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Pajang Batang (cm) L= H=
Segmen
1464.451 341.442
cm cm
= =
14644.51 3414.42
mm mm
A. Data-data Perencanaan Jarak antar kuda-kuda (dkk) Jarak antar gording (dgord)
= = = = = = = = =
Jarak antar sagrot (dsgrod) kemiringan atap (α) Beban tekanan angin (Wang) Beban penutup atap (Watp) Beban hidup terpusat (P) Mutu baja BJ= 34
5 m 1.25 m 1.07225 m 0 m 25 o 25 kg/m2 50 kg/m2 100 kg Tegangan leleh = =Tegangan putus
5000 1250 1072.25 0
fy fu
mm mm mm mm
---> --->
= =
210 340
TRIAL PROFIL LIGHT LIP CHANNELS ( Ch.b.h1.t ) TRIAL Tinggi profil (h) Lebar profil (b) Tebal profil (t) Kait (h1) Berat sendiri (Wgord) A Ix Iy Zx Zy
= = = = =
= = = = =
150 50 3.2 20 6.76
mm mm mm mm kg/m
8.607 280 28.30 37 8.19
cm2= cm4= cm4= cm3= cm3=
860.7 28000 283000 37400 8190
mm2 mm4 mm4 mm3 mm3
NENG BUKUNE PAK ABDUL RACHMEN HAL.12 1. Beban mat qbs = qatp = qbm = qbmx = qbmy = Mx = My = 2. Beban hidup a) Air hujan qhjn = qhjny =
7.436 68.961 76.397 32.287 69.239 216.373 0.000
kg/m kg/m kg/m kg/m kg/m kg.m kg.m
25.000 22.658
kg/m kg/m
--->
ora nganggo cukkk SOALE GENDENG
JARAK GORDING DI KANAN KIR ora nganggo cukkk SOALE GEN
qhjnx Mx My
= = =
b) Beban terpusat P = Py = Px = Mx = My = maka nilai M = 2. Beban angin C1 qang Mx My
= = = =
10.565 70.805 0.000
kg/m kg.m kg.m
--->
ora nganggo cukkk SOALE GENDENG
100 90.631 42.262 113.288 0.000
kg kg kg kg.m kg.m
--->
ora nganggo cukkk SOALE GENDENG
113.288
kg.m
0.1 3.448 10.775 0.000
kg/m kg.m kg.m combinasi
I= ll= lll= lV= V=
Momen Mx My
1,4.D 1,2.D+0,5La 1,2D+1,6La+0,8W 1,2D+1,6La-0,8W 1,2D+1,3W+0,5La 0,9D+1,3W 0,9D-1,3W
keterangan : D= Beban mat La= Beban hidup W= Beban angin
Beban Beban kombinasi Mat (D) Hidup (L) Angin (W) I II III (a) III (b) IV V (a) 216.373 113.288 10.775 302.922 316.292 449.529 432.289 330.299 208.743 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Mux=
449.5291
kg.m
=
Muy=
0.000
kg.m
=
4495291 N.mm 0
--->
yang di ambil maxsimal
N.mm
B. Kontrol Kekuatan dan keamanan Gording for gendeng a) Kontrol bentuk penampang fr= λ λp λr
= = =
7.813 11.731 31.271
λ 7.813
70 Mpa λp 11.731
λr 31.271
--->
λ < λp ( λp < λ < λr ) ( λ > λr ) >untuk penampang kompak Mnx= Mny=
( λ < λp )
7068600 N.mm 1547.91 N.mm
Mux Mnx
+
0.635952
+
Muy 0,5.Mny 0 0.635952
≤
1
≤ ≤ ok
1 1
>untuk penampang tdak kompak Mpx Mpy Mrx Mry Mnx Mny
= = = = = =
7854000 1719900 5236000 1146600 7436123 1628392
N.mm N.mm N.mm N.mm N.mm N.mm
Mux Mnx
+
Muy 0,5.Mny
≤
1
0.604521
+
≤ ≤ ok ( λ > λr )
1 1
0 0.604521
>untuk penampang langsing Mrx Mry Mnx Mny
= = = =
5236000 1146600 75498357 16532929
N.mm N.mm N.mm N.mm
Mux Mnx
+
Muy 0,5.Mny
≤
1
0.059542
+
≤ ≤ ok
1 1
0 0.059542
---> ---> --->
ok salah salah
)
JARAK GORDING DI KANAN KIRI KUDA-KUADA ora nganggo cukkk SOALE GENDENG
C150.50.20.2,3 Tinggi profil (h) Lebar profil (b) Tebal profil (t) Kait (h1) Berat sendiri (Wgord) A Ix Iy Zx Zy
= = = = =
C100.50.20.1,6
= = = = =
150 50 2.3 20 4.96
mm mm mm mm kg/m
6.322 210 21.90 28 6.33
cm2= cm4= cm4= cm3= cm3=
632.2 21000 219000 28000 6330
Tinggi profil (h) Lebar profil (b) Tebal profil (t) Kait (h1) Berat sendiri (Wgord) mm2 mm4 mm4 mm3 mm3
A Ix Iy Zx Zy
= = = = =
= = = = =
100 50 1.6 20 2.88
3.672 58 14.00 12 4.47
cm2= cm4= cm4= cm3= cm3=
V (b) 180.728 0.000
ketentuan
C125.50.20.2,3
50.20.1,6
mm mm mm mm kg/m 367.2 5840 140000 11700 4470
Tinggi profil (h) Lebar profil (b) Tebal profil (t) Kait (h1) Berat sendiri (Wgord) mm2 mm4 mm4 mm3 mm3
A Ix Iy Zx Zy
= = = = =
C100.50.20.3,2
= = = = =
125 50 2.3 20 4.51
mm mm mm mm kg/m
5.747 1 20.60 22 6.22
cm2= cm4= cm4= cm3= cm3=
574.7 137 206000 21900 6220
Tinggi profil (h) Lebar profil (b) Tebal profil (t) Kait (h1) Berat sendiri (Wgord) mm2 mm4 mm4 mm3 mm3
A Ix Iy Zx Zy
= = = = =
C100.50.20.3,2 = = = = =
100 50 3.2 20 5.5
7.007 107 24.50 21 7.81
cm2= cm4= cm4= cm3= cm3=
C75.45.1,6.15.2,32 mm mm mm mm kg/m 700.7 10700 245000 21300 7810
Tinggi profil (h) Lebar profil (b) Tebal profil (t) Kait (h1) Berat sendiri (Wgord) mm2 mm4 mm4 mm3 mm3
A Ix Iy Zx Zy
= = = = =
= = = = =
75 45 1.6 15 2.32
2.952 3 8.71 7 3.13
cm2= cm4= cm4= cm3= cm3=
mm mm mm mm kg/m 295.2 271 87100 7240 3130
mm2 mm4 mm4 mm3 mm3
C100.50.20.2,3 Tinggi profil (h) Lebar profil (b) Tebal profil (t) Kait (h1) Berat sendiri (Wgord) A Ix Iy Zx Zy
= = = = =
C150.50.20.4,5
= = = = =
100 50 2.3 20 4.06
mm mm mm mm kg/m
5.172 81 15.00 16 6.06
cm2= cm4= cm4= cm3= cm3=
517.2 8070 150000 16100 6060
Tinggi profil (h) Lebar profil (b) Tebal profil (t) Kait (h1) Berat sendiri (Wgord) mm2 mm4 mm4 mm3 mm3
A Ix Iy Zx Zy
= = = = =
= = = = =
150 50 4.5 20 9.2
11.720 369 35.70 49 10.50
cm2= cm4= cm4= cm3= cm3=
C150.50.20.3,2
50.20.4,5
mm mm mm mm kg/m 1172 36900 357000 49000 10500
Tinggi profil (h) Lebar profil (b) Tebal profil (t) Kait (h1) Berat sendiri (Wgord) mm2 mm4 mm4 mm3 mm3
A Ix Iy Zx Zy
= = = = =
= = = = =
150 50 3.2 20 6.76
mm mm mm mm kg/m
8.607 280 28.30 37 8.19
cm2= cm4= cm4= cm3= cm3=
860.7 28000 283000 37400 8190
mm2 mm4 mm4 mm3 mm3
PERENCANAAN KUDA-KUDA A. Data-data Perencanaan Jarak antar kuda-kuda (dkk) Jarak antar gording (dgord) Jarak antar sagrot (dsgrod) kemiringan atap (α) Beban tekanan angin (Wang) Beban penutup atap (Watp) Beban Plafond Beban hidup terpusat (P) Mutu baja BJ=
Menggunakan profil 2L 2L b = h = t = Wbkk 2.L =
= = = = = = = = =
34
5 1.25 0 25 25 50 18 100 Tegangan leleh = =Tegangan putus
m m m o kg/m2 kg/m2 kg/m3 kg
5000 1250 0
mm mm mm
--->
+ PENGGANTUNG
fy fu
= =
65x65x5 75 75 6 13.71
mm mm mm kg/m
B. Analisis Pembebanaan BEBAN MATI a) Beban Penutup Atap P1=P13= dkk.(a1).Watap P2=P12= dkk.(a2+a3/2).Watap
------> ------>
295.775 kg 2957.75 N
517.47 kg 5174.7 N dkk.0,5(a3+a4).Watap
P3=P4=P5=P6=P7=P8=P9=P10=P11
------>
b) Beban Gording P1=P2=P3=P4=P5=P6=P8=P9=P10=P11=P12=P13 P7=
2.110%.Wgrd.dkk
c) Beban Sendiri Kuda-Kuda P1=P13= 110%.(0,5.(a1+b1).Wbkk = 1.700646668 kg 17.00646668 N
------>
110%.Wgrd.dkk 7.436 kg 74.36 N
------>
3.718 37.18
P2=P12= 110%.(0,5.(a1+b1+a2+d1+b2)+v1).Wbkk = 5.480382617 kg 54.80382617 N P3=P4=P5=P6=P7=P8=P9=P10=P11 = 6.805421898 kg 68.05421898 N
110%.(0,5.(a3+a4+b3+b4+d2+d3)+v3).Wbkk
d) Beban Plafon P2=P12= dk.cos25.0,5.b2.Wplf = 56.27845087 kg 562.7845087 N P14=P15=P16=P17=P18=P19=P20=P21=P22 = 112.5569017 kg 1125.569017 N P1=P13=
dkk.0,5.(b2+b3).cos25.Wplf
0N
Tabel II.1 Beban mati pada kuda-kuda baja Gaya
BBatap (N)
BBgord (N)
P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 P11 P12 P13 P14 P15 P16 P17 P18 P19 P20 P21 P22
2957.75 5174.70 3449.80 3449.80 3449.80 3449.80 3449.80 3449.80 3449.80 3449.80 3449.80 5174.700 2957.750
37.180 37.180 37.180 37.180 37.180 37.180 74.360 37.180 37.180 37.180 37.180 37.180 37.180
BBkk (N)
BBplf (N)
BBtotal (N)
17.006 54.804 68.054 68.054 68.054 68.054 68.054 68.054 68.054 68.054 68.054 54.804 17.006
0.000 562.785
3011.936 5829.468 3555.034 3555.034 3555.034 3555.034 3592.214 3555.034 3555.034 3555.034 3555.034 5829.468 3011.936 1125.569 1125.569 1125.569 1125.569 1125.569 1125.569 1125.569 1125.569 1125.569
562.785 0.000 1125.569 1125.569 1125.569 1125.569 1125.569 1125.569 1125.569 1125.569 1125.569
BEBAN HIDUP
a) Beban AIR HUJAN P1=P13= (40-0,8*a).(a1/2).dgrd = 12.68578975 kg 126.8578975 N P2=P12= (40-0,8*a).0,5(a1+a2).dgrdn = 32.03775 kg 320.3775 N P3=P4=P5=P6=P7=P8=P9=P10=P11= (40-0,8*a).0,5(a3+a4).dgrdn = 34.498 kg 344.98 N b) Beban hidup terpusat P1=P2=P3=P4=P5=P6=P7=P8=P9=P10=P11=P12=13
------> maka di ambil yang terbesar =
100 kg 1000 N 1000
N
BEBAN ANGIN a) beban angin kanan
Pada sisi tekan
P1= (0,02*a-0,4)*Wangin.dkk.(a1/2) = 7.394375 kg 73.94375 N
P2= (0,02*a-0,4)*Wangin.dkk = 16.01888 160.1888
P7a= (0,02*a-0,4)*Wangin.dkk.(a6/2) = 8.6245 kg 86.245 N
