 1.0
15 mm
d ² . б . 1.5 ² .
. .
б 0.9
.
1600
Ntp Ng > 2826 > 2160 OOOOKKKKKEEEEYYY
1600
JUMLAH BAUT TITIK BUHUL A = B Batang A1 n
=
gaya A1 = Ng
19764 2826
=
6.99363 →
5
bh
=
gaya B1 = Ng
30320 2826
=
10.729 →
7
bh
Batang B1 n
JUMLAH BAUT TITIK BUHUL D = O Batang A1 dan A2 gaya A1 - gaya A2 n = = Ng Batang D1 gaya D1 5748 n = = Ng 2826 Batang V1 gaya V1 0 n = = Ng 2826
19764
15335
2826
=
2.034
→
3
bh
=
0
→
3
bh
15335
2826
=
1.567
→
3
bh
=
1.570
→
3
bh
JUMLAH BAUT TITIK BUHUL E = M Batang A2 dan A3 gaya A2 - gaya A3 n = = Ng Batang D2 gaya D2 7616 n = = Ng 2826 Batang V2 gaya V2 2681 n = = Ng 2826
10897
=
2.695
→
3
bh
=
0.949
→
3
bh
JUMLAH BAUT TITIK BUHUL E = K Batang A3 dan A4 gaya A3 - gaya A4 n = = Ng Batang D3 gaya D3 9974 n = = Ng 2826 Batang V3 gaya V3 5750 n = = Ng 2826
10897
6459
2826
=
3.529
→
3
bh
=
2.035
→
3
bh
=
1.570
→
3
bh
=
0.000
→
3
bh
=
1.758
→
3
bh
JUMLAH BAUT TITIK BUHUL I Batang A4 n
=
gaya A4 = Ng
6459 2826
=
2.286
→
3
bh
=
gaya A5 = Ng
8453 2826
=
2.991
→
3
bh
=
gaya V4 = Ng
5340 2826
=
1.890
→
3
bh
Batang A5 n Batang V4 n
JUMLAH BAUT TITIK BUHUL C = P Batang B1 dan B2 gaya B1 - gaya B2 n = = Ng Batang V1 gaya V1 0 n = = Ng 2826
30320
=
0.000
30320
2826 →
3
bh
JUMLAH BAUT TITIK BUHUL F = N Batang B2 dan B3 gaya B2 - gaya B3 n = = Ng Batang D1 gaya D1 5748 n = = Ng 2826 Batang V2 gaya V2 2681 n = = Ng 2826
30320
25352
2826
=
2.034
→
3
bh
=
0.949
→
3
bh
JUMLAH BAUT TITIK BUHUL H = L Batang B3 dan B4 gaya B3 - gaya B4 n = = 0 Batang D2 gaya D2 7616 n = = Ng 2826 Batang V3 gaya V3 5750 n = = Ng 2826
25352
20350
2826
=
2.695
→
3
bh
=
2.035
→
3
bh
=
JUMLAH BAUT TITIK BUHUL J Batang B4 n
=
gaya B4 = Ng
20350 2826
=
7.201
→
5
bh
=
gaya B5 = Ng
13450 2826
=
4.759
→
4
bh
=
gaya V4 = Ng
5340 2826
=
1.890
→
3
bh
=
gaya D3 = Ng
9974 2826
=
3.529
→
3
bh
=
gaya D4 = Ng
3820 2826
=
1.352
→
3
bh
Batang B5 n Batang V4 n Batang D3 n Batang D4 n
MENENTUKAN KOPEL jumlah pelat koppel = tebal pelat ( + ) = gaya max = lebar pelat =
8 8 9803 18
bh mm Kg cm
gaya batang yang dipikul pelat koppel ( D ) : D = 0.015 . P = 0.015 . 9803 = 147.045 Kg
1.770
→
3
bh
Ng = = = Ntp = = =
0.25 . π . 0.25 . 3.14 5024 Kg d
. t 1.8 . 4608
.
бt 0.8
d ² . б . 2 ² .
1600
. .
1600
б 2
.
Ng > Ntp maka, Ntp lah yang menentukan n
=
D Ntp
147.045 4608
=
=
0.032
→
2
bh
PERHITUNGAN KOLOM >
>
Data - data Konstruksi : Berat gording Kemiringan atap ( α ) Bentang Kuda - kuda ( B ) Jarak bagin Kuda - kuda Jarak antar kolom Penutup atap Penggantung Plafond Tinggi kolom ( h ) Jarak gording
= = = = = = = = =
13.2 30 ˚ 25 m 3.1 m 4.5 m Seng gelombang : 18 Kg.cm² 5m A 3.608 = L 4.5
10 Kg.cm²
=
0.80
Pembebanan beban gording = 4 . 13.2
.
4.5
=
237.600 Kg.cm²
beban atap dan plafond = 28 . 3.608 .
4.5
=
454.608 Kg.cm²
beban kuda - kuda = 27 . 3.608
4.5
=
438.372 Kg.cm²
=
131.512 Kg.cm²
.
sambungan dan perlengkapan = 30 % 438.372 beban hidup P
= =
100.000 Kg.cm² + 1362.09 Kg.cm²
m
Perhitungan reaksi kolom :
P P
P
P
P
P
P
P
RA
RA 20 .
∑MA = 0 - RB . 25
+
P
.
21.9
P
.
9.4 +
P
.
6
+
- RB
.
25
+
P
(
25
+
- RB
.
25
+
P
( 113 )
P
. 113 113 = P 25 25
RB =
+
P
.
19
+
P
P
.
3.1
+
=
0
21.9
+
19
+
= 4.5
P
.
15.6
15.6
+
RA = RB = 4.5 . P = 4.5 . 1362.09 = 6129.412 Pendimensian kolom tinggi kolom ( h ) = б kolom Bj 37 = N =
5m → 500 1600 Kg.cm² 6129.412
Dicoba menggunakan profil t1 = 9 mm t2 = 14 mm A = 101.5 cm² ix = 14.6 cm² iy = 6 cm² Wx = 1280 cm³ Wy = 292 cm³ arah tegak lurus sumbu x k = 1 L ky λx = = ix ( λg = π = 3.14 ( = 111.016 λs=
λx λg
=
mm
WF 350 . 250
k
L
=
ix e / 2.1 .
