Diberikan kepada :
Nama : Abdul Azis
No. Stambuk : F 111 08 082
Diketahui data-data sebagai berikut :
` Bentang kuda-kuda, L = m ` Tinggi, h2 = m
` Kemiringan atap, α = ⁰ ` Kayu kelas kuat = II
` Lebar overstek = m ` Jarak kuda-kuda = m
` Tinggi kolom, H = m ` Jenis atap = genteng
` Tinggi, h1 = m ` Mutu kayu = A
Data- data lain diambil berdasarkan ketentuan/ persyaratan PKKI'61 dan standard relevan
Ditanyakan :
UNIVERSITAS TADULAKO
FAKULTAS TEKNIK
Kampus Bumi Tadulako Tondo (0451) 422611, fax (0451) 422844
Tugas Struktur Kayu
12.0 4.91
35
1.1 3.0
4.2
1.2
Rencanakan kuda-kuda rangka atap tersebut ; (perhitungan dimensi kayu, perhitungan sambungan pada titik-titik : puncak,
tengah, bawah dan gambar rencana)
a1
a2
a3
a4 a5
a6
L/2
A
H
h1
h2a7
a8
v1
v2
v3
v4
v5
v6
v7
v8
v9b1
b2
b3
b4 b5
b6
b7
b8
d1
d2
d3
d4d5
d6
d7
d8
B
α
L/2L
C
D
E
F
A. Data Perencanaan
1
` Tegangan lentur ijin = kg/cm2
` Tegangan tekan ijin sejajar serat = kg/cm2
` Tegangan tarik ijin sejajar serat = kg/cm2
` Tegangan tekan ijin tegak lurus serat = kg/cm2
` Tegangan geser ijin sejajar serat = kg/cm2
` Tegangan elastisitas sejajar serat = kg/cm2
` Faktor mutu kayu (mutu A) = 1
` Faktor pembebanan (beban tetap) = 1
` Faktor konstruksi (konstruksi terlindung) = 1
` Faktor reduksi untuk konstruksi yang memikul beban tetap dan tidak tetap atau beban angin =
` Tegangan lentur yang diijinkan (ζlt)
= 1 1 1 = kg/cm2
` Tegangan tekan sejajar serat yang diijinkan (ζtk//)
= 1 1 1 = kg/cm2
` Tegangan tarik sejajar serat yang diijinkan (ζtr//)
= 1 1 1 = kg/cm2
` Tegangan tekan tegak lurus yang diijinkan (ζtk)
= 1 1 1 = kg/cm2
` Tegangan geser sejajar serat yang diijinkan (ɽ//)
= 1 1 1 = kg/cm2
` Tegangan elastisitas sejajar serat yang diijinkan (E)
= 1 1 1 = kg/cm2
2 Pembebanan
` Beban mati
` Berat atap = kg/cm2
(PMI 1970)
` Berat jenis kayu = kg/cm' (PMI 1970)
` Beban hidup
` Beban tak terduga (P) = kg (PMI 1970)
` Beban angin (W) = kg/cm2
(PMI 1970)
` Pasal 3.2 : Muatan hidup atap bangunan
` Ayat 2 : Atap dan atau bagian-bagian atap dari bangunan dan plat wifel yang dapat dicapai dan dimuati oleh hidup
sebesar minimal orang-orang harus diperhitungkan terhadap suatu muatan : kg/m2 terhadap bidang
datar.
` Ayat 3 : Dalam perhitungan reng, kasau, gording dan kuda-kuda untuk semua atap harus diperhitungkan satu
muatan terpusat sebesar minimal : kg/m'
` Pasal 4.2 : Tekanan tiup
` Ayat 2 : Tekanan tiup dilaut dan tepi laut sampai sejauh 5 km dari pantai harus diambil minimum kg/cm2
12
Kayu kelas kuat II mutu A dan jenis atap genteng berdasarkan Peraturan Konstruksi Kayu Indonesia (PKKI 1961) diperoleh
data-data sebagai berikut :
100
85
85
25
100000
1.25
Sehingga diperoleh tegangan-tegangan yang diijinkan untuk konstruksi rangka kuda-kuda dengan kayu kelas II mutu A,
antara lain sebagai berikut :
100 1.25 125
85 1.25 106.25
85 1.25 106.25
100
25 1.25 31.25
12 1.25 15
100000 1.25 125000
50
0.9
40
100
100
40.0
` Pasal 4.3 : Koefisien angin
` Ayat 1b :Atap segitiga dengan kemiringan α
` dipihak angin
α < 65⁰ = + α -
65⁰ < α < 90⁰ = +
` dibelakang angin
untuk semua α = -
B. Perhitungan Kuda-kuda
1 Menghitung panjang batang
a. Panjang batang atas
dengan asumsi = a1 = a2 = a3 = a4 = a5 = a6 = a7 = a8
maka nilai a diperoleh :
= 4 a
b. Panjang batang bawah
dengan asumsi = b1 = b2 = b3 = b4 = b5 = b6 = b7 = b8
maka nilai a diperoleh :
= 4 b
0.82
0.02 0.4
0.90
0.40
cosα =L/2
EF
cosα =L/2
AC
=
=7.32
1.83 m4.00
7.32 m
EF
EFa =
4=
EF =L/2
cosα=
6.00
7.32
= 1.83
mcosα 0.82
EF
AC =L/2
=6.00
=
m4 4.00
b =EF
=7.32
a1
a2
a3
a4 a5
a6
L/8
h1
h2a7
a8
v1
v2
v3
v4
v5
v6
v7
v8
v9b1
b2
b3
b4 b5
b6
b7
b8
d1
d2
d3
d4d5
d6
d7
d8
α
L
C
D
E
F
L/8 L/8 L/8 L/8 L/8 L/8 L/8
A B
a1
a2
a3
a4
L/2
v1
v2
v3
v4
v5
d1
d2
d3
d4
α
E
F
A
L/2
v1
v2
v3
v4
v5
b1
b2
b3
b4
d1
d2
d3
d4
α
C
A
c. Panjang batang vertikal
dengan asumsi = v1 = v2 = v3 = v4 = v5 = v6 = v7 = v8 = v9
maka v = h1 = m
d. Panjang batang diagonal
dengan asumsi = d1 = d2 = d3 = d4 = d5 = d6 = d7 = d8
` mencari panjang x' ` mencari panjang x''
x' = - x'' = v2 - x'
= - = m = - = m
` mencari panjang diagonal
d = +
= - = m
e. Tinggi h2
=
=
= m
Tabel hasil perhitungan panjang batang
2 Menghitung beban yang bekerja pada kuda-kuda
ditaksir : ukuran dimensi gording =
ukuran dimensi kaso = 5 7
ukuran dimensi reng = 3 4
a. Peban sendiri kuda-kuda
` berat atap = berat genteng x jarak kap
= = kg/m'
` qx1 = = = kg/m'
` qy1 = = = kg/m'
` Mx1 = = = kgm
` My1 = = = kgm
b. Beban tak terduga
` Px1 = = = kg/m'
` Py1 = = = kg/m'
` Mx2 = = = kgm
` My2 = = = kgm
81.92 3.00 61.44
1/4 Px1 L 0.250 57.36 3.00 43.02
1/4 Py1 L 0.250