P3=P4=P5=P6=
Pada sisi hisap
(0,02*a-0,4)*Wangin.dkk.0,5.(a3+a4) = 17.249 kg 172.49 N
P13= -0,4.Wangin.dkk.(a12/2) = -29.5775 kg -295.775 N P7b= -0,4.Wangin.dkk.a7/2 = -34.498 kg -344.98 N P8=P9=P10=P11 =
b) beban angin kiri
-0,4.Wangin.dkk.0,5.(a8+a9) -68.996 kg -689.96 N
P12= -0,4.Wangin.dkk.0,5(a1 = -64.0755 -640.755
Pada sisi tekan
P13= (0,02*a-0,4)*Wangin.dkk.(12/2) = 7.394375 kg 73.94375 N
P12= (0,02*a-0,4)*Wangin.dkk = 16.01888 160.1888
P7b= (0,02*a-0,4)*Wangin.dkk.(a7/2) = 8.6245 kg 86.245 N
P8=P9=P10=P11= =
Pada sisi hisap
(0,02*a-0,4)*Wangin.dkk.0,5.(a8+a9) 17.249 kg 172.49 N
P1= -0,4.Wangin.dkk.(a1/2) = -29.5775 kg -295.775 N P7a= -0,4.Wangin.dkk.a6/2 = -34.498 kg -344.98 N P3=P4=P5=P6= =
-0,4.Wangin.dkk.0,5.(a6+a7) -68.996 kg -689.96 N
P2= -0,4.Wangin.dkk.(a1+a2 = -64.0755 -640.755
=
1.07225
m
1072.25 mm
INI BUAT P1 DAN P13 + PENGGANTUNG 210 340
Segmen a1 a2 a3 a4 a5 a6 a7 a8 a9 a10 a11 a12
= = = = = = = = = = = =
118.31 137.992 137.992 137.992 137.992 137.992 137.992 137.992 137.992 137.992 137.992 118.31
cm cm cm cm cm cm cm cm cm cm cm cm
1.1831 1.37992 1.37992 1.37992 1.37992 1.37992 1.37992 1.37992 1.37992 1.37992 1.37992 1.1831
= = = = =
150 50 3.2 20 6.76
mm mm mm mm kg/m
8.61 280.00 28.30 37.40 8.19
cm2= cm4= cm4= cm3= cm3=
860.7 28000 283000 37400 8190
TRIAL Tinggi profil (h) Lebar profil (b) Tebal profil (t) Kait (h1) Berat sendiri (Wgord) A Ix Iy Zx Zy
344.98 kg 3449.8 N
kg N
= = = = =
(0,02*a-0,4)*Wangin.dkk.0,5(a1+a2) kg N
-0,4.Wangin.dkk.0,5(a11+a12) kg N
beban angin kanan tekan hisap Gaya N N P1 73.944 160.189 P2 172.490 P3 P4 172.490 172.490 P5 172.490 P6 P7a 86.245 -344.980 P7b -689.960 P8 P9 -689.960 -689.960 P10 -689.960 P11 -640.755 P12 -295.775 P13
Gaya P1
beban angin kiri tekan hisap N N -295.775
P2 P3 P4 P5 P6 P7a P7b P8 P9 P10 P11 P12 P13 (0,02*a-0,4)*Wangin.dkk.(a11+a12)*0,5 kg N
-0,4.Wangin.dkk.(a1+a2).0,5 kg N
-640.755 -689.960 -689.960 -689.960 -689.960 -344.980 86.245 172.490 172.490 172.490 172.490 160.189 73.944
m m m m m m m m m m m m
mm2 mm4 mm4 mm3 mm3
b1 b2 b3 b4 b5 b6 b7 b8 b9 b10 b11 b12
= = = = = = = = = = = =
107.225 137.992 137.992 137.992 137.992 137.992 137.992 137.992 137.992 137.992 137.992 107.225
cm cm cm cm cm cm cm cm cm cm cm cm
1.07225 1.37992 1.37992 1.37992 1.37992 1.37992 1.37992 1.37992 1.37992 1.37992 1.37992 1.07225
m m m m m m m m m m m m
v1 v2 v3 v4 v5 v6 v7 v8 v9 v10 v11
= = = = = = = = = = =
50 50 50 50 50 50 50 50 50 50 50
cm cm cm cm cm cm cm cm cm cm cm
0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
m m m m m m m m m m m
d1 d2 d3 d4 d5 d6 d7 d8 d9 d10
= = = = = = = = = =
125.274 125.274 125.274 125.274 125.274 125.274 125.274 125.274 125.274 125.274
cm cm cm cm cm cm cm cm cm cm
1.25274 1.25274 1.25274 1.25274 1.25274 1.25274 1.25274 1.25274 1.25274 1.25274
m m m m m m m m m m
Sectional Properties
Sectional Dimension A
x mm
B
t
T
r1
r2
Sec.of
Unit
Geometrical Moment
Area
Weight
of Inertia (cm4)
mm
mm
mm
mm
mm
cm²
kg/m
Ix
Iy
2L
25
x
25
3
9
4
2
2.86
2.25
1.6
5.51
2L
30
x
30
3
9
4
2
3.46
2.72
2.84
8.6
2L
40
x
40
3
9
4.5
2
4.68
3.67
7.06
18.16
4
9
6
3
6.16
4.84
8.96
24.14
5
9
4.5
3
7.52
5.9
10.84
30.58
4
9
6.5
3
6.98
5.48
13
32.94
5
9
6.5
3
8.6
6.75
15.82
41.56
4
9
6.5
3
7.78
6.11
18.12
43.89
5
9
6.5
3
9.6
7.54
22.2
55.41
6
9
6.5
4.5
11.28
8.85
25.2
65.49
4
9
6.5
3
9.38
7.36
32
71.8
5
9
6.5
3
11.6
9.11
39.2
90.84
6
9
8
4
13.82
10.85
45.6
108.89
5
9
8.5
3
12.74
10
50.6
113.39
6
9
8.5
4
15.06
11.82
58.8
135.72
8
9
8.5
6
19.52
15.32
73.6
179.57
6
9
8.5
4
16.26
12.76
74.2
166.3
7
9
9
4.5
18.8
14.76
84.8
194.9
6
9
8.5
4
17.46
13.71
92.2
202.2
8
9
10
5
23
18.05
117.8
270.9
9
9
8.5
6
25.38
19.92
128.8
303.02
12
9
8.5
6
33.12
26
163.8
412.45
6
9
8.5
4
18.66
14.65
112.8
241.87
8
9
10
5
24.6
19.31
144.6
325.26
6
9
10
5
21.1
16.56
161.4
335.2
7
9
10
5
24.44
19.19
186
392.96
9
9
11
5.5
31
24.33
232
509.14
10
9
10
7
34
26.69
250
560.09
13
9
10
7
43.42
34.08
312
740.1
7
9
10
5
27.24
21.38
258
530.01
8
9
10
5
30.94
24.29
292
608.83
10
9
10
7
38
29.83
350
756.33
13
9
10
7
48.62
38.17
440
998.75
8
9
12
5
37.52
29.45
516
1026.88
11
9
13
6.5
50.8
39.88
682
1419.42
12
9
13
6.5
55
43.17
736
1551.24
9
9
12
6
45.48
35.7
732
1452.42
12
9
12
8.5
59.52
46.72
934
1929.66
15
9
12
8.5
73.5
57.7
1136
2438.72
2L
2L
2L
2L
2L
2L
45
50
60
65
70
75
x
x
x
x
x
x
45
50
60
65
70
75
2L
80
x
80
2L
90
x
90
2L
2L
2L
100
120
130
x
x
x
100
120
130
2L
150
x
150
2L
175
x
175
2L
200
x
200
2L
2L
250
250
x
x
250
250
12
12
14
7
69.54
54.59
1480
3042.4
15
12
14
10
85.48
67.1
1776
3778.42
19
12
14
10
106.76
83.81
2180
4849
12
12
15
11
81.04
63.62
2340
4642.26
15
12
15
11
100.42
78.83
2880
5862.73
15
12
17
12
115.5
90.67
4360
8601.58
20
12
17
12
152
119.32
5640
11615.56
25
12
17
12
187.5
147.19
6840
14664.68
25
12
24
12
238.8
187.46
13900
28058.45
35
12
24
18
325.2
255.28
18220
39293.77
25
10
24
12
238.8
187.46
13900
27693.09
35
10
24
18
325.2
255.28
18220
38773.45
ectional Properties Radius of Gyration of Area (cm)
Modulus of Section (cm3)
ix
iy
Sx
Sy
0.75
1.39
0.9
1.87
0.91
1.58
1.31
2.49
1.23
1.97
2.43
4.08
1.21
1.98
3.11
5.43
1.2
2.02
3.83
6.87
1.36
2.17
3.99
6.65
1.36
2.2
4.91
8.4
1.53
2.38
4.99
8.05
1.52
2.4
6.18
10.17
1.49
2.41
7.08
12.02
1.85
2.77
7.29
11.13
1.84
2.8
9.03
14.08
1.82
2.81
10.58
16.88
1.99
2.98
10.7
16.31
1.98
3
12.54
19.53
1.94
3.03
15.93
25.84
2.14
3.2
14.64
22.32
2.12
3.22
16.86
26.16
2.3
3.4
16.95
25.43
2.26
3.43
21.94
34.08
2.25
3.46
24.17
38.12
2.22
3.53
31.44
51.88
2.46
3.6
19.38
28.62
2.42
3.64
25.19
38.49
2.77
3.99
24.53
35.47
2.76
4.01
28.44
41.58
2.74
4.05
35.91
53.88
2.71
4.06
38.88
59.27
2.68
4.13
49.45
78.32
3.08
4.41
35.39
50.72
3.07
4.44
40.28
58.26
3.03
4.46
48.75
72.38
3.01
4.53
62.32
95.57
3.71
5.23
58.9
82.48
3.66
5.29
78.94
114.01
3.66
5.31
85.58
124.6
4.01
5.65
77.3
107.99
3.96
5.69
99.79
143.47
3.93
5.76
122.94
181.32
4.61
6.61
136.28
195.03
4.56
6.65
165.06
242.21
4.52
6.74
205.66
310.83
5.37
7.57
183.24
256.48
5.36
7.64
227.67
323.91
6.14
8.63
299.86
417.55
6.09
8.74
393.58
563.86
6.04
8.84
483.73
711.88
7.63
10.84
776.54
1096.03
7.49
10.99
1038.18
1534.91
7.63
10.77
776.54
1086
7.49
10.92
1038.18
1520.53
Tabel II.2 Hasil perhitungan gaya batang kuda-kuda baja Gaya batang akibat (N) Batang a1 a2 a3 a4 a5 a6 a7 a8 a9 a10 a11 a12 b1 b2 b3 b4 b5 b6 b7 b8 b9 b10 b11 b12 v1 v2 v3 v4 v5 v6 v7 v8 v9 v10 v11 d1 d2 d3 d4
BBmati
BBhidup
BBang kiri
BBang kanan
7122.34 -50973.44 -96162.59 -128440.55 -147807.33 -154262.92 -154262.92 -147807.33 -128440.55 -96162.59 -50973.44 7122.34 -6459.16 -7126.89 50973.44 96162.59 128440.55 147807.33 147807.33 128440.55 96162.59 50973.44 -7126.89 -6459.16 -26881.41 -19937.14 -15256.54 -10575.94 -5895.34 126833.62 -5895.34 -10575.94 -15256.54 -19937.14 -26881.41 52772.41 41045.21 29318.01 17590.8
2365.16 -10046.79 -19701.34 -26597.45 -30735.12 -32114.34 -32114.34 -30735.12 -26597.45 -19701.34 -10046.79 2365.16 -2144.52 -2366.22 10046.79 19701.34 26597.45 30735.12 30735.12 26597.45 19701.34 10046.79 -2366.22 -2144.52 -5497.51 -4500 -3500 -2500 -1500 26144.22 -1500 -2500 -3500 -4500 -5497.51 11274.7 8769.21 6263.72 3758.23
-633.8 6243.34 11043.95 13744.59 14345.26 12845.97 13047.06 9420.52 6318.98 3742.43 1690.88 158.61 699.87 -1583.42 -8162.27 -12641.14 -15020.05 -15298.99 -9771 -6589.03 -3932.04 -1800.05 -193.06 -174.97 3090.8 2384.98 1623.7 862.41 101.12 -10708.37 1153.54 963.22 772.9 582.57 405.75 -5975.55 -4068.15 -2160.76 -253.36
158.47 -1055.26 -1749.83 -1919.41 -1564.01 -683.6 -884.69 3360.74 5506.19 5551.68 3497.2 -633.93 -174.97 2162.58 3301.72 3915.86 4005.01 3569.17 -1958.82 -4426.01 -4793.24 -3060.49 772.22 699.87 -589.47 -412.96 -222.64 -32.32 158 897.28 -894.41 -133.13 628.16 1389.45 2095.58 1034.67 557.82 80.97 -395.87