1
. 500 14.6
0.7 Te ) 10 ⁶ /
34.247 111.016
=
½ 0.7 .
0.308
= 34.2466
2400 )
13
+
P
.
13
+
+
9.4 +
6
+ 3.1
untuk
0.183
< λs <
Wx =
1.41 1.593 -
nx
=
π² N
E A = . λ x²
nx nx - 1
=
292.342 292.342 -1
Bx
= = =
Mx = = =
λs `
=
1.593
3.14
=
1.41 -
0.308
² . 2.1 . 6129.412 .
1.003
=
1.098
10 ⁶ 101.5 34.247 ²
=
2.1E+09 = 292.342 7188746
=
2.1E+09 = 4.3E+07
1
→
0.6 + 0.4 . Mx1/Mx2 0.6 + 0.4 . 0 0.6 0.125 . 0.125 . 383088.263
arah tegak lurus sumbu x k = 1 L ky λy = = iy ( λg = π = 3.14 ( = 111.016 λy λg
λs= untuk
1 maka
0.183
N . L 6129.412
.
k
1
L
=
iy e / 2.1 .
< λs <
Wy =
1.41 1.593 -
ny
=
π² N
E A = . λ x²
ny ny - 1
=
49.373 49.373 -1
λs `
.
0.7 Te ) 10 ⁶ /
=
½ 0.7 .
= 83.3333
2400 )
0.751
1 maka =
1.593
3.14
=
1.41 -
Kg.cm² <
0.751
² . 2.1 . 6129.412 .
1.021
→
Cek persamaan interaksi N ny Mx a) Wx + Bx x A ny - 1 Wx 6129.412 1.098 + 0.6 x 101.5 245.860
500 6
83.333 111.016
=
500
1600
=
1.674
10 ⁶ 101.5 83.333 ²
1
<
б
1
383088.263 1280
Kg.cm²
<
1600
Kg.cm²
49.373
b)
Wx
N A
<
1.674
б
6129.412 101.5
<
1600
Kg.cm²
<
1600
101.083 c)
N Mx + < A Wx 6129.412 + 101.5 359.676
Profil
383088.263 1280 <
Beban aksial ( P ) = P'C = 0.35 0.35 1.05
A perlu = = =
<
1600
1600
Kg.cm²
Kg.cm²
bisa dipakai.
Pelat dasar kolom pada pondasi 1 kip = 4.536 . 10 ² 1 m² = 6.452 cm²
Fp = = =
Kg.cm²
б
Kg.cm²
WF 350 . 250
Kg.cm²
Kg
6129.412 3 ksi
=
1351.281
. P'C . 3 kgi
P / FP 1351.281 1286.935
/
1.05
Profil yang digunakan adalah A = 101.5 cm² d = 34 cm b = 25 cm
WF 350 . 250
menentukan lebar ( B ) dan panjang ( N ) pelat dimana harus memenuhi syarat : B x N ≥
5590.486
cm²
untuk pemilihan B dan N sedemikian hingga perbedaan ( selisih ) diantara keduanya mendekati : 0.92 d - 0.80 b 0.92 . 34
-
0.8
.
25
=
dicoba berbagai gaya B dan N sebagai berikut : B x N ≥
5590.486
cm²
11.28
cm
B 75 75 71 70
N 76 78 80 83
Was 5700 5694 5680 5740
gunakan B = 70 dan N = tekanan aktual adalah P Fp = = B . N
selisih 1 3 9 13
83 6129.412 = 70 . 83
1.055
83
-
0.95 2
.
34
70
-
0.80 2
.
25
Kg.cm²
hitung M dan N M
=
N - 0.95 d 2
=
N
=
N - 0.80 d 2
=
hitung tebal pelat ( tp ) tp = N ( FP / 0.25 Fy ) ½ = 25 ( 1.055 / 0.25 . = 1.048 → 1 cm jadi, pelat landasan yang dipakai adalah
=
25.35
cm
=
25
cm
2400 )½
70 .
1
.
83
250 . ) =
9
.
Menentukan jumlah baut pada kolom digunakan profil WF . 350 diameter baut = 2 ( 14 + 9 / diameter lubang = 23 e1 = 2 d = 2 . 24 = s = 3 d = 3 . 24 = Ng = = = Ntp = = =
+
. 2.4 3456
t .
.
=
23
24 mm
48 72
0.25 . π . 0.25 . 3.14 7234.56 Kg d
1
. 2
d ² . б . 2.4 ² .
1600
б 0.9
.
1600
Ng > Ntp maka, Ntp lah yang menentukan n
=
P Ntp
=
6129.412 3456
=
1.774
→
2
bh
14 mm
Cek kekuatan baut : untuk mengetahui kuat atau tidaknya baut menahan suatu beban harus memenuhi syarat berikut : б ≤ 0.8 x 1600 Kg.cm² P 2 . 1/4 . π . d² . 3
0.25
6129.412 . 3.14
2.4 ² .
225.931 Kg.cm²
≤ 0.8 x
1600 Kg.cm²
2
.