138.23
1/8 qx1 L2
0.125 86.04 9.00 96.79
q sinα
1/8 qy1 L2
0.125 122.87
0.57
0.57 57.358
q cosα 0.82 81.915
100
100
9.00
6.00
Nama batang
1.831
1.831
1.200
150.00
150.00 86.036
150.00 0.82 122.87
q sinα
q cosα
d1 = d2 = d3 = d4 = d5 = d6 = d7 = d8 1.493
50.0 3.00
12 12
4.91
Panjang batang
a1 = a2 = a3 = a4 = a5 = a6 = a7 = a8
b1 = b2 = b3 = b4 = b5 = b6 = b7 = b8
v1 = v2 = v3 = v4 = v5 = v6 = v7 = v8 = v9
1.20 1.050 0.150
(L/8)2
(x'')2
1.20
2.250 0.02 1.493
a12 (L/8)
2
3.353
cosα =h2
L/2
2.25 1.050
h2 cosα L/2
0.82
a1
a2
L/8
v1
v2
b1
b2
d1
L/8
x'
x''
α Qy
Qx
Q
α Py
Px
P
c. Beban angin
` c1 = + α - = + - = +
` c2 = -
` q1 = = = kg/m'
` q2 = = = kg/m'
` Mx3 = ` My3 = 0
= = kgm
d. Kombinasi pembebanan
` beban sendiri kuda-kuda + beban tak terduga
Mxa = + Mya = +
= + = +
= kgm = kgm
` beban sendiri kuda-kuda + beban angin
Mxb = + Myb = +
= + = +
= kgm = kgm
e. Momen inersia (I) dan momen tahanan (W)
` momen inersia ` momen tahanan
Ix = Wx =
= =
= cm4
= cm3
Iy = Wy =
= =
= cm4
= cm3
f. Kontrol tegangan yang terjadi
` tegangan akibat beban sendiri dan beban tak terduga
= kg/cm2
………………………………………………………betul
` tegangan akibat beban sendiri dan beban angin
= kg/cm2
………………………………………………………betul
117.874
Mxb+
Myb
Wx Wy
Wx
Mxa
95.668
178.73 100+
288.0 288.0
1/6 b2 h
288.0
14412.00.167
1728.0
121728.0
288.0
12144.00.167
1728.0
1728
1/12 b3 h
0.083
178.73 96.79
1/12 b h3
0.083 12.0
1/6 b h2
Mx1 Mx3 My1 My3
138.23 40.50 96.79 0.00
199.67
My1 My2
96.79 43.02
139.81
Mx2Mx1
138.23 61.44
0.125 36.00 9.00 40.50
0.30
0.40
c2 w jarak kap
c1 w jarak kap 0.30 40 3.0
-0.4 40 3.0
karena arah angin tegak lurus terhadap bidang atap, maka perhitungan angin isap tidak diperhitungkan karena hanya
mengurangi pembebanan
1/8 qx1 L2
36.00
-48.00
0.4 0.02 0.4350.02
+Mya
Wy
199.67 100
288.0+
100139.81
288.0
96.79 100
σlt ytj
syarat tegangan : ζijin ≥ ζ ytj
=
=
σlt ytj
=
=
W
α
b
h
g. Kontrol lendutan
` lendutan akibat beban sendiri dan beban tak terduga
5 l⁴
E Iy E Iy
5
≥ cm ………………………………………………………betul
5 l⁴
E Ix E IX
5
≥ cm ………………………………………………………betul
= + =
` lendutan akibat beban sendiri dan beban angin
5 l⁴ 5 l⁴
E Iy E Iy
5 5
≥ cm ………………………………………………………betul
5 l⁴
E Iy
5
≥ cm ………………………………………………………betul
= + =
C. Perhitungan Gaya-gaya Pada Kuda-kuda
1 Menghitung berat yang dipikul kuda-kuda
a. Berat sendiri kuda-kuda
dimana :
F = jarak kuda-kuda x L
=
=
maka :
P = (L+2) F P = (L+5) F
= =
= kg = kg rata-rata
kg
+81.915 27000000
200 384 125000 1728.0 48 125000 1728.0
1300 ≥
1.2287
1.5 0.5695
1L ≥
qy1+
Py l³
200 384 48
125000
+l³Px
48
1728.0
27000000≥ +
48384 125000 1728.0
57.3580.8604 8.1E+09
0.360 8.1E+09
1
200
1 qx1
384≥
125000 1728.0
L ≥qy1
+384
qx2
384
300 ≥0.8604 8.1E+09
+384 125000 1728.0
L ≥qx1
+
384
1.5 0.6
0
ɽytj ɽx2
ɽy2
0.9928
200
L
300
1.5 0.8133
8.1E+09
200
1
300 ≥1.2287 8.1E+09
200 384 125000 1728.0
1
1
200
200
1
384
1.5 0.5959
558.0
3.00 12.0
36.0
14.0 36.0
504.0
syarat lendutan : ɽxijin ≥ ɽxytj
syarat lendutan: ɽyijin ≥ ɽyytj
syarat lendutan : ɽxijin ≥ ɽxytj
syarat lendutan: ɽyijin ≥ ɽyytj
kontrol lendutan: ɽijin ≥ ɽytj
kontrol lendutan: ɽijin ≥ ɽytj
ɽytj ɽx2
ɽy2
0.8456
rumus tafsiran : P = (L+2)F s/d (L+5)F
17.0 36.0
612.0
sampai
dengan
sehigga berat sendiri yang bekerja pada buhul :
9 - 1
b. Berat genteng
= 2
9 1
= kg
c. Berat gording
= dimensi gording x jarak kap x berat jenis
=
= kg
d. Berat plafond + lampu = kg/cm2, berdasarkan Peraturan Pembebanan Indonesia
=
9 1
= kg
e. Jumlah pembebanan yang diterima tiap-tiap titik buhul
` titik buhul tepi (Pa)
= P1 + P2 + P3 + 1/2P4
= + + + = kg
` titik buhil tengah (Pb)
= P1 + P2 + P3 + P4
= + + + = kg
` titik buhul puncak (Pc)
= P1 + P2 + 2P3 + 2P4
= + + + = kg
=P
(n-1)P1 =
558.0= 69.750 kg
50.0 3.00
315.92
(n-1)
Watap x jarak kap x 2sisi miringP2 =
8.425
-
18.0 1.83
-
49.441
(n-1)
12.0
P3
0.12 0.12 3.00 900
38.880
18
P4 =Wplafond x jarak gording x panjang bentang
Pa
Pb
Pc
69.750 315.92 38.880 24.721 449.27
69.750 315.92 38.880 49.441 474.00
69.750 315.92 77.760 98.883 562.32
2 Menghitung reaksi perletakan
a. Reaksi perletakan akibat beban sendiri kuda-kuda
ΣMB = 0
= - - - - - - -
- = 0
= - - - - - -
- - = 0
= - - - - - - -
- = 0
= - = 0
= = kg
ΣMA = 0
= + + + + + + +
+ = 0
= + + + + + +
+ + = 0
= + + + + + + +
+ = 0
= + = 0
= = kg
ΣV = 0
= RAV + RBV - 2Pa - 6Pb - Pc = 0
= + - 2 - 6 - = 0
= = ………………………………………………………betul
6.0 4.5
3.0 1.5
Pb Pc Pb12.0 12.0 10.5 9.0 7.5
3554.9674 3373.9021 2132.9804
1421.987 710.99348
474.00 9.0 474.00 7.5 562.32 6.012.0
4.5 474.00 3.0 474.00 1.5
RAV 5391.2996 4265.9609
6.0 4.5
3.0 1.5
Pc Pb
12.0
12.0 12.0 10.5Pa Pb Pb Pb
RAV 25829.045