d5 d6 d7 d8 d9 d10
5863.6 5863.6 17590.8 29318.01 41045.21 52772.41
1252.74 1252.74 3758.23 6263.72 8769.21 11274.7
1654.03 -3367.03 -2890.18 -2413.33 -1936.48 -1459.63
-872.72 4148.34 2240.94 333.55 -1573.85 -3481.24
3. Kombinasi Pembebanan a) b) c)
Kombinasi I Kombinasi II Kombinasi III
= = =
1.4D 1.2D + 0.5L 1.2D + 1.6L + 0.8W
d) e)
Kombinasi IV Kombinasi Va Kombinasi Vb
= = =
1.2D + 1.3W + 0.5L 0.9D + 1.3W 0.9D - 1.3W
Tabel II.4 Gaya batang kombinasi kuda-kuda baja Gaya batang akibat (N) Batang a1 a2 a3 a4 a5 a6 a7 a8 a9 a10 a11 a12 b1 b2 b3 b4 b5 b6 b7 b8 b9 b10
BBmati
BBhidup
BBang kiri
BBang kanan
7122.34 -50973.44 -96162.59 -128440.55 -147807.33 -154262.92 -154262.92 -147807.33 -128440.55 -96162.59 -50973.44 7122.34 -6459.16 -7126.89 50973.44 96162.59 128440.55 147807.33 147807.33 128440.55 96162.59 50973.44
2365.16 -10046.79 -19701.34 -26597.45 -30735.12 -32114.34 -32114.34 -30735.12 -26597.45 -19701.34 -10046.79 2365.16 -2144.52 -2366.22 10046.79 19701.34 26597.45 30735.12 30735.12 26597.45 19701.34 10046.79
-633.8 6243.34 11043.95 13744.59 14345.26 12845.97 13047.06 9420.52 6318.98 3742.43 1690.88 158.61 699.87 -1583.42 -8162.27 -12641.14 -15020.05 -15298.99 -9771 -6589.03 -3932.04 -1800.05
158.47 -1055.26 -1749.83 -1919.41 -1564.01 -683.6 -884.69 3360.74 5506.19 5551.68 3497.2 -633.93 -174.97 2162.58 3301.72 3915.86 4005.01 3569.17 -1958.82 -4426.01 -4793.24 -3060.49
I 9971.28 -71362.82 -134627.63 -179816.77 -206930.26 -215968.09 -215968.09 -206930.26 -179816.77 -134627.63 -71362.82 9971.28 -9042.82 -9977.65 71362.82 134627.63 179816.77 206930.26 206930.26 179816.77 134627.63 71362.82
b11 b12 v1 v2 v3 v4 v5 v6 v7 v8 v9 v10 v11 d1 d2 d3 d4 d5 d6 d7 d8 d9 d10
-7126.89 -6459.16 -26881.41 -19937.14 -15256.54 -10575.94 -5895.34 126833.62 -5895.34 -10575.94 -15256.54 -19937.14 -26881.41 52772.41 41045.21 29318.01 17590.8 5863.6 5863.6 17590.8 29318.01 41045.21 52772.41
-2366.22 -2144.52 -5497.51 -4500 -3500 -2500 -1500 26144.22 -1500 -2500 -3500 -4500 -5497.51 11274.7 8769.21 6263.72 3758.23 1252.74 1252.74 3758.23 6263.72 8769.21 11274.7
-193.06 -174.97 3090.8 2384.98 1623.7 862.41 101.12 -10708.37 1153.54 963.22 772.9 582.57 405.75 -5975.55 -4068.15 -2160.76 -253.36 1654.03 -3367.03 -2890.18 -2413.33 -1936.48 -1459.63
772.22 699.87 -589.47 -412.96 -222.64 -32.32 158 897.28 -894.41 -133.13 628.16 1389.45 2095.58 1034.67 557.82 80.97 -395.87 -872.72 4148.34 2240.94 333.55 -1573.85 -3481.24
-9977.65 -9042.82 -37633.97 -27912.00 -21359.16 -14806.32 -8253.48 177567.07 -8253.48 -14806.32 -21359.16 -27912.00 -37633.97 73881.37 57463.29 41045.21 24627.12 8209.04 8209.04 24627.12 41045.21 57463.29 73881.37
Gaya batang akibat (N) Batang a1 a2 a3 a4 a5 a6 a7 a8 a9 a10 a11 a12 b1 b2 b3 b4
BBmati
BBhidup
BBang kiri
BBang kanan
7122.34 -50973.44 -96162.59 -128440.55 -147807.33 -154262.92 -154262.92 -147807.33 -128440.55 -96162.59 -50973.44 7122.34 -6459.16 -7126.89 50973.44 96162.59
2365.16 -10046.79 -19701.34 -26597.45 -30735.12 -32114.34 -32114.34 -30735.12 -26597.45 -19701.34 -10046.79 2365.16 -2144.52 -2366.22 10046.79 19701.34
-633.8 6243.34 11043.95 13744.59 14345.26 12845.97 13047.06 9420.52 6318.98 3742.43 1690.88 158.61 699.87 -1583.42 -8162.27 -12641.14
158.47 -1055.26 -1749.83 -1919.41 -1564.01 -683.6 -884.69 3360.74 5506.19 5551.68 3497.2 -633.93 -174.97 2162.58 3301.72 3915.86
I 9971.276 -71362.816 -134627.626 -179816.77 -206930.262 -215968.088 -215968.088 -206930.262 -179816.77 -134627.626 -71362.816 9971.276 -9042.824 -9977.646 71362.816 134627.626
b5 b6 b7 b8 b9 b10 b11 b12 v1 v2 v3 v4 v5 v6 v7 v8 v9 v10 v11 d1 d2 d3 d4 d5 d6 d7 d8 d9 d10
128440.55 147807.33 147807.33 128440.55 96162.59 50973.44 -7126.89 -6459.16 -26881.41 -19937.14 -15256.54 -10575.94 -5895.34 126833.62 -5895.34 -10575.94 -15256.54 -19937.14 -26881.41 52772.41 41045.21 29318.01 17590.8 5863.6 5863.6 17590.8 29318.01 41045.21 52772.41
26597.45 30735.12 30735.12 26597.45 19701.34 10046.79 -2366.22 -2144.52 -5497.51 -4500 -3500 -2500 -1500 26144.22 -1500 -2500 -3500 -4500 -5497.51 11274.7 8769.21 6263.72 3758.23 1252.74 1252.74 3758.23 6263.72 8769.21 11274.7
-15020.05 -15298.99 -9771 -6589.03 -3932.04 -1800.05 -193.06 -174.97 3090.8 2384.98 1623.7 862.41 101.12 -10708.37 1153.54 963.22 772.9 582.57 405.75 -5975.55 -4068.15 -2160.76 -253.36 1654.03 -3367.03 -2890.18 -2413.33 -1936.48 -1459.63
4005.01 3569.17 -1958.82 -4426.01 -4793.24 -3060.49 772.22 699.87 -589.47 -412.96 -222.64 -32.32 158 897.28 -894.41 -133.13 628.16 1389.45 2095.58 1034.67 557.82 80.97 -395.87 -872.72 4148.34 2240.94 333.55 -1573.85 -3481.24
179816.77 206930.262 206930.262 179816.77 134627.626 71362.816 -9977.646 -9042.824 -37633.974 -27911.996 -21359.156 -14806.316 -8253.476 177567.068 -8253.476 -14806.316 -21359.156 -27911.996 -37633.974 73881.374 57463.294 41045.214 24627.12 8209.04 8209.04 24627.12 41045.214 57463.294 73881.374
Beban kombinasi (N) II 9729.39 -66191.52 -125245.78 -167427.39 -192736.36 -201172.67 -201172.67 -192736.36 -167427.39 -125245.78 -66191.52 9729.39 -8823.25 -9735.38 66191.52 125245.78 167427.39 192736.36 192736.36 167427.39 125245.78 66191.52
III Wkiri 11824.02 -72248.32 -138082.09 -185688.91 -215068.78 -226221.67 -226060.80 -219008.57 -191629.40 -143923.31 -75890.29 12457.95 -10622.33 -13604.96 70713.18 136804.34 184668.54 214305.80 218728.19 191413.36 143771.62 75802.95
Wkanan 12457.84 -78087.20 -148317.12 -198220.11 -227796.20 -237045.33 -237206.20 -223856.40 -192279.63 -142475.91 -74445.23 11823.92 -11322.20 -10608.16 79884.37 150049.94 199888.59 229400.32 224977.93 193143.77 143082.66 74794.60
IV Wkiri 8905.45 -58075.18 -110888.64 -149559.42 -174087.52 -184472.91 -184211.50 -180489.68 -159212.71 -120380.62 -63993.38 9935.58 -7913.42 -11793.82 55580.57 108812.30 147901.32 172847.67 180034.06 158861.65 120134.13 63851.46
Wkanan 9935.40 -67563.36 -127520.56 -169922.62 -194769.57 -202061.35 -202322.77 -188367.39 -160269.34 -118028.59 -61645.16 8905.28 -9050.71 -6924.02 70483.76 130336.40 172633.90 197376.28 190189.89 161673.57 119014.57 62212.89
V (a) Wkiri 5586.17 -37759.75 -72189.20 -97728.53 -114377.76 -122136.87 -121875.45 -120779.92 -107381.82 -81681.17 -43677.95 6616.30 -4903.41 -8472.65 35265.15 70112.85 96070.43 113137.91 120324.30 107030.76 81434.68 43536.03
-9735.38 -8823.25 -35006.45 -26174.57 -20057.85 -13941.13 -7824.41 165272.45 -7824.41 -13941.13 -20057.85 -26174.57 -35006.45 68964.24 53638.86 38313.47 22988.08 7662.69 7662.69 22988.08 38313.47 53638.86 68964.24
II 9729.388 -66191.523 -125245.778 -167427.385 -192736.356 -201172.674 -201172.674 -192736.356 -167427.385 -125245.778 -66191.523 9729.388 -8823.252 -9735.378 66191.523 125245.778
-12492.67 -11322.20 -38581.07 -29216.58 -22608.89 -16001.20 -9393.51 185464.40 -8551.58 -15920.55 -23289.53 -30658.51 -40729.11 76585.97 60030.47 43474.96 26919.44 10363.93 6347.08 24809.98 43272.90 61735.80 80198.71
III Wkiri 11824.024 -72248.32 -138082.092 -185688.908 -215068.78 -226221.672 -226060.8 -219008.572 -191629.396 -143923.308 -75890.288 12457.952 -10622.328 -13604.956 70713.176 136804.34
-11720.44 -10622.33 -41525.28 -31454.94 -24085.96 -16716.98 -9348.01 194748.92 -10189.94 -16797.63 -23405.32 -30013.01 -39377.24 82194.15 63731.24 45268.34 26805.43 8342.53 12359.38 28914.88 45470.40 62025.91 78581.42
Wkanan 12457.84 -78087.2 -148317.116 -198220.108 -227796.196 -237045.328 -237206.2 -223856.396 -192279.628 -142475.908 -74445.232 11823.92 -11322.2 -10608.156 79884.368 150049.94
-9986.36 -9050.71 -30988.41 -23074.09 -17947.04 -12820.00 -7692.95 151351.57 -6324.81 -12688.94 -19053.08 -25417.23 -34478.97 61196.03 48350.26 35504.48 22658.71 9812.93 3285.55 19230.84 35176.14 51121.43 67066.72