225.931 Kg.cm² ≤ 1280 Kg.cm² OOOOKKKKKEEEEYYY
3
P8
O A8
P9 X 21
7 P
B8
KK
200
B
³ 364
³ 43.21
+
1706.8 30.24
)=0
0.00342064884091075
66.28760754 179.572623 245.8602306
5074.83 1014.966 1118.814348 32.68877867
1065.537474
34.5 l2
= =
250 33000
(
250
+
14
/
2
)
>
1.5
diameter lubang
diameter lubang
Data - data Konstruksi : Kuda - kuda type Kemiringan atap ( α ) Bentang Kuda - kuda ( B ) Panjang Gudang ( L ) Jarak antar kolom Penutup atap Sifat dinding Tinggi kolom ( h )
= = = = = = = =
D 30 ˚ 25 m 40 m 4.5 m Asbes Gelombang Tertutup 5m
P5 I P4
P6
A5
A4
K
G P3
P7
A6
A3 V4
M
E P2
A2
A1
C
B1
D5
O V6
F
B2
H
B3
J
B4
P8
A7 V5
D1
V1
30°
A
D4
D2
V2
D P1 X 21
D3
V3
B5
L
N
B6
A8
D6
P9 X 21
V7 P
B7
B8
B
2000
200
DETAIL KUDA-KUDA
G G G G
G G G
G
G
G
KK
G
KK
G
KK G
2000
G
G
KK
G
G
N
KK
G
G
KK KK
G
KK
G G
G
KK
200
G
200
G G
G
G
G
G
4000
200
RENCANA ATAP
PERHITUNGAN PANJANG BATANG : Batang bawah ( B ) = B : L : B
=
25 8
=
Batang atas ( A ) = A : B : A
=
3.125 0.866
X 3.125
Cos =
X= L=
→
8 bh 25 m
m
α
→ 3.609
Cos B m
30 ˚
= =
0.866 3.125
m
Batang vertikal ( V ) = V1 = V7 = = = V2 = V6 = = = V3 = V5 = = = V4 = = =
3.125 3.125 1.803 3.125 3.125 3.606 3.125 3.125 5.409 3.125 3.125 7.213
Batang diagonal ( D ) = D1 = D6 = = = = D2 = D5 = = = = D3 = D4 = = = =
. .
tg 30 ˚ 0.577 m
. .
tg 30 ˚ 0.577 .
2
tg 30 ˚ 0.577 .
3
tg 30 ˚ 0.577 .
4
m . . m . . m
( 3.125 ² ( 9.766 ( 13.017
+ + )½ m + + )½ m + + )½ m
3.608
( 3.125 ² ( 9.766 ( 22.783 4.773
( 3.125 ² ( 9.766 ( 39.027 6.247
1.803 3.251
3.608 13.017
5.409 29.261
² )½
)½
² )½
)½
² )½
)½
PERHITUNGAN DIMENSI GORDING Dicoba memakai gording H = 120 mm B = 55 mm D = 7 mm Wx = 60.7 mm Wy = 11.1 mm Berat profil = #
13.4
Kg.m¹
Berat gording dan atap …………………. ( K1 ) gording = asbes gelombang = Q = Baut 10 % =
Qy
#
C 12
= Q total . Cos = 26 . 0.866 = 22.516 Kg.m¹
13.4 10.3 23.7 2.37 26.1
Kg.m¹ Kg.m¹ Kg.m² Kg.m² Kg.m²
+ + →
30 ˚
⅛ Mx₁ = . = 0.125 . = 56.9936 Kg.m¹
Qy 22.516
⅛ My₁ = . = 0.125 . = 0.125 . = 32.9063 Kg.m¹
Q total 26 . 26 .
. .
L 4.5
. Sin α Sin 30˚ 0.5 .
² ²
.
. L 4.5 ² 20.25
Beban angin pada atap …………………. ( K2 ) Beban angin = 40 Kg.m² kemiringan atap = 30 ˚ dipihak angin
dibelakang angin C2
C1
= = = =
Q total =
0.02 0.02 0.6 -0.4
-
. . 0.4
α 30 = 0.2
0.4 0.4
²
26 Kg.m²
Dari tabel pembebanan pengaruh angin ditentukan : beban dipihak angin W1
beban dibelakang angin
Mx₂ = = =
⅛ . 0.125 . 73.073 Kg.m¹
Mx₂ = = =
⅛ . 0.125 . -146.146
My₂ = #
= = = = = =
W2
W1
. 28.868
W2 . -57.73672055 Kg.m¹
C1 . A . 40 0.2 . 3.609 . 28.86836 Kg.m¹ C2 . A . 40 -0.4 . 3.609 -57.73672 Kg.m¹
L ² . 4.5
²
L ² . 4.5
²
40
.
0
Beban hidup …………………. ( K3 ) untuk beban ini ditentukan P =
100
Kg
Mx₃ = = =
¼ . 100 0.25 . 97.425 Kg.m¹
. Cos 30˚ 100 .
. 0.866
4.5 .
My₂ = = =
¼ . 100 0.25 . 28.125 Kg.m¹
. Sin 30˚ 100 .
.( 0.5
4.5 .
terpusat di tengah batang
Kombinasi pembebanan ( P ditiadakan saat angin bekerja ) Kombinasi K1 + K2 Mx₁ + Mx₂ = 56.993625 = 130.067 Mx₁ + Mx₂ = 56.993625 = -89.152 My₁ + My₂ = 32.90625 = 32.906 My₁ + My₂ = 32.90625 = 32.906 Total Mx = 130.067 -89.152 40.914 Total My = 32.906 32.906 65.813 Kombinasi K1 + K3 Mx₁ + Mx₃ = 56.993625 = 154.419 My₁ + My₂ = 32.90625 = 61.031
+ Kg.m¹ + Kg.m¹ + + Kg.m¹ Kg.m¹ Kg.m¹ Kg.m¹ Kg.m¹ Kg.m¹
+ Kg.m¹ + Kg.m¹
Total Mx =
154.419 Kg.m¹
Total My =
61.031 Kg.m¹
73.073037 -146.146 0 0
+
+
97.425 28.125
JADI, kombinasi terbesar yang menentukan adalah kombinasi K1 + K3
4.5
2
/ 2.25
)
40
TEGANGAN YANG TERJADI Mx My σ = + Wx Wy 154.419 . = 60.7 = 254.396 + = 804.227 Kg.cm²
10
²
.
10 ²
11.1
549.831
σ 804.227
61.031
+
Kg.cm²
< < AMAN
σ Baja BJ 37 Kg.cm² 1600
JADI, Memakai Baja BJ 37
KONTROL LENDUTAN e = 2.1 . 10 ⁶ Fy
=
4 384
x
=
4 384
x
= = Fx
=
4 384
x
=
4 384
x
= = F
3693 293529.6 0.013
= = = = =
F izin =
.
26 2.1
. .
Cos α E . Ix
+ Q
.
26 2.1
. .