RAV 2152.4204
-RBV
12.0
474.00
-RBV 5391.2996 4976.9544
474.00 4.5 474.00 3.0 474.00
12.0 4976.9544
RAV Pa Pb Pb
Pb Pb
RAV 449.27 12.0 474.00 10.5
3373.9021 2132.9804
1421.987 710.99348
Pb Pb
-RBV 449.27 12.0 474.00 10.5 474.00 9.0 474.00 7.5 562.32 6.0
1.5
12.0
2152.4204 2152.4204 449.27 474.00
4265.9609
12.0
9.0
562.32
0.000 0.000
-RBV 25829.045
RBV 2152.4204
3554.9674
7.5
Pa
Pb
Pa
1,5m
12m1,5m 1,5m 1,5m 1,5m 1,5m 1,5m 1,5m
Pb
Pb
Pc
Pb
Pb
Pb
b. Reaksi perletakan akibat beban tak terduga
ΣMB = 0
= - P - P - P - P - P - P - P - P = 0
= - - - - - -
- - = 0
= - - - - - - - - = 0
= - = 0
= = kg
ΣMA = 0
= + P + P + P + P + P + P + P + P = 0
= + + + + + +
+ + = 0
= + + + + + + + + = 0
= + = 0
= = kg
ΣV = 0
= RAV + RBV - 9P = 0
= + - 9 = 0
= = ………………………………………………………betul
c. Reaksi perletakan akibat beban angin
` untuk bidang luar : ` bidang vertikal
koefisien angin (+) = tekan di pihak angin =
koefisien angin (-) = isap di belakang angin =
7.5 6.0 4.5 3.0 1.5RAV 12.0 12.0 10.5 9.0
12.0 600 450
7.5 100.00 6.0
100.00 4.5 100.00 3.0 100.00 1.5
RAV 12.0 100.00 12.0 100.00 10.5 100.00 9.0 100.00
100.00 6.0
300 150
3.0 1.5
100.00 12.0 100.00 10.5 100.00 9.0
100.00 4.5
9.0 7.5 6.0 4.5-RBV 12.0 12.0 10.5
100.00 7.5
750 600 450 150300
100.00 3.0 100.00 1.5
100.00
0.000 0.000
1200 1050 900 750
-RBV 12.0 5400
RBV
-RBV 12.0
-RBV 12.0
RAV 12.0
RAV
RAV
5400
450.0
1200 1050 900
berdasarkan peraturan muatan indonesia (PMI 1970) bab IV pasal 4.3 halaman 20 untuk bangunan tertutup,
ditetapkan hal-hal berikut :
0.9
-0.4
450.0
450.0 450.0
P
P
P
1,5m
12m1,5m 1,5m 1,5m 1,5m 1,5m 1,5m 1,5m
P
P
P
P
P
P
diketahui data-data sebagai berikut :
` jarak kap = m
` jarak titik buhul = m
` tekanan angin = kg/m2
` sudut atap = ⁰
angin 1 (tekan) angin 2 (isap)
C1 = 0.02α - 0.4 C1 =
= -
=
Wia = C1 x W x jarak kap x jarak titik buhul Wib = C2 x W x jarak kap x jarak titik buhul
= =
= …………………………..tekan = …………………………..isap
WiaV = Wia cosα WibV = Wia cosα
= =
= …………………………..tekan = …………………………..isap
WiaH = Wia sinα WibH = Wia sinα
= =
= …………………………..tekan = …………………………..isap
Wth = Cth x W x jarak kap x jarak titik buhul Wih = Cth x W x jarak kap x jarak titik buhul
= =
= …………………………..tekan = ……………………………….isap!!!
RWia = 4 Wia = Rwib = 4 Wia =
RWiaV = 4 WiaV = RWibV = 4 WiaV =
RWiaH = 4 WiaH = RWibH = 4 WiaH =
1/2Wth = = 1/2Wih = =
` Reaksi perletakan akibat beban angin kiri
= tanα 2b
=
=
3.00
1.8312
40.0
35.0
0.4
0.02 0.435.0
0.30
0.30 40.0 3.00 1.8312 0.4 40.0 3.00 1.8312
87.8958
65.9218 0.8192 87.8958 0.8192
54.00 72.0000
65.9218 0.5736 87.8958 0.5736
65.9218
tanα =x
2b
1.8312
197.7655 -87.8958
263.6873 351.5831
216.0000 288.0000
151.2448 201.6598
0.5Wth 98.8827 0.5WIh -43.9479
37.811 50.4149
0.90 40.0 3.00 1.8312 -0.4 40.0 3.00
x
tan 3.00
2.1006
35.0
RWia
RWiav
RWiah
RWib
RWibh
RWibv
1/2Wth 1/2Wihx
1,5m
12m1,5m 1,5m 1,5m 1,5m 1,5m 1,5m 1,5m
ΣMB = 0
= - + + + +
- = 0
= - + + + + - = 0
= = 0
= = kg
ΣMA = 0
= + - + + +
- = 0
= + - + + + - = 0
= = 0
= = kg
ΣV = 0
=
+ = +
= ………………………………………………………betul
ΣH = 0
RAH + 4Wiah + 4Wibh + 1/2Wth - 1/2Wih = 0
+ + + - = 0
= kg
` Reaksi perletakan akibat beban angin kanan
ΣMB = 0
= - + - - -
+ = 0
= - + - - - + = 0
= + = 0
= = kg
3.3006
1/2Wth 1.20 1/2Wih 1.20
RAV 12.0 1944.000 864.000 499.202 665.603 118.659
RAV 12.0 RWiav 9.0 RWibv 3.0 Rwiah 3.3006 Rwibh
52.737
RAV 12.0
RAV -12.561
-RBV 12.0 RWiav 3.0 RWibv 9.0 Rwiah 3.3006 Rwibh 3.3006
150.73
52.737
-RBV 12.0 -713.273
RBV -59.439
RAV + RBV -RWiav + RWibv
1/2Wth 1.200 1/2Wih 1.200
-RBV 12.0 648.000 2592.000 499.202 665.603 118.659
151.24 201.6598 98.8827 43.9479
RAH -407.839
Rwibh
1/2Wth 1.200 1/2Wih 1.200
-12.5606 -59.4394 -216.00
-72.0000 72.0000
RAV
288.000
RAV 12.0 648.000 2592.000 499.202
-59.439
RAV
52.737
12.0 713.273
RAV
665.603 118.659
3.300612.0 RWiav 3.0 RWibv 9.0 Rwiah 3.3006
RAH
RWia
RWiav
RWiahRWib
RWibh
RWibv
1/2Wth1/2Wih x
1,5m
12m1,5m 1,5m 1,5m 1,5m 1,5m 1,5m 1,5m
ΣMA = 0
= + - - - -
+ = 0
= + - - - - + = 0
= + = 0
= = kg
ΣV = 0
=
+ = +
= ………………………………………………………betul-72.0000 72.0000
1/2Wth 1.20 1/2Wih 1.20
-RBV 12.0 -150.73
RBV -12.561
RAV + RBV -RWiav + RWibv
-RBV 12.0 1944.000 864.000 499.202
-59.4394 -12.5606 -216.00 288.000
-RBV 12.0 RWiav 9.0 RWibv 3.0 Rwiah
665.603 118.659 52.737
Rwibh 3.30063.3006
Frame Station P V2 M3
Text m Kgf Kgf Kgf-m
1 0.0000 46.5463 -96.0251 -63.7087
1 0.9155 46.5463 -96.0251 24.2015
1 1.8310 46.5463 -96.0251 112.1116
2 0.0000 2384.9165 -58.8937 44.7046
2 0.9155 2384.9165 -58.8937 98.6213
2 1.8310 2384.9165 -58.8937 152.5380
3 0.0000 4111.7475 -22.8976 119.0659
3 0.9155 4111.7475 -22.8976 140.0285