-8731.49 -7913.42 -35772.76 -26711.42 -20347.28 -13983.14 -7619.01 166438.92 -8987.14 -14114.20 -19241.24 -24368.28 -32282.19 70309.31 54364.02 38418.73 22473.44 6528.15 13055.53 25901.30 38747.09 51592.85 64438.63
Beban kombinasi (N) IV Wkiri Wkanan 8905.448 9935.399 -58075.181 -67563.361 -110888.643 -127520.557 -149559.418 -169922.618 -174087.518 -194769.569 -184472.913 -202061.354 -184211.496 -202322.771 -180489.68 -188367.394 -159212.711 -160269.338 -120380.619 -118028.594 -63993.379 -61645.163 9935.581 8905.279 -7913.421 -9050.713 -11793.824 -6924.024 55580.572 70483.759 108812.296 130336.396
-6665.18 -6040.71 -20175.23 -14842.95 -11620.08 -8397.21 -5174.35 100229.38 -3806.20 -8266.16 -12726.12 -17186.09 -23665.79 39726.95 31652.09 23577.22 15502.35 7427.48 900.10 12074.49 23248.88 34423.27 45597.65
V (a) Wkiri 5586.166 -37759.754 -72189.196 -97728.528 -114377.759 -122136.867 -121875.45 -120779.921 -107381.821 -81681.172 -43677.952 6616.299 -4903.413 -8472.647 35265.145 70112.849
167427.385 192736.356 192736.356 167427.385 125245.778 66191.523 -9735.378 -8823.252 -35006.447 -26174.568 -20057.848 -13941.128 -7824.408 165272.454 -7824.408 -13941.128 -20057.848 -26174.568 -35006.447 68964.242 53638.857 38313.472 22988.075 7662.69 7662.69 22988.075 38313.472 53638.857 68964.242
184668.54 214305.796 218728.188 191413.356 143771.62 75802.952 -12492.668 -11322.2 -38581.068 -29216.584 -22608.888 -16001.2 -9393.512 185464.4 -8551.576 -15920.552 -23289.528 -30658.512 -40729.108 76585.972 60030.468 43474.956 26919.44 10363.928 6347.08 24809.984 43272.9 61735.804 80198.708
199888.588 229400.324 224977.932 193143.772 143082.66 74794.6 -11720.444 -10622.328 -41525.284 -31454.936 -24085.96 -16716.984 -9348.008 194748.92 -10189.936 -16797.632 -23405.32 -30013.008 -39377.244 82194.148 63731.244 45268.34 26805.432 8342.528 12359.376 28914.88 45470.404 62025.908 78581.42
147901.32 172847.669 180034.056 158861.646 120134.126 63851.458 -9986.356 -9050.713 -30988.407 -23074.094 -17947.038 -12819.995 -7692.952 151351.573 -6324.806 -12688.942 -19053.078 -25417.227 -34478.972 61196.027 48350.262 35504.484 22658.707 9812.929 3285.551 19230.841 35176.143 51121.433 67066.723
172633.898 197376.277 190189.89 161673.572 119014.566 62212.886 -8731.492 -7913.421 -35772.758 -26711.416 -20347.28 -13983.144 -7619.008 166438.918 -8987.141 -14114.197 -19241.24 -24368.283 -32282.193 70309.313 54364.023 38418.733 22473.444 6528.154 13055.532 25901.297 38747.087 51592.852 64438.63
96070.43 113137.91 120324.297 107030.756 81434.679 43536.031 -6665.179 -6040.705 -20175.229 -14842.952 -11620.076 -8397.213 -5174.35 100229.377 -3806.204 -8266.16 -12726.116 -17186.085 -23665.794 39726.954 31652.094 23577.221 15502.352 7427.479 900.101 12074.486 23248.88 34423.265 45597.65
Wkanan 6616.12 -47247.93 -88821.11 -118091.73 -135059.81 -139725.31 -139986.73 -128657.64 -108438.45 -79329.15 -41329.74 5586.00 -6040.71 -3602.85 50168.33 91636.95 120803.01 137666.52 130480.13 109842.68 80315.12 41897.46
V (b) Wkiri 7234.05 -53992.44 -100903.47 -133464.46 -151675.44 -155536.39 -155797.81 -145273.27 -123811.17 -91411.49 -48074.24 6203.91 -6723.08 -4355.76 56487.05 102979.81 135122.56 152915.28 145728.90 124162.23 91657.98 48216.16
GAYA BATANG PERLU (N)
Wkanan 6204.10 -44504.26 -84271.55 -113101.26 -130993.38 -137947.95 -137686.53 -137395.56 -122754.54 -93763.52 -50422.46 7234.22 -5585.78 -9225.56 41583.86 81455.71 110389.98 128386.68 135573.06 121350.31 92777.54 49854.73
12457.84 -37759.75 -72189.20 -97728.53 -114377.76 -122136.87 -121875.45 -120779.92 -107381.82 -79329.15 -41329.74 12457.95 -4903.41 -3602.85 79884.37 150049.94 199888.59 229400.32 224977.93 193143.77 143771.62 75802.95
5586.17 -78087.20 -148317.12 -198220.11 -227796.20 -237045.33 -237206.20 -223856.40 -192279.63 -143923.31 -75890.29 5586.00 -11322.20 -13604.96 35265.15 70112.85 96070.43 113137.91 120324.30 107030.76 80315.12 41897.46
DIPAKAI 12457.840 -78087.200 -148317.116 -198220.108 -227796.196 -237045.328 -237206.200 -223856.396 -192279.628 -143923.308 -75890.288 12457.952 -11322.200 -13604.956 79884.368 150049.940 199888.588 229400.324 224977.932 193143.772 143771.620 75802.952
-5410.32 -4903.41 -24959.58 -18480.27 -14020.32 -9560.36 -5100.41 115316.72 -6468.54 -9691.42 -12914.28 -16137.14 -21469.02 48840.24 37665.86 26491.47 15317.09 4142.70 10670.08 18744.94 26819.82 34894.68 42969.56
-6163.22 -5585.78 -28211.31 -21043.90 -15841.70 -10639.48 -5437.26 128071.14 -6805.41 -10770.53 -14735.66 -18700.77 -24720.74 55263.38 42229.28 29195.20 16161.09 3127.00 9654.38 19588.95 29523.54 39458.11 49392.69
Wkanan 6616.117 -47247.934 -88821.11 -118091.728 -135059.81 -139725.308 -139986.725 -128657.635 -108438.448 -79329.147 -41329.736 5585.997 -6040.705 -3602.847 50168.332 91636.949
V (b) Wkiri 7234.046 -53992.438 -100903.466 -133464.462 -151675.435 -155536.389 -155797.806 -145273.273 -123811.169 -91411.49 -48074.24 6203.913 -6723.075 -4355.755 56487.047 102979.813
-7418.09 -6723.08 -23426.96 -17406.58 -13441.45 -9476.33 -5511.21 112983.79 -4143.07 -9345.28 -14547.49 -19749.71 -26917.52 46150.10 36215.52 26280.95 16346.35 6411.78 -115.60 12918.50 25952.59 38986.69 52020.78
Wkanan 6204.095 -44504.258 -84271.552 -113101.262 -130993.384 -137947.948 -137686.531 -137395.559 -122754.542 -93763.515 -50422.456 7234.215 -5585.783 -9225.555 41583.86 81455.713
-5410.32 -4903.41 -20175.23 -14842.95 -11620.08 -8397.21 -5100.41 194748.92 -3806.20 -8266.16 -12726.12 -16137.14 -21469.02 82194.15 63731.24 45268.34 26919.44 10363.93 13055.53 28914.88 45470.40 62025.91 80198.71
-12492.67 -11322.20 -41525.28 -31454.94 -24085.96 -16716.98 -9393.51 100229.38 -10189.94 -16797.63 -23405.32 -30658.51 -40729.11 39726.95 31652.09 23577.22 15317.09 3127.00 -115.60 12074.49 23248.88 34423.27 42969.56
GAYA BATANG PERLU (N)
12457.84 -78087.20 -148317.12 -198220.11 -227796.20 -237045.33 -237206.20 -223856.40 -192279.63 -143923.31 -75890.29 12457.95 -11322.20 -13604.96 79884.37 150049.94
a1 a2 a3 a4 a5 a6 a7 a8 a9 a10 a11 a12 b1 b2 b3 b4
-12492.668 -11322.200 -41525.284 -31454.936 -24085.960 -16716.984 -9393.512 194748.920 -10189.936 -16797.632 -23405.320 -30658.512 -40729.108 82194.148 63731.244 45268.340 26919.440 10363.928 13055.532 28914.880 45470.404 62025.908 80198.708
120803.008 137666.518 130480.131 109842.682 80315.119 41897.459 -5410.315 -4903.413 -24959.58 -18480.274 -14020.318 -9560.362 -5100.406 115316.722 -6468.539 -9691.415 -12914.278 -16137.141 -21469.015 48840.24 37665.855 26491.47 15317.089 4142.704 10670.082 18744.942 26819.824 34894.684 42969.557
135122.56 152915.284 145728.897 124162.234 91657.983 48216.161 -6163.223 -5585.783 -28211.309 -21043.9 -15841.696 -10639.479 -5437.262 128071.139 -6805.408 -10770.532 -14735.656 -18700.767 -24720.744 55263.384 42229.284 29195.197 16161.088 3127.001 9654.379 19588.954 29523.538 39458.113 49392.688
110389.982 128386.676 135573.063 121350.308 92777.543 49854.733 -7418.087 -6723.075 -23426.958 -17406.578 -13441.454 -9476.33 -5511.206 112983.794 -4143.073 -9345.277 -14547.494 -19749.711 -26917.523 46150.098 36215.523 26280.948 16346.351 6411.776 -115.602 12918.498 25952.594 38986.694 52020.781
199888.59 229400.32 224977.93 193143.77 143771.62 75802.95 -12492.67 -11322.20 -41525.28 -31454.94 -24085.96 -16716.98 -9393.51 194748.92 -10189.94 -16797.63 -23405.32 -30658.51 -40729.11 82194.15 63731.24 45268.34 26919.44 10363.93 13055.53 28914.88 45470.40 62025.91 80198.71
b5 b6 b7 b8 b9 b10 b11 b12 v1 v2 v3 v4 v5 v6 v7 v8 v9 v10 v11 d1 d2 d3 d4 d5 d6 d7 d8 d9 d10
seng di prinn !!!!