+ +
Fy +
+ )½
0.052
² 0.228 )½
+
1 48
450 ⁴ 364
=
x
+
L⁴
. .
+
1 48
450 ⁴ 43.21
=
x
+
1.107
)½ ²
)½
1.130
1 250
x
L
JADI,
1 250
= F
< <
1.130 OKEY
x F izin 1.8
P
1 48
. Cos α E . Ix x
100 . 2.1 .
.
L³
0.866 10 ⁶
. .
450 ³ 364
. .
450 ³ 43.21
0.228 .
0.500 10 ⁶
²
L⁴
. .
Sin α E . Ix
4556 4355.568 1.046
+
.
0.866 10 ⁶ 7891 36691.2 0.215
+
2132 34844.544 0.061 ( Fx ² ( 1.107 ( 1.226 ( 1.278
Q
450
=
1.8
P
1 48
. Sin α E . Ix x
100 . 2.1 .
.
L³
0.500 10 ⁶
PERHITUNGAN PEMBEBANAN >
>
Data - data Konstruksi : Berat gording Kemiringan atap ( α ) Bentang Kuda - kuda ( B ) Jarak antar kolom Penutup atap Penggantung Plafond Tinggi kolom ( h ) Jarak gording
= = = = = = = =
13.4 Kg.m¹ 30 ˚ 25 m 4.5 m asbes gelombang : 18 Kg.cm² 5m A 3.609 = L 4.5
10.3 Kg.cm²
=
0.80
m
Pembebanan beban gording = 4 .
13.4
.
4.5
=
241.200 Kg.cm²
beban atap dan plafond = 28 . 3.609
.
4.5
=
459.548 Kg.cm²
beban kuda - kuda = 27 . 3.609
.
4.5
=
438.438 Kg.cm²
=
131.531 Kg.cm²
= =
100.000 Kg.cm² 1370.72 Kg.cm²
sambungan dan perlengkapan = 30 % 438.438 beban hidup P muatan tak terduga 10 %
= = =
P x 10 1370.7179 x 137.072
P total = =
137.072 + 1507.790
% 10
+
%
1370.718
RA = RB = P1 + P2 + P3 + P4 + P5 + P6 + P7 + P8 + P9
=
753.8948441
+
1507.79
1507.79
+
753.8948441
=
12062.318 2
=
6031.159
Kg
+
1507.79
+ 2
1507.79
+
1507.79
+ 1507.79 + 1507.79 +
>
Perhitungan pembebanan angin Beban angin = kemiringan atap = dipihak angin
C1
dibelakang angin C2
40 Kg.m² 30 ˚ = = = =
0.02 0.02 0.6 -0.4
-
Dari tabel pembebanan pengaruh angin ditentukan : beban tekan angin W1
beban hisap angin
W2
Pengaruh angin tekan ( W1 ) 3.609 A = x 2
. . 0.4
= = = = = =
α 30 = 0.2
C1 0.2
. .
8 C2 . -0.4 -16
=
0.4 0.4
40 40 Kg.m¹ 40 40 Kg.m¹
8 (titik buhul)
4.5
x
8
=
64.953811 Kg
D
=
3.609
x
4.5
x
8
=
129.90762 Kg
E
=
3.609
x
4.5
x
8
=
129.90762 Kg
G
=
3.609
x
4.5
x
8
=
129.90762 Kg
I
=
3.609 2
x
4.5
x
8
=
64.953811 Kg
=
-16 (titik buhul)
Pengaruh angin hisap ( W2 ) 3.609 I = x 2
4.5
x
-16
=
-129.9076 Kg
K
=
3.609
x
4.5
x
-16
=
-259.8152 Kg
M
=
3.609
x
4.5
x
-16
=
-259.8152 Kg
O
=
3.609
x
4.5
x
-16
=
-259.8152 Kg
B
=
3.609 2
x
4.5
x
-16
=
-129.9076 Kg
MUATAN TETAP PER BATANG NAMA A1 A2 A3 A4 A5 A6 A7 A8 B1 B2 B3 B4 B5 B6 B7 B8 V1 V2 V3 V4 V5 V6 V7 D1 D2 D3 D4 D5 D6
BATANG PANJANG ( cm ) 13.815 9.330 6.220 3.110 3.110 6.220 9.330 13.815 18.8534 18.8534 16.160 13.467 13.467 16.160 18.8534 18.8534 0 1.555 3.110 9.330 3.110 1.555 0 3.110 4.114 5.387 5.387 4.114 3.110
SKALA GAYA ( Kg) 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000
BESAR GAYA BATANG ( Kg ) TARIK ( + ) TEKAN ( - ) 0 13815 0 9330 0 6220 0 3110 0 3110 0 6220 0 9330 0 13815 18853.4 0 18853.4 0 16160 0 13466.7 0 13466.7 0 16160 0 18853.4 0 18853.4 0 0 0 0 1555 0 3110 0 9330 0 3110 0 1555 0 0 0 3110 0 4114.1 0 5386.7 0 5386.7 0 4114.1 0 3110
REAKSI GAYA SIMPUL A & B REAKSI
TARIK (+)
PANJANG TEKAN (-)
GAYA ANGIN TARIK 1000 1 :
GAYA ANGIN TEKAN 1000 1 :
KOMBINASI TARIK TEKAN (+) (-)
RA
7.082
4.687
7082.2
4686.6
2395.6
0
RB
7.084
1.768
7083.6
1767.7
5315.9
0
RAV
3.5411
3.585
3541.1
3584.8
0
43.7
RAH
6.196
3.067
6195.8
3066.7
3129.1
0
ANGIN KIRI TEKAN NAMA A1 A2 A3 A4 A5 A6 A7 A8 B1 B2 B3 B4 B5 B6 B7 B8 V1 V2 V3 V4 V5 V6 V7 D1 D2 D3 D4 D5 D6
BATANG PANJANG ( cm ) 5.743 3.096 3.094 3.093 3.535 3.535 3.535 3.535 7.652 7.652 6.128 4.595 3.062 3.062 3.062 3.062 0 0.880 1.765 2.650 0 0 0 1.759 3.057 3.062 0 0 0