3 1.8310 4111.7475 -22.8976 160.9911
4 0.0000 5083.2086 -135.4709 114.8515
4 0.9155 5083.2086 -135.4709 238.8740
4 1.8310 5083.2086 -135.4709 362.8965
5 0.0000 5083.2086 135.4709 362.8965
5 0.9155 5083.2086 135.4709 238.8740
5 1.8310 5083.2086 135.4709 114.8515
6 0.0000 4111.7475 22.8976 160.9911
6 0.9155 4111.7475 22.8976 140.0285
6 1.8310 4111.7475 22.8976 119.0659
7 0.0000 2384.9165 58.8937 152.5380
7 0.9155 2384.9165 58.8937 98.6213
7 1.8310 2384.9165 58.8937 44.7046
8 0.0000 46.5463 96.0251 112.1116
8 0.9155 46.5463 96.0251 24.2015
8 1.8310 46.5463 96.0251 -63.7087
9 0.0000 -2100.4558 -93.1990 -63.7087
9 0.6000 -2100.4558 -93.1990 -7.7893
9 1.2000 -2100.4558 -93.1990 48.1301
10 0.0000 -1588.2851 -117.0063 -119.9730
10 0.6000 -1588.2851 -117.0063 -49.7692
10 1.2000 -1588.2851 -117.0063 20.4345
11 0.0000 -1166.9912 -72.0424 -124.9122
11 0.6000 -1166.9912 -72.0424 -81.6868
11 1.2000 -1166.9912 -72.0424 -38.4613
12 0.0000 -537.9681 -35.6139 -144.1547
12 0.6000 -537.9681 -35.6139 -122.7864
12 1.2000 -537.9681 -35.6139 -101.4181
13 0.0000 5139.9693 0.0000 0.0000
13 0.6000 5139.9693 0.0000 0.0000
13 1.2000 5139.9693 0.0000 0.0000
14 0.0000 -537.9681 35.6139 144.1547
14 0.6000 -537.9681 35.6139 122.7864
14 1.2000 -537.9681 35.6139 101.4181
15 0.0000 -1166.9912 72.0424 124.9122
15 0.6000 -1166.9912 72.0424 81.6868
15 1.2000 -1166.9912 72.0424 38.4613
TABLE: Element Forces - Beban Sendiri
16 0.0000 -1588.2851 117.0063 119.9730
16 0.6000 -1588.2851 117.0063 49.7692
16 1.2000 -1588.2851 117.0063 -20.4345
17 0.0000 -2100.4558 93.1990 63.7087
17 0.6000 -2100.4558 93.1990 7.7893
17 1.2000 -2100.4558 93.1990 -48.1301
18 0.0000 -2354.9376 -102.3142 -41.9533
18 0.9155 -2354.9376 -102.3142 51.7145
18 1.8310 -2354.9376 -102.3142 145.3823
19 0.0000 -4088.3796 -69.3467 56.0532
19 0.9155 -4088.3796 -69.3467 119.5395
19 1.8310 -4088.3796 -69.3467 183.0258
20 0.0000 -5178.5839 -62.8829 109.3959
20 0.9155 -5178.5839 -62.8829 166.9646
20 1.8310 -5178.5839 -62.8829 224.5334
21 0.0000 -5194.8759 156.1476 301.3534
21 0.9155 -5194.8759 156.1476 158.4016
21 1.8310 -5194.8759 156.1476 15.4498
22 0.0000 -5194.8759 -156.1476 15.4498
22 0.9155 -5194.8759 -156.1476 158.4016
22 1.8310 -5194.8759 -156.1476 301.3534
23 0.0000 -5178.5839 62.8829 224.5334
23 0.9155 -5178.5839 62.8829 166.9646
23 1.8310 -5178.5839 62.8829 109.3959
24 0.0000 -4088.3796 69.3467 183.0258
24 0.9155 -4088.3796 69.3467 119.5395
24 1.8310 -4088.3796 69.3467 56.0532
25 0.0000 -2354.9376 102.3142 145.3823
25 0.9155 -2354.9376 102.3142 51.7145
25 1.8310 -2354.9376 102.3142 -41.9533
26 0.0000 1790.1292 -38.9675 -6.1768
26 0.7537 1790.1292 -38.9675 23.1945
26 1.5075 1790.1292 -38.9675 52.5659
27 0.0000 1330.0794 -14.9558 68.8945
27 0.7537 1330.0794 -14.9558 80.1674
27 1.5075 1330.0794 -14.9558 91.4402
28 0.0000 827.9745 9.3375 112.0913
28 0.7537 827.9745 9.3375 105.0532
28 1.5075 827.9745 9.3375 98.0151
29 0.0000 126.1159 -222.6178 24.5981
29 0.7537 126.1159 -222.6178 192.3942
29 1.5075 126.1159 -222.6178 360.1903
30 0.0000 126.1159 -222.6178 24.5981
30 0.7537 126.1159 -222.6178 192.3942
30 1.5075 126.1159 -222.6178 360.1903
31 0.0000 827.9745 9.3375 112.0913
31 0.7537 827.9745 9.3375 105.0532
31 1.5075 827.9745 9.3375 98.0151
32 0.0000 1330.0794 -14.9558 68.8945
32 0.7537 1330.0794 -14.9558 80.1674
32 1.5075 1330.0794 -14.9558 91.4402
33 0.0000 1790.1292 -38.9675 -6.1768
33 0.7537 1790.1292 -38.9675 23.1945
33 1.5075 1790.1292 -38.9675 52.5659
Frame Station P V2 M3
Text m Kgf Kgf Kgf-m
1 0.0000 9.4369 -19.8270 -13.1244
1 0.9155 9.4369 -19.8270 5.0271
1 1.8310 9.4369 -19.8270 23.1786
2 0.0000 489.9452 -11.9768 9.3085
2 0.9155 489.9452 -11.9768 20.2732
2 1.8310 489.9452 -11.9768 31.2379
3 0.0000 841.1387 -4.5154 24.5131
3 0.9155 841.1387 -4.5154 28.6469
3 1.8310 841.1387 -4.5154 32.7806
4 0.0000 1033.6695 -26.9497 23.7147
4 0.9155 1033.6695 -26.9497 48.3869
4 1.8310 1033.6695 -26.9497 73.0591
5 0.0000 1033.6695 26.9497 73.0591
5 0.9155 1033.6695 26.9497 48.3869
5 1.8310 1033.6695 26.9497 23.7147
6 0.0000 841.1387 4.5154 32.7806
6 0.9155 841.1387 4.5154 28.6469
6 1.8310 841.1387 4.5154 24.5131
7 0.0000 489.9452 11.9768 31.2379
7 0.9155 489.9452 11.9768 20.2732
7 1.8310 489.9452 11.9768 9.3085
8 0.0000 9.4369 19.8270 23.1786
8 0.9155 9.4369 19.8270 5.0271
8 1.8310 9.4369 19.8270 -13.1244
9 0.0000 -439.1688 -19.1010 -13.1244
9 0.6000 -439.1688 -19.1010 -1.6637
9 1.2000 -439.1688 -19.1010 9.7969
10 0.0000 -326.4821 -23.9623 -24.6359
10 0.6000 -326.4821 -23.9623 -10.2585
10 1.2000 -326.4821 -23.9623 4.1189
11 0.0000 -237.4074 -14.5047 -25.4371