12457.952 -237206.200
229400.324 -13604.956
a1 a2 a3 a4 a5 a6 a7 a8 a9 a10 a11 a12 b1 b2 b3 b4 b5 b6 b7 b8 b9 b10
a1,a12,b3 sd b10,v6
194748.920 -41525.284
82194.148 10363.928
b11 b12 v1 v2 v3 v4 v5 v6 v7 v8 v9 v10 v11 d1 d2 d3 d4 d5 d6 d7 d8 d9 d10
A) PERENCANAAN BATANG TARIK d1 sd d10 tnggi profil (h) lebar profil(b)
40 40
tebal profil (t) berat sendiri (w)
4
L.25.25.5
mm mm tpb
mm 2.42 kg/m
luas penampang (A) Ix
308.00 mm2
3.08 cm2
44800.00 mm4
4.48 cm4
Iy
44800.00 mm4
4.48 cm4
ex
11.2
mm
1.12 cm
ey
11.2
mm
1.12 cm
1252.74
mm
panjang batang d1 (Ld1) PROFIL
--->
b
tpb
b
KONDISIONAL
2L
a) Periksa Kelangsingan r min = = = l =
(2Ix/2A)^0,5 12.0604538 mm (Lb1/rmin) 103.871713 mm
b) periksa kekuatan diameter baut (db)
7
mm
fy
=
210
MPA
Abr
=
616
mm2
fu
=
480
MPA
OK
kondisi leleh (Tn1) Tn1
kondisi fraktur An
Tn2
Tn
=
0,90*fy*Abr
N
= =
0,90*fy*(2*A)
N N
=
2(A-t(db+2))
mm2
di ambil nilai terkecil antara Tn1 dan Tn2
=
544
mm2
dengan syarat Tn > Nub1 (diambil dari tabel II.4)
=
0,75*fu*Ae
N
= =
0,75*fu*(0.75.An)
N N
>
116424
146880 Nud1
116424
>
82194.148
--->
OK
iki tak jupuk seng gede tok
B) PERENCANAAN BATANG TEKAN a1 sd a12 Gording-gording ditempatkan pada buhul kuda-kuda tnggi profil (h) lebar profil(b)
60 60
mm mm
tebal profil (t)
10
mm
tpb
=
luas penampang (A) Ix
1110.00 mm2
11.10 cm2
349000.00 mm4
34.90 cm4
Iy
349000.00 mm4
34.90 cm4
ex
18.5
mm
1.85 cm
ey
18.5
mm
1.85 cm
panjang batang a2 (La2)
1379.92 mm
137.992 cm
Zx
0 mm3
0 cm3
Zy
0 mm3
0 cm3
b --->
b/t 6
25.9406844
arah sumbu bahan (sumbu x-x) rx ((2*Ix)/(2*A))^0,5 = = lx
= =
17.7317347 mm (k*La1)/rx 77.8220533
dengan nilai
k
=
syarat
lx 77.822053266
> >
1,2*l1 31.12882
----->
OK
arah sumbu bebas bahan (sumbu y-y) Iysg 2(iy+A(ex+1/2tpb)^2) = = rysg ly
= = =
25.6435185 mm (k.La1)/rysg
=
53.8116484 mm
kelangsingan ideal liy =
syarat
1459849.89 (Iysg/2A)^0,5 dengan nilai
((ly^2) +((m/2)* ly^2))^0,5
=
59.7378658
liy
>
1,2*l1
59.737865829
>
31.12882
----->
k
=
1
m
=
2
E
=
200000
MPA
lc
OK
----->
KONDISIONAL
d) periksa terhadap tekuk lentur torsi J
y0
=
2((1/3)*b*t^3 + (1/3)*(h-t)*t^3)
=
73333.3333 mm4
= =
ex-t/2 13.5
x0
=
G
=
r02
=
496.664414 mm4
fcrz H
= =
5320.78113 MPA 0.63305203
fcry
=
210 MPA
----->
UDU IKI
fcry
=
155.987146 MPA
----->
GO IKI
fcry
=
260.744021 MPA
----->
ORA IKI
fclt
=
206.927
MPA
----->
UDU IKI
fclt
=
154.296
MPA
----->
GO IKI
fclt
=
255.996
MPA
----->
ORA IKI
Nn2
=
390472.183
----->
UDU IKI
Nn2
=
291157.001
----->
GO IKI
Nn2
=
483064.507
----->
ORA IKI
0
80000 MPA
Nn2
> Nua2 291157 > 237206.2 ---> OK B) PERENCANAAN BATANG TEKAN v1 sd v11 kecuali v6 Gording-gording ditempatkan pada buhul kuda-kuda tnggi profil (h) 40 mm lebar profil(b) 40 mm tebal profil (t) berat sendiri (w)
4
mm 2.42 kg/m
tpb
luas penampang (A) Ix
308.00 mm2
3.08 cm2
44800.00 mm4
4.48 cm4
Iy
44800.00 mm4
4.48 cm4
=
8
mm
ex
11.2
mm
1.12 cm
ey
11.2
mm
1.12 cm
panjang batang v1 (Lv1)
500 mm
50
Zx
0 mm
Zy
0 mm3
cm 0 cm
3
b --->
0 cm3 diameter baut (db)
a) periksa kelangsingan penampang sayap
b/t 10
(ly/A)^0,5 12.0604538 mm L1/ry 20.7289049
arah sumbu bahan (sumbu x-x) rx ((2*Ix)/(2*A))^0,5 = = lx
syarat
= = lx 41.457809879
12.0604538 mm (k*La1)/rx
dengan nilai
k
=
=
1
41.4578099 > >
1,2*l1 24.87469
----->
OK
arah sumbu bebas bahan (sumbu y-y) Iysg 2(iy+A(ex+1/2tpb)^2) = = rysg ly
= = = =
167735.846 (Iysg/2A)^0,5 16.5014682 mm (k.La1)/rysg 30.3003342 mm
dengan nilai
k
kelangsingan ideal liy =
syarat
((ly^2) +((m/2)* ly^2))^0,5
=
36.7123651
liy
> >
36.712365105
diambil
m
=
2
E
=
200000
MPA
lc
Nua2 41525.284
--->
OK
----->
KONDISIONAL
d) periksa terhadap tekuk lentur torsi J
y0
=
2((1/3)*b*t^3 + (1/3)*(h-t)*t^3)
=
3242.66667 mm4
= =
ex-t/2 9.2
r02
=
230.094545 mm4
fcrz
=
1830.22827 MPA
x0
=
G
=
0
80000 MPA
H
=
fcry
=
210 MPA
----->
UDU IKI
fcry
=
192.891482 MPA
----->
GO IKI
fcry
=
918.770446 MPA
----->
ORA IKI
fclt
=
206.927
MPA
----->
UDU IKI
fclt
=
190.301
MPA
----->
GO IKI
fclt
=
858.208
MPA
----->
ORA IKI
Nn2
=
390472.183
----->
UDU IKI
Nn2
=
359098.555
----->
GO IKI
Nn2
=
1619438.3
----->
ORA IKI
> >
Nua2 41525.284
Nn2 359098.6
0.63215121
--->
OK
A) PERENCANAAN BATANG TARIK b1 sd b12 dan v6
t
60 60
tebal profil (t) berat sendiri (w)
6
mm mm tpb
mm 5.42 kg/m
luas penampang (A) Ix
691.00 mm2
6.91 cm2
226000.00 mm4
22.60 cm4
Iy
226000.00 mm4
22.60 cm4
ex
16.9
mm
1.69 cm
ey
16.9
mm
1.69 cm
1379.92
mm
panjang batang b6 (Lb6) PROFIL
--->
(2Ix/2A)^0,5 18.08486186 mm (Lb1/rmin) 76.30249047 mm
b) periksa kekuatan diameter baut (db)
7
mm
fy
=
210
MPA
Abr
=
1382
mm2
fu
=
480
MPA
261198
343980 Nub6
240
261198
>
229400.324
--->
OK 70 70 7 7.38
t
h
940.00 423000.00 423000.00
19.7 19.7 1379.92 tpb
b
0 0 60 60
7
mm
10
210
MPA
8.69
2220
mm2
1110.00
480
MPA
349000.00 349000.00
18.5 18.5 1379.92 0 0 L1 Diambil sekitar 25 sampai 50 cm
OK
50 50 5 3.77 480.00 110000.00 110000.00
14 14 1
1379.92 0
0 35 35 4 2.10 267.00 29600.00 29600.00
10 10 1379.92 0 0 25 25 5 1.77 226.00 11800.00 11800.00
8 8 1379.92 0 0 65 w
=
w
= =
w
1 1,43/(1,6-(0,67*lc))
=
1.346265 1,25*((lc)^2)
=
0.805388
----->
UDU IKI
65
----->
GO IKI
11 10.30
----->
ORA IKI
1320.00 488000.00 488000.00
20
UDU IKI
20
----->
GO IKI
1379.92
----->
ORA IKI
0
0 20 20 4 1.14 145.00 4800.00 4800.00
6.4 6.4 1379.92 0 0
t
h
tpb
b
7
mm
210
MPA
2220
mm2
480
MPA
L1 Diambil sekitar 25 sampai 50 cm
OK
1
w
=
w
= =
w
UDU IKI
----->
GO IKI
----->
ORA IKI
----->
UDU IKI
----->
GO IKI
----->
ORA IKI
t
b
tpb
b
ONDISIONAL
--->
OK
di ambil nilai terkecil antara Tn1 dan Tn2 dengan syarat Tn > Nub1 (diambil dari tabel II.4)
h
mm mm
65 65