SKALA GAYA ( Kg) 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000
BESAR GAYA BATANG ( Kg ) TARIK ( + ) TEKAN ( - ) 0 5742.9 0 3095.6 0 3094.2 0 3092.8 0 3535.4 0 3535.4 0 3535.4 0 3535.4 7651.9 0 7651.9 0 6128.4 0 4595.1 0 3061.8 0 3061.8 0 3061.8 0 3061.8 0 0 0 0 879.6 0 1764.9 0 2650.1 0 0 0 0 0 0 0 1759.2 0 3057 0 3061.8 0 0 0 0 0 0
ANGIN KANAN HISAP NAMA A1 A2 A3 A4 A5 A6 A7 A8 B1 B2 B3 B4 B5 B6 B7 B8 V1 V2 V3 V4 V5 V6 V7 D1 D2 D3 D4 D5 D6
BATANG PANJANG ( cm ) 7.082 7.082 7.082 7.082 6.1969 11.503 9.732 11.511 0 0 0 0 3.069 6.128 9.205 9.205 0 0 0 5.364 3.541 1.766 0 0 0 0 6.133 6.124 3.552
SKALA GAYA ( Kg) 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000
BESAR GAYA BATANG ( Kg ) TARIK ( + ) TEKAN ( - ) 7082.2 0 7082.2 0 7082.2 0 7082.2 0 6196.9 0 11502.8 0 9732.3 0 11511.3 0 0 0 0 0 0 0 0 0 0 3069.1 0 6128.4 0 9204.9 0 9204.9 0 0 0 0 0 0 5364.3 0 3541.1 0 1766.3 0 0 0 0 0 0 0 0 0 6133.3 0 6123.5 0 3552.4 0
GAYA RANGKA BATANG AKIBAT ANGIN ( KOMBINASI ) BATANG A1 A2 A3 A4 A5 A6 A7 A8 B1 B2 B3 B4 B5 B6 B7 B8 V1 V2 V3 V4 V5 V6 V7 D1 D2 D3 D4 D5 D6
ANGIN TEKAN ( Kg ) TARIK TEKAN (+) (-) 0 5742.9 0 3095.6 0 3094.2 0 3092.8 0 3535.4 0 3535.4 0 3535.4 0 3535.4 7651.9 0 7651.9 0 6128.4 0 4595.1 0 3061.8 0 3061.8 0 3061.8 0 3061.8 0 0 0 0 879.6 0 1764.9 0 2650.1 0 0 0 0 0 0 0 1759.2 0 3057 0 3061.8 0 0 0 0 0 0
ANGIN HISAP ( Kg ) TARIK TEKAN (+) (-) 7082.2 0 7082.2 0 7082.2 0 7082.2 0 6196.9 0 11502.8 0 9732.3 0 11511.3 0 0 0 0 0 0 0 0 0 0 3069.1 0 6128.4 0 9204.9 0 9204.9 0 0 0 0 0 0 5364.3 0 3541.1 0 1766.3 0 0 0 0 0 0 0 0 0 6133.3 0 6123.5 0 3552.4 0
KOMBINASI ( Kg ) TARIK TEKAN (+) (-) 1339.3 0 3986.6 0 3988 0 3989.4 0 2661.5 0 7967.4 0 6196.9 0 7975.9 0 7651.9 0 7651.9 0 6128.4 0 4595.1 0 -7.3 0 0 3066.6 0 6143.1 0 6143.1 0 0 0 879.6 0 1764.9 2714.2 0 3541.1 0 1766.3 0 0 0 0 1759.2 0 3057 3061.8 6133.3 0 6123.5 0 3552.4 0
GAYA RANGKA BATANG ( KOMBINASI ) AKIBAT BEBAN TETAP DAN BEBAN ANGIN BEBAN TETAP ( Kg ) BATANG A1 A2 A3 A4 A5 A6 A7 A8 B1 B2 B3 B4 B5 B6 B7 B8 V1 V2 V3 V4 V5 V6 V7 D1 D2 D3 D4 D5 D6
TARIK
BEBAN ANGIN ( Kg ) TEKAN
KOMBINASI ( Kg )
TARIK
TEKAN
TARIK
TEKAN
(+)
(-)
(+)
(-)
(+)
(-)
0 0 0 0 0 0 0 0 18853.4 18853.4 16160 13466.7 13466.7 16160 18853.4 18853.4 0 0 0 0 0 0 0 0 0 0 0 0 0
13815 9330 6220 3110 3110 6220 9330 13815 0 0 0 0 0 0 0 0 0 1555 3110 9330 3110 1555 0 3110 4114.1 5386.7 5386.7 4114.1 3110
1339.3 3986.6 3988 3989.4 2661.5 7967.4 6196.9 7975.9 7651.9 7651.9 6128.4 4595.1 -7.3 0 0 0 0 0 0 2714.2 3541.1 1766.3 0 0 0 0 6133.3 6123.5 3552.4
0 0 0 0 0 0 0 0 0 0 0 0 0 3066.6 6143.1 6143.1 0 879.6 1764.9 0 0 0 0 1759.2 3057 3061.8 0 0 0
0 0 0 0 0 0 0 0 26505.3 26505.3 22288.4 18061.8 13459.4 13093.4 12710.3 12710.3 0 0 0 0 431.1 211.3 0 0 0 0 746.6 2009.4 442.4
12475.7 5343.4 2232 -879.4 448.5 -1747.4 3133.1 5839.1 0 0 0 0 0 0 0 0 0 2434.6 4874.9 6615.8 0 0 0 4869.2 7171.1 8448.5 0 0 0
PERHITUNGAN PROFIL KUDA - KUDA Batang atas A Nama batang Gaya batang Max ( P ) Panjang batang
= = =
A1, A2, A3, A4, A5, A6, A7, A8 12475.7 Kg 3.609 m →
Dicoba menggunakan profil Ix = 177.0 cm⁴ F = 19.2 cm² ix = 3.04 cm s = 28.2 mm → e total = iy = = = iy = = = =
2.82
100 . 100 . 10
2.82
+
0.5
2 ( Ix + 2 ( 177.0 777.26 cm² ( 777.26 / ( 777.26 / ( 20.2412 ) 4.499 cm
maka ix = e = 2.1
.