11 0.6000 -237.4074 -14.5047 -16.7343
11 1.2000 -237.4074 -14.5047 -8.0315
12 0.0000 -106.4087 -6.7422 -29.0345
12 0.6000 -106.4087 -6.7422 -24.9892
12 1.2000 -106.4087 -6.7422 -20.9439
13 0.0000 1048.7200 0.0000 0.0000
13 0.6000 1048.7200 0.0000 0.0000
13 1.2000 1048.7200 0.0000 0.0000
14 0.0000 -106.4087 6.7422 29.0345
14 0.6000 -106.4087 6.7422 24.9892
14 1.2000 -106.4087 6.7422 20.9439
15 0.0000 -237.4074 14.5047 25.4371
15 0.6000 -237.4074 14.5047 16.7343
15 1.2000 -237.4074 14.5047 8.0315
TABLE: Element Forces - Beban Tak Terduga
16 0.0000 -326.4821 23.9623 24.6359
16 0.6000 -326.4821 23.9623 10.2585
16 1.2000 -326.4821 23.9623 -4.1189
17 0.0000 -439.1688 19.1010 13.1244
17 0.6000 -439.1688 19.1010 1.6637
17 1.2000 -439.1688 19.1010 -9.7969
18 0.0000 -483.8011 -21.0313 -8.5940
18 0.9155 -483.8011 -21.0313 10.6600
18 1.8310 -483.8011 -21.0313 29.9139
19 0.0000 -836.4774 -14.1188 11.5917
19 0.9155 -836.4774 -14.1188 24.5174
19 1.8310 -836.4774 -14.1188 37.4430
20 0.0000 -1053.1440 -12.6281 22.4961
20 0.9155 -1053.1440 -12.6281 34.0570
20 1.8310 -1053.1440 -12.6281 45.6179
21 0.0000 -1047.3808 32.0708 61.3699
21 0.9155 -1047.3808 32.0708 32.0094
21 1.8310 -1047.3808 32.0708 2.6488
22 0.0000 -1047.3808 -32.0708 2.6488
22 0.9155 -1047.3808 -32.0708 32.0094
22 1.8310 -1047.3808 -32.0708 61.3699
23 0.0000 -1053.1440 12.6281 45.6179
23 0.9155 -1053.1440 12.6281 34.0570
23 1.8310 -1053.1440 12.6281 22.4961
24 0.0000 -836.4774 14.1188 37.4430
24 0.9155 -836.4774 14.1188 24.5174
24 1.8310 -836.4774 14.1188 11.5917
25 0.0000 -483.8011 21.0313 29.9139
25 0.9155 -483.8011 21.0313 10.6600
25 1.8310 -483.8011 21.0313 -8.5940
26 0.0000 367.7990 -7.9396 -1.2029
26 0.7537 367.7990 -7.9396 4.7815
26 1.5075 367.7990 -7.9396 10.7659
27 0.0000 270.5657 -2.9910 14.2033
27 0.7537 270.5657 -2.9910 16.4578
27 1.5075 270.5657 -2.9910 18.7122
28 0.0000 164.4680 1.9966 22.9784
28 0.7537 164.4680 1.9966 21.4734
28 1.5075 164.4680 1.9966 19.9685
29 0.0000 18.7095 -44.6926 5.1918
29 0.7537 18.7095 -44.6926 38.8785
29 1.5075 18.7095 -44.6926 72.5651
30 0.0000 18.7095 -44.6926 5.1918
30 0.7537 18.7095 -44.6926 38.8785
30 1.5075 18.7095 -44.6926 72.5651
31 0.0000 164.4680 1.9966 22.9784
31 0.7537 164.4680 1.9966 21.4734
31 1.5075 164.4680 1.9966 19.9685
32 0.0000 270.5657 -2.9910 14.2033
32 0.7537 270.5657 -2.9910 16.4578
32 1.5075 270.5657 -2.9910 18.7122
33 0.0000 367.7990 -7.9396 -1.2029
33 0.7537 367.7990 -7.9396 4.7815
33 1.5075 367.7990 -7.9396 10.7659
Frame Station P V2 M3
Text m Kgf Kgf Kgf-m
1 0.0000 475.3251 -10.6807 1.0326
1 0.9155 475.3251 -10.6807 10.8107
1 1.8310 475.3251 -10.6807 20.5888
2 0.0000 692.0283 -2.9981 16.4956
2 0.9155 692.0283 -2.9981 19.2403
2 1.8310 692.0283 -2.9981 21.9851
3 0.0000 807.6279 1.7364 23.2670
3 0.9155 807.6279 1.7364 21.6773
3 1.8310 807.6279 1.7364 20.0876
4 0.0000 801.4499 -8.7212 20.9224
4 0.9155 801.4499 -8.7212 28.9066
4 1.8310 801.4499 -8.7212 36.8908
5 0.0000 298.2465 27.4042 43.0177
5 0.9155 298.2465 27.4042 17.9294
5 1.8310 298.2465 27.4042 -7.1589
6 0.0000 56.4779 5.7968 6.0758
6 0.9155 56.4779 5.7968 0.7690
6 1.8310 56.4779 5.7968 -4.5379
7 0.0000 -45.6025 1.9955 -0.2757
7 0.9155 -45.6025 1.9955 -2.1025
7 1.8310 -45.6025 1.9955 -3.9293
8 0.0000 -1.0642 -2.3328 -2.8086
8 0.9155 -1.0642 -2.3328 -0.6730
8 1.8310 -1.0642 -2.3328 1.4627
9 0.0000 -251.2891 12.3120 1.0326
9 0.6000 -251.2891 12.3120 -6.3546
9 1.2000 -251.2891 12.3120 -13.7418
10 0.0000 -145.2769 1.3728 -10.1121
10 0.6000 -145.2769 1.3728 -10.9357
10 1.2000 -145.2769 1.3728 -11.7594
11 0.0000 -73.8225 7.7534 -8.6404
11 0.6000 -73.8225 7.7534 -13.2924
11 1.2000 -73.8225 7.7534 -17.9445
12 0.0000 19.1787 11.7897 -8.6573
12 0.6000 19.1787 11.7897 -15.7311
12 1.2000 19.1787 11.7897 -22.8049
13 0.0000 535.2131 17.7757 11.5648
13 0.6000 535.2131 17.7757 0.8994
13 1.2000 535.2131 17.7757 -9.7661
14 0.0000 -141.2683 13.9929 14.9730
14 0.6000 -141.2683 13.9929 6.5773
14 1.2000 -141.2683 13.9929 -1.8185
15 0.0000 -65.4864 8.2939 4.6052
15 0.6000 -65.4864 8.2939 -0.3712
15 1.2000 -65.4864 8.2939 -5.3476
TABLE: Element Forces - Angin Kiri
16 0.0000 33.2901 2.4243 -0.0079
16 0.6000 33.2901 2.4243 -1.4625
16 1.2000 33.2901 2.4243 -2.9171
17 0.0000 58.1572 -2.2096 -1.4627
17 0.6000 58.1572 -2.2096 -0.1369
17 1.2000 58.1572 -2.2096 1.1889
18 0.0000 -349.5478 -11.1380 3.6163
18 0.9155 -349.5478 -11.1380 13.8131
18 1.8310 -349.5478 -11.1380 24.0099
19 0.0000 -511.3600 -4.8296 16.3634
19 0.9155 -511.3600 -4.8296 20.7849
19 1.8310 -511.3600 -4.8296 25.2063
20 0.0000 -561.8304 -2.3251 21.1469