mm kg/m
tpb
7
mm mm mm 6.83 kg/m
tpb
mm2
9.40
870.00 mm2
8.70
mm4
42.30
334000.00 mm4
33.40
mm4
42.30
334000.00 mm4
33.40
mm
1.97
18.5
mm
1.85
mm
1.97
18.5
mm
1.85
mm mm
137.992 3
mm3
137.992
0
0 mm
3
0
0
0 mm3
0
mm mm tpb
mm
1379.92 mm
60 60
mm mm
6
mm
tpb
5.42 kg/m
kg/m mm2
11.10
691.00 mm2
6.91
mm4
34.90
226000.00 mm4
22.60
mm4 mm mm mm
34.90
226000.00 mm4
22.60
1.85 1.85
16.9 mm 16.9 mm 1379.92 mm
1.69 1.69
137.992
137.992
mm3
0
0 mm3
0
mm3
0
0 mm3
0
mm mm
40 40
mm kg/m
tpb
4
mm mm mm 2.42 kg/m
tpb
mm2
4.80
308.00 mm2
3.08
mm4
11.00
44800.00 mm4
4.48
mm4
11.00
44800.00 mm4
4.48
mm mm
1.40
11.2 11.2
1.12
1.40
mm mm
137.992 3
0
mm mm
1.12
1379.92 mm 0 mm
137.992 3
0
mm3
0
mm mm
0 mm3 30 30
mm kg/m
tpb
5
0
mm mm mm 2.18 kg/m
tpb
mm2
2.67
278.00 mm2
2.78
mm4
2.96
24600.00 mm4
2.46
mm4
2.96
24600.00 mm4
2.46
mm mm
1.00
9.2 9.2
0.92
1.00
mm
137.992
mm
3
0
mm
3
0
mm mm tpb
mm
mm mm
0.92
1379.92 mm
137.992
0 mm
3
0
0 mm
3
0
55 55
mm mm
6
mm
tpb
4.95 kg/m
kg/m mm2
2.26
631.00 mm2
6.31
mm4
1.18
173000.00 mm4
17.30
mm
1.18
173000.00 mm
17.30
4
4
mm
0.80
15.6
mm
1.56
mm
0.80
15.6
mm
1.56
mm mm
137.992 3
mm3
1379.92 mm
0
0 mm
0
0
0 mm3
0
mm
60
mm
mm
60
mm
mm kg/m
137.992 3
tpb
8
mm 7.09 kg/m
tpb
mm2
13.20
903.00 mm2
9.03
mm4
48.80
291000.00 mm4
29.10
mm4
48.80
291000.00 mm4
29.10
mm
2.00
17.7
mm
1.77
mm
2.00
17.7
mm
1.77
mm mm3
137.992 0
1379.92 mm 0 mm3
137.992 0
mm3
0
mm mm mm kg/m
tpb
mm2
1.45
mm
4
0.48
mm4 mm
0.48
mm mm
0.64
mm
0.64
137.992 3
0
mm3
0
0 mm3
0
alat sambung baut pemilkihan diameter baut diameter baut (Db)
=
12
mm
kuat tarik baut A , fu
=
480
mpa
= = 34
10 5
mm mm
307
baut
tebal plat buhul, tpb tebal profil siku-siku, t mutu baja bj = tegangan leleh tegangan putus
fy fu
= =
210 340
mpa mpa
kekuatan dukung baut memikul gaya geser Rgeser ɸ*m*r1*fubaut*Ab = =
0,75*2*0,50*fu
*(1/4*PI*db^2)
baut
= 40715.041 N kekuatan dukung baut memikul gaya tumpu Rgeser ɸ*2,4*db*fu-tump*ttump = = =
36720
=
= =
=
7
mm
kuat tarik baut A , fu
=
480
mpa
= = 34
10 6
mm mm
baut
tebal plat buhul, tpb tebal profil siku-siku, t mutu baja bj = tegangan leleh tegangan putus
36720
N
A) PERENCANAAN BATANG TARIK b1 sd b12 dan v6
pemilkihan diameter baut diameter baut (Db)
fy fu
= =
210 340
mpa mpa
kekuatan dukung baut memikul gaya geser Rgeser ɸ*m*r1*fubaut*Ab = 0,75*2*0,50*fu
*(1/4*PI*db^2)
baut
= 13854.424 N kekuatan dukung baut memikul gaya tumpu Rgeser ɸ*2,4*db*fu-tump*ttump = = =
m Ab
N
alat sambung baut
=
=
0,75*2,4*db*fu-tump*ttump
Rbaut diambil nilai terkecil dari Rgeser dan Rtumpu`
307
ɸ
ɸ
=
m Ab
= =
0,75*2,4*db*fu-tump*ttump 25704
N
Rbaut diambil nilai terkecil dari Rgeser dan Rtumpu`
alat sambung baut
=
13854.424 N B) PERENCANAAN BATANG TEKAN a1 sd a12
pemilkihan diameter baut diameter baut (Db)
=
7
mm
kuat tarik baut A , fu
=
480
mpa
= = 34
10 10
mm mm
307
baut
tebal plat buhul, tpb tebal profil siku-siku, t mutu baja bj = tegangan leleh tegangan putus
fy fu
= =
210 340
mpa mpa
kekuatan dukung baut memikul gaya geser Rgeser ɸ*m*r1*fubaut*Ab = =
0,75*2*0,50*fubaut*(1/4*PI*db^2)
= 13854.424 N kekuatan dukung baut memikul gaya tumpu Rgeser ɸ*2,4*db*fu-tump*ttump = = =
42840
=
= =
=
7
mm
kuat tarik baut A , fu
=
480
mpa
= = 34
10 4
mm mm
baut
tebal plat buhul, tpb tebal profil siku-siku, t mutu baja bj = tegangan leleh tegangan putus
13854.424 N
A) PERENCANAAN BATANG TARIK d1 sd d10 B) PERENCANAAN BATANG TEKAN v1 sd v11 kecuali v
pemilkihan diameter baut diameter baut (Db)
fy fu
= =
210 340
mpa mpa
kekuatan dukung baut memikul gaya geser Rgeser ɸ*m*r1*fubaut*Ab = 0,75*2*0,50*fu
*(1/4*PI*db^2)
baut
= 13854.424 N kekuatan dukung baut memikul gaya tumpu Rgeser ɸ*2,4*db*fu-tump*ttump = = =
m Ab
N
alat sambung baut
=
=
0,75*2,4*db*fu-tump*ttump
Rbaut diambil nilai terkecil dari Rgeser dan Rtumpu`
307
ɸ
0,75*2,4*db*fu-tump*ttump 17136
N
Rbaut diambil nilai terkecil dari Rgeser dan Rtumpu`
=
13854.424 N
ɸ
=
m Ab
= =
5
0.75 2 113.09734
TANG TARIK b1 sd b12 dan v6
0.75 2 38.48451
TANG TEKAN a1 sd a12
6
10
4
0.75 2 38.48451
TANG TARIK d1 sd d10 TANG TEKAN v1 sd v11 kecuali v6
0.75 2 38.48451
BUHUL A fy
=
210
Mpa
25 150 18.5
O
ey a1
= = =
mm mm
ey b1 tpb
= =
16.9 10
mm mm
dbaut
=
7
mm
α h
GAYA BATANG BATANG
a1 b1
PERLU (N) Nua1
JUMLAH BAUT TERHITUNG nbaut=gaya batang perlu/Rbaut Nua1/Rbaut
12457.84 Nub1
0.899195835 Nub1/Rbaut
11322.20
0.8172263477
Nua1x = Nua1y = potongan I-I (melalui satu lubang baut)
11290.637402 N 5264.9106858 N
=
Jumlah baut terpasang 2 2
di trial
dlub gaya aksial gaya geser
Momen
N V d1 d2 M Anetto Y
= = = = = = = =
9 mm 31.56 N 5264.91069 N 56.5 mm 58.1 mm 1295740.83 N.mm 1410 mm2 78.7085106 mm
Ibruto
=
2833129.58 mm4
Ilubang baut
=
344433.779 mm4
Inetto
=
2488695.8 mm4
Wnetto
=
31619.1448 mm3
σ
=
41.0020141 MPa
τ
=
3.73397921 MPa
Kontrol tegangan yang terjadi pada plat buhul
tegangan idiel
σ1
BUHUL B fy
=
210
Mpa
= = =
25 150 16.9
O
mm mm
= =
10 7
mm mm
α h ey b1 tpb dbaut
GAYA BATANG BATANG
V1 b1 b2
PERLU (N) Nuv1
41.51 MPa
= mm
10*Imin/L1 -5601.358
h3 > 0 mm3 h > 85 mm -----> iki tak goal seek digunakan pl h = 85 (dibulatkan ke atas) jika sambungan dari baut maka h > 80 mm
=
716.800
3 dbaut
> >
28693.91 N 28693.91 N 27874.85 N 27874.85 N
#REF! #REF! #REF! #REF!
sumbu y-y Iy.sg ry.sg
λy λiy
PERENCANAAN BATANG v2 (tarik) PROFIL 1
c). Periksa terhadap gaya t λmax
h1
=
30
mm
b1 t W
= = =
30 3 1.36
mm mm kg/m'
A
=
174
mm2
=
1.74
cm2
Ix
=
11400
mm4
=
1.14
cm4
Iy ex ey
= = =
11400 9 9
mm4 mm mm
= = =
1.14 0.9 0.9
cm4 cm cm
λc
d). Periksa terhadap tekuk J y0
a). Periksa kelangsingan rmin λ1-8
= =
8.094 #REF!