3.04 10
LK i min
=
v kt =
π² . e x²
=
σ kt =
v kt s
=
λ=
3.32
(e)² 19.2
2
Baut =
14 mm
cm
) (
. .
2
cm
cm
=
F +
360.9
F
)
3.32
)²
)
½
19.2
)
½
½
cm ⁶
adalah i minimum ( i min )
360.9 3.04
=
3.14
118.702 . 2.1 . 118.702 ²
²
1469.473 2.82
10 ⁶
=
=
521.090
Kg.cm²
=
324.888
Kg.cm²
Tegangan yang timbul ( σ ) σ=
P 2F
=
2
12475.7 .
19.2 σ
324.888
Profil
100 . 100 . 10
Kg.cm²
< σ kt < 521.090 OOOOKKKKKEEEEYYY bisa dipakai.
Kg.cm²
20705160 14090.198
=
1469.473
Kg.cm²
Batang bawah B Nama batang Gaya batang Max ( P ) Panjang batang Tegangan izin
= = = =
B1, B2, B3, B4, B5, B6, B7, B8 26505.3 Kg 3.13 m → 1600 Kg.cm²
Dicoba menggunakan profil Ix = 116.0 cm⁴ F = 15.5 cm² ix = 2.74 cm s = 25.4 mm → F efk = =
31 2 29.2 cm²
λ=
LK i min
=
σ=
P F efk
=
313
90 . 90 . 9 →
2F = 2.54
(
1.5
312.5 2.74
Baut =
14 mm
31
cm .
=
cm
0.6
)
114.051
26505.3 29.2
=
907.716
Kg.cm²
σ
907.716
Profil
Kg.cm²
< Ŧ < 1600 OOOOKKKKKEEEEYYY
90 . 90 . 9
Kg.cm²
bisa dipakai.
Batang diagonal D BATANG TARIK Nama batang Gaya batang Max ( P ) Panjang batang Max Tegangan izin
= = = =
Dicoba menggunakan profil Ix = 87.5 cm⁴ F = 15.1 cm² ix = 2.41 cm s = 23.4 mm →
→
LK i min
624.7 2.41
λ=
=
λg = π ( = 3.14 ( = 111.016 λs=
λ λg
=
D4, D5, D6 746.6 Kg 6.247 m → 1600 Kg.cm² 80 . 80 . 10
2F = 2.34
e 2.1
259.218 111.016
30.2
`14 mm
cm²
cm =
/ .
Baut =
624.7
259.218
0.7 Te 10 ⁶
=
) /
½ 0.7
.
2.3349666
≥
2400
1
)
cm
untuk λ ≥ 1 maka w
= =
2.381 2.381
F efk = 30.2 2 = 25.7 cm² 25.7 F efk . б σ= = w
(
1.5
. 5.560
. .
λs 2.3349666
.
1.5
=
5.55956
)
1600
=
7396.275
σ
7396.275
Profil
P > > 747 OOOOKKKKKEEEEYYY
Kg
Kg
80 . 80 . 10
bisa dipakai.
BATANG TEKAN Nama batang Gaya batang Max ( P ) Panjang batang Max Tegangan izin
= = = =
Dicoba menggunakan profil Ix = 116.0 cm⁴ F = 15.5 cm² ix = 2.74 cm s = 25.4 mm →
→
LK i min
624.7 2.74
λ= F efk = = σ=
31 2 26.5 cm²
P F efk
2F = 2.54
(
1.5
Baut = 31
624.7
14 mm
cm²
cm =
227.998
.
1.5
8448.5 31
=
D1, D2, D3 8448.5 Kg 6.247 m → 1600 Kg.cm² 90 . 90 . 9
=
Kg
=
)
272.532
σ
272.532
Profil
90 . 90 . 9
Kg.cm²
< Ŧ < 1600 OOOOKKKKKEEEEYYY bisa dipakai.
Kg.cm²
cm
Batang vertikal V BATANG TARIK Nama batang Gaya batang Max ( P ) Panjang batang Max Tegangan izin
= = = =
Dicoba menggunakan profil Ix = 102.0 cm⁴ F = 17.9 cm² ix = 2.39 cm s = 24.1 mm →
→
LK i min
540.9 2.39
λ= F efk = = σ=
35.8 31.3
P F efk
V5, V6 431.1 5.409 1600 80 . 80 . 12
2F = 2.41
= -
2
Baut =
35.8
540.9
cm
20 mm
cm²
cm =
(
Kg m → Kg.cm²
226.334
1.5
.
1.5
)
cm² 431.1 31.3
=
=
13.773
σ
13.773
Profil
Kg.cm²
< Ŧ < 1600 OOOOKKKKKEEEEYYY
80 . 80 . 12
bisa dipakai.
BATANG TEKAN Nama batang Gaya batang Max ( P ) Panjang batang Max Tegangan izin
= = = =
Dicoba menggunakan profil Ix = 102.0 cm⁴ F = 17.9 cm² ix = 2.39 cm s = 24.1 mm →
→
LK i min
721.3 2.39
λ=
λ λg
untuk λ ≥ 1 maka w
2F = 2.41
λg = π ( = 3.14 ( = 111.016 λs=
V2, V3, V4 6615.8 Kg 7.213 m → 1600 Kg.cm² 80 . 80 . 12
=
e 2.1
= / .
= =
F efk = 35.8 2 = 31.3 cm² 31.3 F efk . б σ= = w
35.8
14 mm
cm²
1.5
. 6.472
)
½ 0.7
.
=
2.7183368
≥
. .
λs 2.7183368
.
1.5
1600
/
2400
Profil
80 . 80 . 12
Kg
=
6.47236
) =
P > > 6616 OOOOKKKKKEEEEYYY bisa dipakai.