20 0.9155 -561.8304 -2.3251 23.2755
20 1.8310 -561.8304 -2.3251 25.4041
21 0.0000 -457.4141 21.3183 37.5240
21 0.9155 -457.4141 21.3183 18.0072
21 1.8310 -457.4141 21.3183 -1.5095
22 0.0000 -499.9349 -6.5010 8.2566
22 0.9155 -499.9349 -6.5010 14.2082
22 1.8310 -499.9349 -6.5010 20.1598
23 0.0000 -207.6471 10.7157 15.1330
23 0.9155 -207.6471 10.7157 5.3229
23 1.8310 -207.6471 10.7157 -4.4873
24 0.0000 -14.0176 3.2423 1.5810
24 0.9155 -14.0176 3.2423 -1.3873
24 1.8310 -14.0176 3.2423 -4.3555
25 0.0000 26.5975 -3.2973 -4.5604
25 0.9155 26.5975 -3.2973 -1.5417
25 1.8310 26.5975 -3.2973 1.4770
26 0.0000 175.0952 2.7242 10.1255
26 0.7537 175.0952 2.7242 8.0722
26 1.5075 175.0952 2.7242 6.0189
27 0.0000 99.6096 6.2910 19.4059
27 0.7537 99.6096 6.2910 14.6641
27 1.5075 99.6096 6.2910 9.9223
28 0.0000 11.9590 8.2998 22.0038
28 0.7537 11.9590 8.2998 15.7480
28 1.5075 11.9590 8.2998 9.4921
29 0.0000 -96.9136 -15.7912 10.6850
29 0.7537 -96.9136 -15.7912 22.5875
29 1.5075 -96.9136 -15.7912 34.4900
30 0.0000 290.2746 -31.0273 -6.8452
30 0.7537 290.2746 -31.0273 16.5413
30 1.5075 290.2746 -31.0273 39.9279
31 0.0000 197.5101 -0.6750 0.7207
31 0.7537 197.5101 -0.6750 1.2295
31 1.5075 197.5101 -0.6750 1.7382
32 0.0000 78.1300 -2.2984 -3.1219
32 0.7537 78.1300 -2.2984 -1.3895
32 1.5075 78.1300 -2.2984 0.3429
33 0.0000 -36.6668 0.5575 -0.2881
33 0.7537 -36.6668 0.5575 -0.7084
33 1.5075 -36.6668 0.5575 -1.1286
Frame Station P V2 M3
Text m Kgf Kgf Kgf-m
1 0.0000 -482.7509 16.0002 3.7788
1 0.9155 -482.7509 16.0002 -10.8692
1 1.8310 -482.7509 16.0002 -25.5173
2 0.0000 -918.5148 9.6090 -17.1099
2 0.9155 -918.5148 9.6090 -25.9068
2 1.8310 -918.5148 9.6090 -34.7037
3 0.0000 -1219.0080 1.6681 -32.0347
3 0.9155 -1219.0080 1.6681 -33.5619
3 1.8310 -1219.0080 1.6681 -35.0890
4 0.0000 -1350.2894 25.9343 -29.5248
4 0.9155 -1350.2894 25.9343 -53.2674
4 1.8310 -1350.2894 25.9343 -77.0101
5 0.0000 -847.0860 -44.6173 -83.1370
5 0.9155 -847.0860 -44.6173 -42.2902
5 1.8310 -847.0860 -44.6173 -1.4435
6 0.0000 -467.8580 -9.2013 -21.0773
6 0.9155 -467.8580 -9.2013 -12.6536
6 1.8310 -467.8580 -9.2013 -4.2298
7 0.0000 -180.8840 -8.6063 -12.4430
7 0.9155 -180.8840 -8.6063 -4.5640
7 1.8310 -180.8840 -8.6063 3.3150
8 0.0000 -6.3616 -2.9867 -2.1199
8 0.9155 -6.3616 -2.9867 0.6144
8 1.8310 -6.3616 -2.9867 3.3487
9 0.0000 323.1896 -3.1780 3.7788
9 0.6000 323.1896 -3.1780 5.6857
9 1.2000 323.1896 -3.1780 7.5925
10 0.0000 288.4943 3.7616 15.8889
10 0.6000 288.4943 3.7616 13.6320
10 1.2000 288.4943 3.7616 11.3750
11 0.0000 195.6759 -4.0935 17.4922
11 0.6000 195.6759 -4.0935 19.9483
11 1.2000 195.6759 -4.0935 22.4044
12 0.0000 57.0023 -9.7021 21.8091
12 0.6000 57.0023 -9.7021 27.6304
12 1.2000 57.0023 -9.7021 33.4517
13 0.0000 -1076.4083 -17.7757 -11.5648
13 0.6000 -1076.4083 -17.7757 -0.8994
13 1.2000 -1076.4083 -17.7757 9.7661
14 0.0000 217.4493 -16.0804 -28.1248
14 0.6000 217.4493 -16.0804 -18.4766
14 1.2000 217.4493 -16.0804 -8.8283
15 0.0000 187.3398 -11.9538 -13.4569
15 0.6000 187.3398 -11.9538 -6.2847
15 1.2000 187.3398 -11.9538 0.8876
TABLE: Element Forces - Angin Kanan
16 0.0000 109.9272 -7.5588 -5.7690
16 0.6000 109.9272 -7.5588 -1.2337
16 1.2000 109.9272 -7.5588 3.3015
17 0.0000 13.7433 -6.9244 -3.3487
17 0.6000 13.7433 -6.9244 0.8059
17 1.2000 13.7433 -6.9244 4.9605
18 0.0000 413.9777 20.0490 2.2776
18 0.9155 413.9777 20.0490 -16.0771
18 1.8310 413.9777 20.0490 -34.4318
19 0.0000 774.1462 11.6292 -19.4001
19 0.9155 774.1462 11.6292 -30.0465
19 1.8310 774.1462 11.6292 -40.6929
20 0.0000 989.5587 9.8568 -29.5728
20 0.9155 989.5587 9.8568 -38.5966
20 1.8310 989.5587 9.8568 -47.6204
21 0.0000 966.5693 -36.4346 -67.9250
21 0.9155 966.5693 -36.4346 -34.5694
21 1.8310 966.5693 -36.4346 -1.2138
22 0.0000 1009.0902 21.6173 -10.9799
22 0.9155 1009.0902 21.6173 -30.7704
22 1.8310 1009.0902 21.6173 -50.5609
23 0.0000 635.3754 -18.2474 -37.3493
23 0.9155 635.3754 -18.2474 -20.6439
23 1.8310 635.3754 -18.2474 -3.9386
24 0.0000 276.8037 -10.0419 -17.0676
24 0.9155 276.8037 -10.0419 -7.8743
24 1.8310 276.8037 -10.0419 1.3189
25 0.0000 37.8325 -5.6136 -5.8615
25 0.9155 37.8325 -5.6136 -0.7223
25 1.8310 37.8325 -5.6136 4.4169
26 0.0000 -351.1499 -1.5844 -9.8700
26 0.7537 -351.1499 -1.5844 -8.6758
26 1.5075 -351.1499 -1.5844 -7.4816
27 0.0000 -246.1705 -7.6840 -26.4067
27 0.7537 -246.1705 -7.6840 -20.6149
27 1.5075 -246.1705 -7.6840 -14.8232
28 0.0000 -130.6758 -11.4626 -33.5245
28 0.7537 -130.6758 -11.4626 -24.8847
28 1.5075 -130.6758 -11.4626 -16.2449
29 0.0000 29.2432 39.2136 -13.1470
29 0.7537 29.2432 39.2136 -42.7039
29 1.5075 29.2432 39.2136 -72.2608