0,85.Nn
9833.34 N
0,85.Nn
#REF!
PERENCANAAN BATANG d1 PERENCANAAN BATANG v1 & v3 (tarik) PROFIL 1 h1 b1
= =
15 15
mm mm
PROFIL 1 h2 b2 t2 W
t
=
4
mm
A
W
=
0.82
kg/m'
A
=
105
Ix
=
Iy ex ey
= = =
Ix
mm
2
cm
2
=
1.05
1900
mm
4
Iy
0.19
cm
4
=
Zx
1900 4.2 4.2
mm4 mm mm
= = =
0.19 0.42 0.42
cm4 cm cm
Zy ex ey
a). Periksa kelangsingan rmin = 4.254 λ1-8 = #REF!
a). Periksa kelangsingan sa sayap
2903.04 N 2903.04 N
#REF! #REF!
Iy.sg ry.sg λy λiy
c). Periksa terhadap gaya t λmax λc
0,85.Nn
d). Periksa terhadap tekuk J y0 x0 r02 G fcrz H fcry fclt 0,85.Nn
Mpa
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
Mpa Mpa
#REF! #REF! #REF!
#REF! #REF! #REF!
#REF! #REF! #REF!
#REF! #REF! #REF!
#REF! #REF! #REF!
#REF! #REF! #REF!
PERENCANAAN BATANG a1, s/d a4 (tekan)
= = = =
45 45 5 3.38
mm mm mm kg/m'
=
430
mm2
=
4.3
cm2
=
78300
mm4
=
7.83
cm4
= = = = =
78300 24.3 24.3 13.5 13.5
mm4 mm mm mm mm
= = = = =
7.83 2.43 2.43 1.35 1.35
cm4 cm3 cm3 cm cm
=
#REF!
=
#REF!
>
#REF!
#REF!
c). Periksa terhadap gaya tekan =
#REF!
=
#REF!
< antara >
0.25 0,25 & 1,2 1.2
=
#REF!
>
-30264.06
N
#REF!
>
-20294.27
N
#REF!
> >
-20294.27 -30264.06
N N
#REF! #REF!
d). Periksa terhadap tekuk lentur torsi = 7083.333
ᾠ ᾠ ᾠ
mm4
=
11.000
=
0.000
= =
485.186 80000.000
mm4 mpa
= =
1358.066 0.751
mpa
=
#REF!
mpa
=
#REF!
mpa
=
#REF!
> >
-30264.06 -20294.27
N N
#REF! #REF!
>
-20294.27
N
#REF!
>
-30264.06
N
#REF!
PERENCANAAN BATANG d1, s/d d2 (tekan)
= = = =
35 35 4 2.1
mm mm mm kg/m'
=
267
mm2
=
2.67
cm2
=
29600
mm4
=
2.96
cm4
=
29600
mm4
=
2.96
cm4
=
11.8
mm
=
1.18
cm3
= = =
11.8 10.5 10.5
mm mm mm
= = =
1.18 1.05 1.05
cm3 cm cm
= = =
1 #REF! #REF!
a). Periksa kelangsingan sayap = 8.750
#REF!
#REF!
>
#REF!
#REF!
b). Periksa kelangsingan batang = = = = =
10 1 5 #REF! 10.529
=
#REF!
=
10.529
=
#REF!
= =
209916.16 19.827
=
#REF!
=
#REF!
mm
mm mm
sumbu x-x
sumbu y-y
c). Periksa terhadap gaya tekan = #REF! =
#REF!
< antara >
0.25 0,25 & 1,2 1.2
=
#REF!
> >
-10592.14 -10592.14
N N
#REF! #REF!
-10592.14 -10592.14
N N
#REF! #REF!
d). Periksa terhadap tekuk lentur torsi = 2816.000
ᾠ ᾠ ᾠ
mm4
=
9.800
=
0.000
= =
317.763 80000.000
mm4 mpa
= =
1327.634 0.698
mpa
=
#REF!
mpa
=
#REF!
mpa
=
#REF!
> >
= = =
1 #REF! #REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF! #REF!
#REF! #REF!
#REF! #REF!
#REF!
#REF!
#REF!
Batang b1 s/d b4 dan v2, a1 s/d a4 d1 s/d d2
Profil
pakai
pakai
Profil
Tabel II.6 Hitungan Kebutuhan las Batang Gaya batang perlu (N) a1 -30264.06 a2 -20294.27 a3 -20294.27 a4 -30264.06 b1 28693.91 b2 28693.91 b3 27874.85 b4 27874.85 v1 2903.04 v2 9833.34 v3 2903.04 d1 -10592.14 d2 -10592.14
Rlas #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF!
BUHUL A fy r
= =
α h ey Rlas tpb
= = = = =
#REF! Mpa 100 mm
22 O 40 mm 13.5 mm #REF! N/mm 10 mm gaya Llas L1 (mm) batang terpasang batang N (mm) Terhitung a1 30264.064 #REF! #REF! #REF! #REF! #REF! b1 28693.908 #REF! Nua1x = 28060.352 N Nua1y = 11337.118 N Gaya aksial N = 633.556 N Gaya geser V = 11337.118 N d1 = 6.701 mm d2 = 6.701 mm Momen M = 380327.9601 Nmm Zx = 4080.929779 mm3 Mn = #REF! Nmm Vn = #REF! N Nn = #REF! N Kotrol tegangan yang terjadi pada plat buhul = #REF! Mpa σ ≤
L2 (mm) Terhitung terpasang #REF! #REF! #REF! #REF!
1
#REF!
BUHUL B Plat penyambung Lebar = Tebal h ey Rlas tpb a1 a2 v1 d1
= = = = = = = = =
45 mm
45 mm 100 mm 13.5 mm #REF! N/mm 6 mm 30264.06 N/mm 20294.27 N/mm 2903.04 N/mm 10592.14 N/mm gaya Llas L1 (mm) batang terpasang batang N (mm) Terhitung a1 20116.928 #REF! #REF! #REF! #REF! #REF! a2 10147.136 #REF! #REF! #REF! v1 2903.040 #REF! #REF! #REF! d1 10592.136 #REF! #REF! #REF! plt smbg -15132.032 #REF! Nuvx = 2691.652 N Nuvy = 2691.652 N Gaya aksial N = 17425.276 N Gaya geser V = 2691.652 N d = 36.500 mm Momen M = 636022.5806736 Nmm Zx = 15000 mm3 Mn = #REF! Nmm Vn = #REF! N Nn = #REF! N Kotrol tegangan yang terjadi pada plat buhul = #REF! Mpa σ ≤
BUHUL C Plat penyambung Lebar =
Terhitung #REF! #REF! #REF! #REF! #REF!
L2 (mm) terpasang #REF! #REF! #REF! #REF! #REF!
1
#REF!
Tebal h ey Rlas tpb b2 b3 v2 d1 d2
= = = = = = = = = =
35 4 100 10.5 #REF! 6 28693.91 27874.85 9833.34 10592.14 10592.14 Llas (mm) #REF! #REF! #REF! #REF! #REF! #REF!
gaya batang N b2 14756.482 b3 13937.426 v2 9833.344 d1 10592.136 d2 10592.136 plt smbg 13937.426 Nudx = Nudy = Gaya aksial N = Gaya geser V = d = Momen M = Zx = Mn = Vn = Nn = Kotrol tegangan yang terjadi pada plat buhul = #REF! σ batang
mm mm mm mm N/mm mm N/mm N/mm N/mm N/mm N/mm L1 (mm) terpasang Terhitung #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! 9820.857 N 9820.857 N 4935.625 N 12.487 N 39.500 mm 194957.16836 Nmm 15000 mm3 #REF! Nmm #REF! N #REF! N Mpa
≤
L2 (mm) terpasang Terhitung #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF!
1
#REF!
Perencanaan Plat Kopel PROFIL a h2 b2 t2 W
= = = =
45 45 5 3.38
mm mm mm kg/m'
A
=
430
mm2
=
4.3
cm2
elas
Ix
=
78300
mm
4
=
7.83
cm
4
Ix las
Iy ex ey Nu.a1
= = =
78300 13.5 13.5
mm mm mm
= = =
7.83 1.35 1.35
cm cm cm
=
30264.06
N
Iy las Ip-las M Rx
tplat buhul
=
10
mm
Ry
4
Untuk alat sambung LAS jenis fuw fu z
4
Reaksi Gaya lintang untuk perencanaan plat kopel D = 605.281 N S τ
= =
7955 61.494
Alas 1 Alas 2
mm3 N/mm
tebal rigi yang digunakan a
Gaya geser yg didukung oleh plat kopel L1 = #REF! mm V = #REF! N a = 37 mm Imin = 31320.000 mm4
tplt.kpl (1/12*tplt.kpl)/a
Imin/L1 hhtmg
= = =
5 0.011 #REF!
mm
=
#REF!
mm
hpsng
=
40.000
mm
PROFIL d h2 b2 t2 W
= = = =
35 35 4 2.1
mm mm mm kg/m'
A
=
267
mm2
=
2.67
cm2
elas
Ix
=
29600
mm
4
=
2.96
cm
4
Ix las
Iy ex ey Nu.a1
= = =
29600 10.5 10.5
mm4 mm mm
= = =
2.96 1.05 1.05
cm4 cm cm
=
10592.14
N
Iy las Ip-las M Rx
tplat buhul
=
10
mm
Ry
Untuk alat sambung LAS jenis fuw fu z
Reaksi Gaya lintang untuk perencanaan plat kopel D = 211.843 N S τ
= =
4138.5 29.619
mm3 N/mm
Gaya geser yg didukung oleh plat kopel L1 = #REF! mm V = #REF! N a = 31 mm Imin = 11840.000 mm4
tplt.kpl (1/12*tplt.kpl)/a
Imin/L1 hhtmg hpsng
= = =
4 0.011 #REF!
mm
=
#REF!
mm
=
25.000
mm
Alas 1 Alas 2 tebal rigi yang digunakan a
Untuk alat sambung LAS = las = 413.4 = #REF! = 40
Mpa Mpa mm
=
13.33
mm
=
37333.333
mm4
= = =
21333.333 58666.667 #REF!
mm4 mm4 N.mm
=
#REF!
N/mm
=
#REF!
N/mm
= = =
#REF! #REF! #REF!
N/mm mm mm
tebal rigi yang digunakan = #REF!
mm
Untuk alat sambung LAS = las = 413.4 = #REF! = 35
Mpa Mpa mm
=
12.89
mm
=
12239.583
mm4
= = =
12787.281 25026.864 #REF!
mm4 mm4 N.mm
=
#REF!
N/mm
=
#REF!
N/mm
3
59170.69
= = = = =
56.24 cm2 6120 cm4 984 cm4 502 cm3 113 cm3 sx
ᾠ ᾠ ᾠ
= = =
1 #REF! #REF!
N N
#REF!
b. Periksa rafter sebagai balok λs = 7.955 #REF!
>
λp
=
#REF!
#REF! λr
>
1.125
=>>
λp
=
#REF!
=
Penampang kompak Mn1 =
#REF!