)
1
7737.518
σ
7737.518
cm
301.778
0.7 Te 10 ⁶
2.381 2.381 (
Baut =
721.3
cm
301.778 111.016
=
Kg.cm²
Kg
Kg
PERHITUNGAN BAUT PADA TIAP TITIK BUHUL Profil seluruh kuda-kuda tebal plat diameter baut diameter lubang tegangan geser izin б Ng = = = Ntp = = =
0.25 0.25
. . 2826
d
100 . 100 . 10 10 mm 14 mm 14 + 1 1600 Kg.cm²
= = = =
.
3.14
15 mm
d ² . б . 1.5 ² .
1600
Kg t .
1.5
.
π
=
.
бt 1.0
. .
б 0.9
.
Ntp Ng > 2826 > 2160 OOOOKKKKKEEEEYYY
1600
2160
JUMLAH BAUT TITIK BUHUL A = B Batang A1 n
=
gaya A1 Ng
=
12475.7 2826
=
4.41461
→
5
bh
=
gaya B1 Ng
=
26505.3 2826
=
9.379
→
7
bh
Batang B1 n
JUMLAH BAUT TITIK BUHUL D = O Batang A1 dan A2 n
=
gaya A1 - gaya A2 Ng
12475.7
=
5343.4
2826
=
2.524
→
3
bh
=
1.101
→
2
bh
Batang D1 n
=
gaya D1 Ng
=
4869.2 2826
=
1.723
→
2
bh
=
gaya V1 Ng
=
0 2826
=
0
→
2
bh
5343.4
2826
Batang V1 n
JUMLAH BAUT TITIK BUHUL E = M Batang A2 dan A3 n
=
gaya A2 - gaya A3 Ng
=
2232
Batang V2 n
=
gaya V2 Ng
=
2434.6 2826
=
0.862
→
2
bh
JUMLAH BAUT TITIK BUHUL E = K Batang A3 dan A4 n
=
gaya A3 - gaya A4 Ng
2232
=
-879.4
2826
=
1.101
→
3
bh
=
0.000
→
2
bh
=
1.492
→
2
bh
Batang D3 n
=
gaya D3 Ng
=
8448.5 2826
=
2.990
→
3
bh
=
gaya V3 Ng
=
4874.9 2826
=
1.725
→
2
bh
=
gaya D2 Ng
=
7171.1 2826
=
2.538
→
3
bh
Batang V3 n Batang D2 n
JUMLAH BAUT TITIK BUHUL I Batang A4 n
=
gaya A4 Ng
=
-879.4 2826
=
-0.311
→
2
bh
=
gaya A5 Ng
=
448.5 2826
=
0.159
→
2
bh
=
gaya V4 Ng
=
6615.8 2826
=
2.341
→
3
bh
Batang A5 n Batang V4 n
JUMLAH BAUT TITIK BUHUL C = P Batang B1 dan B2 n
=
gaya B1 - gaya B2 Ng
26505.3
=
26505.3
2826
Batang V1 n
=
gaya V1 Ng
=
0 2826
=
0.000
→
2
bh
JUMLAH BAUT TITIK BUHUL F = N Batang B2 dan B3 n
=
gaya B2 - gaya B3 Ng
26505.3
=
22288.4
2826
Batang D1 n
=
gaya D1 Ng
=
4869.2 2826
=
1.723
→
2
bh
=
gaya V2 Ng
=
2434.6 2826
=
0.862
→
2
bh
=
gaya D2 Ng
=
7171.1 2826
=
2.538
→
3
bh
Batang V2 n Batang D2 n
JUMLAH BAUT TITIK BUHUL H = L Batang B3 dan B4 n
gaya B3 - gaya B4 0
=
22288.4
=
18061.8
2826
Batang V3 n
gaya V3 Ng
=
4874.9 2826
=
=
1.725
→
2
bh
JUMLAH BAUT TITIK BUHUL J Batang B4 n
=
gaya B4 Ng
=
18061.8 2826
=
6.391
→
7
bh
=
gaya B5 Ng
=
13459.4 2826
=
4.763
→
5
bh
=
gaya V4 Ng
=
6615.8 2826
=
2.341
→
3
bh
=
gaya D3 Ng
=
8448.5 2826
=
2.990
→
3
bh
=
gaya D4 Ng
=
746.6 2826
=
0.264
→
3
bh
Batang B5 n Batang V4 n Batang D3 n Batang D4 n
MENENTUKAN KOPEL jumlah pelat koppel tebal pelat ( + ) gaya max lebar pelat
= = = =
8 8 5839.1 18
gaya batang yang dipikul pelat koppel ( D ) : D = 0.015 . P = 0.015 . 5839.1
bh mm Kg cm
=
87.587
Kg
=
1.496
→
2
bh
Ng = = = Ntp = = =
0.25 0.25
. . 5024
d
.
d ² . . 2
3.14
б ² .
1600
.
1600
Kg t .
1.8
.
π
.
бt
. .
0.8
б 2
4608
Ng > Ntp maka, Ntp lah yang menentukan n
=
D Ntp
87.587 4608
=
=
0.019
→
2
bh
PERHITUNGAN KOLOM >
>
Data - data Konstruksi : Berat gording Kemiringan atap ( α ) Bentang Kuda - kuda ( B ) Jarak bagin Kuda - kuda Jarak antar kolom Penutup atap Penggantung Plafond Tinggi kolom ( h ) Jarak gording
= = = = = = = = =
13.4 30 ˚ 25 m 3.125 m 4.5 m Asbes Gelombang 18 Kg.cm² 5m A 3.609 = L 4.5
10.3 Kg.cm²
=
0.802
Pembebanan beban gording = 4 .
13.4
.
4.5
=
241.200 Kg.cm²
beban atap dan plafond = 28 . 3.609
.
4.5
=
459.548 Kg.cm²
beban kuda - kuda = 27 . 3.609
.
4.5
=
438.438 Kg.cm²
=
131.531 Kg.cm²
= =
100.000 Kg.cm² 1370.72 Kg.cm²
sambungan dan perlengkapan = 30 % 438.438 beban hidup P
+
m
Perhitungan reaksi kolom :
P P
P
P
P
P
P
P
RA
RA 25
.
∑MA = 0 - RB . 25
+
P
.
.
9.4 +
P
.
6
+
- RB
.
25
+
P
(
25
+
- RB
.