30 0.0000 -357.9450 54.4498 4.3833
30 0.7537 -357.9450 54.4498 -36.6577
30 1.5075 -357.9450 54.4498 -77.6987
31 0.0000 -316.2268 -2.4878 -12.2414
31 0.7537 -316.2268 -2.4878 -10.3662
31 1.5075 -316.2268 -2.4878 -8.4910
32 0.0000 -224.6909 0.9054 -3.8789
32 0.7537 -224.6909 0.9054 -4.5614
32 1.5075 -224.6909 0.9054 -5.2438
33 0.0000 -139.3879 0.5822 0.5436
33 0.7537 -139.3879 0.5822 0.1048
33 1.5075 -139.3879 0.5822 -0.3341
Tarik (+) Tekan (-) Tarik (+) Tekan (-) Tarik (+) Tekan (-) Tarik (+) Tekan (-) Tarik (+) Tekan (-) Tarik (+) Tekan (-) Tarik (+) Tekan (-)
1 b1 0 46.546 0 9.437 0 475.325 482.751 0 0.000 55.983 0.000 521.871 482.751 46.546
2 b2 0 2384.916 0 489.945 0 692.028 918.515 0 0.000 2874.862 0.000 3076.945 918.515 2384.916
3 b3 0 4111.748 0 841.139 0 807.628 1219.008 0 0.000 4952.886 0.000 4919.375 1219.008 4111.748
4 b4 0 5083.209 0 1033.669 0 801.450 1350.289 0 0.000 6116.878 0.000 5884.658 1350.289 5083.209
5 b5 0 5083.209 0 1033.669 0 298.246 847.086 0 0.000 6116.878 0.000 5381.455 847.086 5083.209
6 b6 0 4111.748 0 841.139 0 56.478 467.858 0 0.000 4952.886 0.000 4168.225 467.858 4111.748
7 b7 0 2384.916 0 489.945 45.603 0 180.884 0 0.000 2874.862 45.603 2384.916 180.884 2384.916
8 b8 0 46.546 0 9.437 1.064 0 6.362 0 0.000 55.983 1.064 46.546 6.362 46.546
9 v1 2100.456 0 439.169 0 251.289 0 0 323.190 2539.625 0.000 2351.745 0.000 2100.456 323.190
10 v2 1588.285 0 326.482 0 145.277 0 0 288.494 1914.767 0.000 1733.562 0.000 1588.285 288.494
11 v3 1166.991 0 237.407 0 73.823 0 0 195.676 1404.399 0.000 1240.814 0.000 1166.991 195.676
12 v4 537.968 0 106.409 0 0 19.179 0 57.002 644.377 0.000 537.968 19.179 537.968 57.002
13 v5 0 5139.969 0.000 1048.720 0 535.213 1076.408 0 0.000 6188.689 0.000 5675.182 1076.408 5139.969
14 v6 537.968 0 106.409 0 141.268 0 0 217.449 644.377 0.000 679.236 0.000 537.968 217.449
15 v7 1166.991 0 237.407 0 65.486 0 0 187.340 1404.399 0.000 1232.478 0.000 1166.991 187.340
16 v8 1588.285 0 326.482 0 0 33.290 0 109.927 1914.767 0.000 1588.285 33.290 1588.285 109.927
17 v9 2100.456 0 439.169 0 0 58.157 0 13.743 2539.625 0.000 2100.456 58.157 2100.456 13.743
18 a1 2354.938 0 483.801 0 349.548 0 0 413.978 2838.739 0.000 2704.485 0.000 2354.938 413.978
19 a2 4088.380 0 836.477 0 511.360 0 0 774.146 4924.857 0.000 4599.740 0.000 4088.380 774.146
20 a3 5178.584 0 1053.144 0 561.830 0 0 989.559 6231.728 0.000 5740.414 0.000 5178.584 989.559
21 a4 5194.876 0 1047.381 0 457.414 0 0 966.569 6242.257 0.000 5652.290 0.000 5194.876 966.569
22 a5 5194.876 0 1047.381 0 499.935 0 0 1009.090 6242.257 0.000 5694.811 0.000 5194.876 1009.090
23 a6 5178.584 0 1053.144 0 207.647 0 0 635.375 6231.728 0.000 5386.231 0.000 5178.584 635.375
24 a7 4088.380 0 836.477 0 14.018 0 0 276.804 4924.857 0.000 4102.397 0.000 4088.380 276.804
25 a8 2354.938 0 483.801 0 0.000 26.597 0 37.832 2838.739 0.000 2354.938 26.597 2354.938 37.832
26 d1 0 1790.129 0 367.799 0 175.095 351.150 0 0.000 2157.928 0.000 1965.224 351.150 1790.129
27 d2 0 1330.079 0 270.566 0 99.610 246.170 0 0.000 1600.645 0.000 1429.689 246.170 1330.079
Batang A+D
A B
Beban Sendiri Beban Tak Terduga Angin Kiri Angin Kanan A+B
C D Kombinasi Pembebanan
A+C
28 d3 0 827.975 0 164.468 0 11.959 130.676 0 0.000 992.443 0.000 839.934 130.676 827.975
29 d4 0 126.116 0 18.709 96.914 0 0 29.243 0.000 144.825 96.914 126.116 0.000 155.359
30 d5 0 126.116 0 18.709 0 290.275 357.945 0 0.000 144.825 0.000 416.391 357.945 126.116
31 d6 0 827.975 0 164.468 0 197.510 316.227 0 0.000 992.443 0.000 1025.485 316.227 827.975
32 d7 0 1330.079 0 270.566 0 78.130 224.691 0 0.000 1600.645 0.000 1408.209 224.691 1330.079
33 d8 0 1790.129 0 367.799 36.667 0 139.388 0 0.000 2157.928 36.667 1790.129 139.388 1790.129
Tarik (+) Tekan (-) Tarik (+) Tekan (-)
482.751 521.871
918.515 3076.945
1219.008 4952.886
1350.289 6116.878
847.086 6116.878
467.858 4952.886
180.884 2874.862
6.362 55.983
2539.625 323.190
1914.767 288.494
1404.399 195.676
644.377 57.002
1076.408 6188.689
679.236 217.449
1404.399 187.340
1914.767 109.927
2539.625 58.157
2838.739 413.978
4924.857 774.146
6231.728 989.559
6242.257 966.569
6242.257 1009.090
6231.728 635.375
4924.857 276.804
2838.739 37.832
351.150 2157.928
246.170 1600.645
6188.689
6242.257 1009.090
1350.289 6116.878
357.945 2157.928
2539.625
Nilai Ekstrim Beban Design
130.676 992.443
96.914 155.359
357.945 416.391
316.227 1025.485
224.691 1600.645
139.388 2157.928
357.945 2157.928
C. Perhitungan Dimensi Batang
1 Batang bawah (tekan)
Diketahui : ` Panjang batang, Lk = m = cm
` Pmax = kg
` Tegangan tekan ijin = kg/cm²