#REF! N.mm
Berdasarkan tekuk torsi laterl
J
=
181923.00 mm4
>
#REF!
Iw
=
133354425130.21 mm6
X1
=
12843.92 mpa
X2
= = = =
0.000125 mpa #REF! mm 70 Mpa #REF! mm
Lp fr Lr #REF!
Mn2 #REF! Mp Mr Mn2 Mn
> =>>
= =
#REF! #REF!
<
0.25 0,25 & 1,2 1.2
>
59170.69
ᾠ ᾠ ᾠ
= = =
N N
#REF!
8.929
#REF!
>
λp
=
#REF!
#REF!
>
0.125
=>>
λp
=
#REF!
>
λr
=
#REF!
Penampang kompak Mn1 =
#REF! N.mm
Berdasarkan tekuk torsi laterl
J Iw
=
514681.33 mm4
=
507645833333.33 mm6
X1
=
22389.71 mpa
X2
= = = =
0.000008 mpa #REF! mm 70 Mpa #REF! mm
Lp fr Lr #REF!
Mn2 Mn #REF! Mp Mr Mn2 Mn
= = < = = = =
#REF! Lb
#REF!
= = = =
nmm Nmm
x
Pembesaran momen λc = Ncrs Mua Mua Neuler dela B dela s Mup
#REF!
#REF!
< =
Mn
#REF! Nmm #REF! Nmm < #REF! Nmm #REF! Nmm #REF! Nmm Nmm
#REF! #REF! Mub Mub
= =
cm cm
-0.85052 0.089406
1448339.88134407 0.0932144859 #REF! #REF! Nmm
kontrol kecukupan dimensi rafter Nn2 = #REF! > 0.22
#REF! N =>>
=
#REF!
=
#REF!
147926.52177594 Gant
3. reaksi pada baut akibat Vu Ry akibat Mu b 8t be Ab Persamaan (goal seek) d1 d2 d3 d4 ye 2.83954E+30 2.83954E+30 menghitung nilai I 4.26271E+44 I gaya tarik maksimum baut Tb 4. Periksa keamanan baut Ry r1 r2 1547.718802 f -5.40372E-22
Plat dasar kolom
data sambungan = = = = = tataletak baut < = < = = =
12381.750417 N 118927376.68 N 25 mm 480 Mpa 10 mm S S1
< 113 mm < 69 mm 8 baut 4 baris 251 Cek 778 Cek
150 100
250 b 250 h
reaksi pada baut =
1547.7188021 N
= 250 mm = 112 mm = 112 mm = 490.625 mm2 rsamaan (goal seek) = 60 mm = 120 mm = 180 mm = 240 mm = 2.2518E+14 mm = -8.83831E+17 = goal seek nialai ye untuk memperoleh nilai 0 enghitung nilai I = 1.990211E+32 = 4.262713E+44 mm4 ya tarik maksimum baut = -5.403722E-22 Periksa keamanan baut = 1547.7188021 N = 1N = 1.9 N < 367.96875 Gant = 404.00628642 Mpa > 148661.68821 Gant
f'c = fu = fy = data profil kolom b = h = PONDASI s = d = 1. dPlat dasar bersifat jepit Nu = Vu = Mu = e = h/2 = = Tu = Aangkr = D Angkr = n agkr = = A plat dsr = A = dicoba B = = f1 = = f2 = momen plat = T plat dasar = Tebal pengelasan Llas = I las = Fuw = akibat Vu Ry = akibat Mu Rx = Rtot-las = Tebal las a = Tebal las a = T las trpkai =
30 mpa 410 mpa 250 mpa 250 mm 250 mm 0 MM 10 MM
r bersifat jepit 61934.100 N 47567.764 N 172506951.040 Nmm 2785.331 mm 125 mm hitung Tu 667281.926 N 2893.363 N 12 mm 25.596 26 satu sisi 47661.178 mm2 270 mm 177.00 mm 47790 mm2 15.259 Mpa 15.30 Mpa 14.694 mpa 753.519 4.483 mm 1426.000 mm 13759436.000 mm4 413.4 Mpa 33.357 1567.170 1567.525 12.017 mm 11.918 mm 12.017 mm
OKE OKE
Tabel II.2 Hasil perhitungan gaya-gaya dalam gabel frame akibat beban mati Batang Ujung Gaya Aksial (N) Gaya lintang (N) Momen (N.mm) A -29805.19 -21608.83 -76423244 AB B -29805.19 -21608.83 58631967.25 B -28772.25 -13529.74 -60738751 BC C -20886.56 5988.03 -2173929.33 C -20886.56 -5988.03 -2173929.33 CD D -28772.25 13529.74 -60738751 D -29805.19 21608.83 58631967.25 DE E -29805.19 21608.83 -76423244.0 Tabel II.3 Hasil perhitungan gaya-gaya dalam gabel frame akibat beban hidup Batang Ujung Gaya Aksial (N) Gaya lintang (N) Momen (N.mm) A -17047.3 -12368.14 -43643743 AB B -17047.3 -12368.14 33657115.28 B -16485.13 -7785.8 -34786114 BC C -11923.68 3504.19 -1537494.16 C -11923.68 -3504.19 -1537494.16 CD D -16485.13 7785.8 -34786114 D -17047.3 12368.14 33657115.28 DE E -17047.3 12368.14 -43643743 Tabel II.4 Hasil perhitungan gaya-gaya dalam gabel frame akibat angin kiri Batang Ujung Gaya Aksial (N) Gaya lintang (N) Momen (N.mm) A 4490.44 -2310.18 -13711336.8 AB B 4490.44 521.07 -8120360.03 B 2165.27 3968.26 8120360.03 BC C 2165.27 -3067.23 1123459.36 C 3688.25 -702.26 1123459.36 CD D 3688.25 -3.37 6602960.59 D 1384.76 -9787.17 -34664519 DE E 1384.76 -3418.42 6602960.59
Tabel II.5 Hasil perhitungan gaya-gaya dalam gabel frame akibat angin kanan Batang Ujung Gaya Aksial (N) Gaya lintang (N) Momen (N.mm) A 1384.76 9787.17 34664519.21 AB B 1384.76 3418.42 -6602960.59 B 3688.25 3.37 6602960.59 BC C 3688.25 702.26 1123459.36 C 2165.27 3067.23 1123459.36 CD D 2165.27 -3968.26 8120360.03 D 4490.44 2310.18 13711336.76 DE
DE
E
4490.44
-521.07
8120360.03
Tabel II.6 Hasil perhitungan gaya-gaya dalam gabel frame akibat beban gempa Batang Ujung Gaya Aksial (N) Gaya lintang (N) Momen (N.mm) A 2396.47 8293.35 60727796.43 AB B 2396.47 8293.35 -15231025.70 B 4742.47 668.60 15207534.55 BC C 4742.47 668.60 0.00 C -4742.47 668.60 0.00 CD D -4742.47 668.60 -15207534.55 D -2396.47 8293.35 -15231025.70 DE E -2396.47 8293.35 60727796.43
Momen D L W I II III Iva Ivb Va Vb Mux 120.28391 62.90029 17.438 280.6625 219.7385 323.6648 198.4606 153.121 130.9253 85.58571 Muy 0 0 0 0 0 0 0 0 0 0 Vux 160.37855 41.93353 23.25108 374.2166 266.7763 347.686 243.6474 183.1946 174.5671 114.1143 Vuy 104.15105 27.23195 0 243.0191 173.2465 210.6905 138.5972 138.5972 93.73594 93.73594 Mux Muy Vux Vuy
323.66477 0 374.21661 243.01911
kgm kgm kg kg
3236648 0 3742.166 2430.191
Nmm Nmm N N
Tabel II.2 Hasil Perhitungan Gaya Batang Kuda-kuda Kayu Gaya Batang (N) Beban Mati Beban Hidup Angin Kiri Angin Kanan (Wki) (Wka) Batang (D) (L) a1 -15465.059 -2754.118 359.604 217.614 a2 -10448.641 -1836.078 41.711 424.245 a3 -10448.641 -1836.078 424.245 41.711 a4 -15465.059 -2754.118 217.614 359.604 b1 12970.09 2309.797 -1390.432 -308.89 b2 12970.09 2309.797 -1390.432 -308.89 b3 12970.09 2309.797 -308.89 -1390.432 b4 12970.09 2309.797 -308.89 -1390.432 d1 -5016.419 -918.039 781.57 -508.021 d2 -5016.419 -918.039 -508.021 781.57 v1 0 0 0 0 v2 5464.275 1000 -148.986 -148.986 v3 0 0 0 0 Nama
I
II
-36085.14 -24918.91 -24380.16 -16820.51 -24380.16 -16820.51 -36085.14 -24918.91 30263.54 20898.76 30263.54 20898.76 30263.54 20898.76 30263.54 20898.76 -11704.98 -8098.40 -11704.98 -8098.40 0.00 0.00 12749.98 8821.41 0.00 0.00
III Wki
Wka
Wki
-28346.22 -19303.41 -18920.87 -28488.21 22684.30 22684.30 23765.84 23765.84 -8579.14 -9868.73 0.00 10047.43 0.00
-28488.21 -18920.87 -19303.41 -28346.22 23765.84 23765.84 22684.30 22684.30 -9868.73 -8579.14 0.00 10047.43 0.00
-19467.64 -13402.18 -12904.89 -19652.23 14911.44 14911.44 16317.45 16317.45 -5462.68 -7139.15 0.00 6863.45 0.00
Gaya Kombinasi (N) IV(a) Wka Wki -19652.23 -12904.89 -13402.18 -19467.64 16317.45 16317.45 14911.44 14911.44 -7139.15 -5462.68 0.00 6863.45 0.00
IV(b)
-20402.62 -13510.63 -14007.93 -20218.03 18526.57 18526.57 17120.56 17120.56 -7494.76 -5818.30 0.00 7250.81 0.00
Gaya Kombinasi (N) IV(b)
V(a) Wka
Wki
-20218.03 -14007.93 -13510.63 -20402.62 17120.56 17120.56 18526.57 18526.57 -5818.30 -7494.76 0.00 7250.81 0.00
-13451.07 -9349.55 -8852.26 -13635.65 9865.52 9865.52 11271.52 11271.52 -3498.74 -5175.20 0.00 4724.17 0.00
Gaya
V(b) Wka
Wki
Wka
-13635.65 -14386.04 -14201.45 -8852.26 -9458.00 -9955.30 -9349.55 -9955.30 -9458.00 -13451.07 -14201.45 -14386.04 11271.52 13480.64 12074.64 11271.52 13480.64 12074.64 9865.52 12074.64 13480.64 9865.52 12074.64 13480.64 -5175.20 -5530.82 -3854.35 -3498.74 -3854.35 -5530.82 0.00 0.00 0.00 4724.17 5111.53 5111.53 0.00 0.00 0.00
Maksimum -36085.14 -24380.16 -24380.16 -36085.14 30263.54 30263.54 30263.54 30263.54 -11704.98 -11704.98 0.00 12749.98 0.00
a1 a2 a3 a4 b1 b2 b3 b4 d1 d2 v1 v2 v3