25
+
P
(
112.50
)
P
.
=
112.50 P 25
P
RB =
112.50 25
RA = RB = = =
4.5 4.5
. . 6168.231
Pendimensian kolom tinggi kolom ( h ) б kolom Bj 37 N
= = =
Dicoba menggunakan profil t1 = 9 t2 = 14 A = 101.5 ix = 14.6 iy = 6 Wx = 1280 Wy = 292
mm mm cm² cm² cm² cm³ cm³
λg = π = 3.14 = 111.016 λx λg
+
P
.
19
+
P
P
.
3.1
+
=
0
+
19
+
21.9
=
4.5
.
15.6
15.6
+
P
P 1370.72
5m → 1600 Kg.cm² 6168.231
500
mm
WF 350 . 250
arah tegak lurus sumbu x k = 1 L ky λx = ix
λs=
21.9
= ( (
=
k
L ix
e 2.1
/ .
34.247 111.016
=
1
0.7 Te 10 ⁶
=
. 500 14.6 ) /
=
34.2466
½ 0.7 .
0.308
2400
)
13
+
P
.
13
+
+
9.4 +
6
+ 3.1 )=0
untuk
0.183
Wx =
<
λs
<
1.41 -
1.593
1 maka =
λs
1.41 -
1.593
0.308
=
1.098
` =
π² N
E .
nx nx - 1
=
290.502 290.502 -1
nx
Bx
= = =
0.6 0.6 0.6
Mx = = =
A λ x²
+ +
0.4 0.4
arah tegak lurus sumbu x k = 1 L ky λy = iy
λy λg
λs= untuk
0.183
Wy =
. 6168.231
k
L
( (
e 2.1
<
1.41 -
1.593
=
2.1E+09 = 290.502 7234273
=
2.1E+09 = 4.3E+07
1
→
.
/ .
λs
500
1
.
500
=
6
0.7 Te 10 ⁶
83.333 111.016
λs
10 ⁶ 101.5 34.247 ²
L
=
iy
= <
1.003
. .
Mx1/Mx2 0
N
=
λg = π = 3.14 = 111.016
= . .
0.125 . 0.125 . 385514.4089
² . 2.1 6168.231
3.14
=
) /
½ 0.7 .
=
83.3333
2400
)
0.751
1 maka =
1.41 -
1.593
0.751
=
1.674
` =
π² N
ny ny - 1
=
ny
E .
A λ x²
49.062 49.062 -1
Cek persamaan interaksi a) N Wx A 1.098 247.417
+
=
Bx
1.021
ny ny - 1
6168.231 101.5 Kg.cm²
² . 2.1 6168.231
3.14
=
+ <
. .
10 ⁶ 101.5 83.333 ²
→
1
x
Mx Wx
<
б
0.6
x
1
385514.4089 1280
1600
Kg.cm²
<
1600
Kg.cm²
49.062
b)
Wx
N A
<
1.674 101.723 c)
N A
б 6168.231 101.5
<
1600
Kg.cm²
<
1600
Mx Wx
+
<
6168.231 101.5
Profil
P'C Fp = = =
0.35 0.35 1.05
A perlu = = =
P / FP
<
. cm²
= =
1600
1600
10 ²
6168.231 3 ksi . .
<
Kg.cm²
bisa dipakai.
Pelat dasar kolom pada pondasi 1 kip = 4.536 1 m² = 6.452 Beban aksial ( P )
385514.4089 1280
Kg.cm²
WF 350 . 250
Kg.cm²
б
+
361.954
Kg.cm²
Kg
=
1359.839
P'C 3
kgi
1359.839 1295.085
Profil yang digunakan adalah A = 101.5 cm² d = 34 cm b = 25 cm
/
1.05
WF 350 . 250
menentukan lebar ( B ) dan panjang ( N ) pelat dimana harus memenuhi syarat : B x N ≥
5590.486
cm²
Kg.cm²
untuk pemilihan B dan N sedemikian hingga perbedaan ( selisih ) diantara keduanya mendekati : 0.92 d - 0.80 b 0.92 . 34
-
0.8
.
25
=
11.28
cm
dicoba berbagai gaya B dan N sebagai berikut : B x N ≥
5590.486
B 75 75 71 70
cm²
N 76 78 80 83
Was 5700 5694 5680 5740
gunakan B = 70 dan N = tekanan aktual adalah P Fp = B . N
selisih 1 3 9 13
83 6168.231 70 .
=
=
83
1.062
Kg.cm²
hitung M dan N M
=
N - 0.95 d 2
=
N
=
N - 0.80 d 2
=
hitung tebal pelat ( tp ) tp = N ( = 25 ( = 1.052
FP →
83
-
0.95 2
.
34
70
-
0.80 2
.
25
/ 0.25 Fy 1.062 / 1 cm
) 0.25
jadi, pelat landasan yang dipakai adalah
=
25.35
cm
=
25
cm
½ .
2400
)½
70
.
1
.
250 )
. =
9
83
Menentukan jumlah baut pada kolom digunakan profil diameter baut = 2 diameter lubang = e1 = 2 d = 2 . s = 3 d = 3 . Ng = = =
(
14
WF +
. 9
350 /
23
+
1
=
24 mm
24
=
48
24
=
72
0.25 . 0.25 . 7234.56
.
π 3.14 Kg
d ² . . 2.4
б ² .
. 2
1600
. 23
14 mm
Ntp = = =
d
.
t .
2.4
.
б 0.9
.
1600
3456
Ng > Ntp maka, Ntp lah yang menentukan n
=
P Ntp
6168.231 3456
=
=
1.785
→
2
bh
Cek kekuatan baut : untuk mengetahui kuat atau tidaknya baut menahan suatu beban harus memenuhi syarat berikut : б ≤ 0.8 x 1600 Kg.cm² P 2 . 1/4 . π . d² . 3
0.25
.
6168.231 3.14
227.362 Kg.cm²
≤
0.8
2
.
227.362 Kg.cm² ≤ 1280 OOOOKKKKKEEEEYYY
2.4 ² . x
1600 Kg.cm²
Kg.cm²
3