` Elastisitas kayu = kg/cm²
` Taksiran ukuran kayu =
` Luas penampang bruto
= b . h
=
= cm²
` Angka keamanan
=
` Momen lembam minimum
` Momen lembam terhadap sumbu x
` Momen lembam terhadap sumbu y
` Jari-jari lembam minimum
` Angka kelangsingan
karena λ < 100 maka digunakan persamaan Tetmayer
-
-
=
` Tegangan yang terjadi
cm4
12 12
1166.67 cm4
84.0183imin 2.17948
Fbr
10 14
140
n 4.0
10 2744 = 2286.67
1.831 183.12
6116.88
106.25
125000
10 14
33531.54= 665.018 cm
4
π².E 9.8696 125000Imin =
n.Pk.Lk²=
4.0 6116.88
imin =Imin
=665.018
=
Ix =1
b h3 =
1
12 12Iy =
1h b
3 =1
w =300
300 2λ
300 168.037
2.273
2.179 cmFbr 140
=Lk
=183.12
=
14 1000 =
ɽytj =Pmax . w
=Fbr 140
=300
λ
99.3275………………………………………………………betul6116.88 2.273
=
b
h
2 Batang vertikal (tekan)
Diketahui : ` Panjang batang, Lk = m = cm
` Pmax = kg
` Tegangan tekan ijin = kg/cm²
` Elastisitas kayu = kg/cm²
` Taksiran ukuran kayu =
` Luas penampang bruto
= b . h
=
= cm²
` Angka keamanan
=
` Momen lembam minimum
` Momen lembam terhadap sumbu x
` Momen lembam terhadap sumbu y
` Jari-jari lembam minimum
` Angka kelangsingan
karena λ < 100 maka digunakan persamaan Tetmayer
-
-
=
` Tegangan yang terjadi
betulFbr 140
2.257
ɽytj =Pmax . w
=6188.69 2.257
= 99.7545
w =300
300 2λ
=300
300 167.059
λ =Lk
=120.00
= 83.5294imin 1.43662
imin =Imin
=288.942
= 1.437 cmFbr 140
Iy =1
h b3 =
114 1000 =
12 12
Imin =n.Pk.Lk²
=4.0 6188.69 14400.00
=
cm4
12 12Ix =
1b h
3 =1
10 2744 =
π².E 9.8696 125000
Fbr
10 14
140
n 4.0
1.200 120.00
6188.69
106.25
125000
10 14
cm4
2286.67
288.942
1166.67 cm4
………………………………………………………
b
h
2 Batang atas (tarik)
Diketahui : ` Panjang batang, Lk = m = cm
` Pmax = kg
` Tegangan tekan ijin = kg/cm²
` Perlemahan = %
` Taksiran ukuran kayu =
` Luas penampang bruto
= b . h
=
= cm²
` Luas penampang netto
= Fbr (100% - % perlemahan)
= % - %
= cm²
` Tegangan yang terjadi
4 Batang diagonal (tekan)
Diketahui : ` Panjang batang, Lk = m = cm
` Pmax = kg
` Tegangan tekan ijin = kg/cm²
` Elastisitas kayu = kg/cm²
` Taksiran ukuran kayu =
` Luas penampang bruto
= b . h
=
= cm²
` Angka keamanan
=
` Momen lembam minimum
` Momen lembam terhadap sumbu x
` Momen lembam terhadap sumbu y
10 12
120
Fn
120 100
6242.26
106.25
25
10 12
Fbr
1.83 183.12
betulFn 120
0
120
ɽytj =Pmax
=6242.26
= 52.0188………………………………………………………
1.49251 149.25
Imin =n.Pk.Lk²
=4.0
2157.93
106.25
125000
10 12
Fbr
2157.93 22275.93= 194.82 cm
4
π².E 9.8696 100000
10 12
120
n 4.0
10 1728 = 1440 cm4
12 12Ix =
1b h
3 =1
12 1000 = 1000 cm4
12 12Iy =
1h b
3 =1
b
h
b
h
` Jari-jari lembam minimum
` Angka kelangsingan
karena λ > 100 maka digunakan persamaan Euler
+ λ +
=
` Tegangan yang terjadi
117.136imin 1.27417
w =3
v λ2
1.274 cmFbr 120
λ =Lk
=149.25
=
imin =Imin
=194.82
=
= 3.671435000 100 100
=3
3.6714 13720.9435000
v =250
=250 117.14
4.318= 77.6462………………………………………………………betul
Fbr 120
4.318
ɽytj =Pmax . w
=2157.93
D. Perhitungan Sambungan
1 Sambungan gigi Diketahui : ` Kayu kelas kuat II mutu A ` α = ⁰
` Pa3 = kg ` Dimensi a3 = a4 =
` Pa4 = kg ` Dimensi v4 =
` Pv4 = kg
Sambungan a3-v4 = a4-v4
` Direncanakan sambungan gigi bertampang satu, dengan data tegangan terfaktor sebagai berikut :
` Tegangan tekan sejajar serat yang diijinkan (ζtk//) = kg/cm2
` Tegangan tekan tegak lurus yang diijinkan (ζtk) = kg/cm2
` Tegangan geser sejajar serat yang diijinkan (ɽ//) = kg/cm2
` Ketentuan tm
untuk α< = = cm
untuk α> = = cm
untuk α = harus di interpolasi = cm
` = ζtk// - (ζtk// - ζtk) sinα
= -
= kg/cm2
= ζtk// - (ζtk// - ζtk) sin1/2α
= -
= kg/cm2
= cm ……………………………………………………… bodoK
= cm ………………………………………………………syarat ketentuan PKKI menggunakan Lmin =15 cm
2 Sambungan paku
Diketahui : ` Kayu kelas kuat II mutu A ` Dimensi a1 = a2 =
` = kg ` Dimensi v2 =
` = kg ` Dimensi d2 =
` = kg
` = kg
Sambungan a1-v2
` Direncanakan sambungan paku 41/2" BWG 6 (52/114), dengan data-data sebagai berikut :
= cm
= cm
= kg/cm2
57.0
6242.257 10 12
6231.728 10 12
60.0 1/6 h 2.0
57.0 2.3
217.449
106.25
31.25
15.00
50.0 1/4 h 3.0
ζtk//α
106.25 75.00 0.8387
43.35
`ζ⁰tk1/2α
106.25 75.00 0.4772
=6231.728 0.7723
12 70.4631
5.692
70.463
` tm =S cos
2 1/2α
b ζtk 1/2α
` lm =S cosα
b ζ//
=6231.728 0.5446
12 43.3497
Pa2 4924.857 10 14
Pv2 1914.767
6.5245
10 12
Pa1 2838.739 10 12
ζkd 150
Pd2 1600.645
lp 11.4
d 0.52
a1
a2
v2
d2
a3 a4
v4
` Direncanakan sambungan bertampang satu :
≥ 7d
≥ 7
≥ ……………………………………………………… betul
maka nilai S adalah :
= 3.5 d2 ζkd
=
= kg
` Jumlah paku yang digunakan
maka digunakan baut sebanyak = buah
Sambungan v2-d2
` Direncanakan sambungan paku 41/2" BWG 6 (52/114), dengan data-data sebagai berikut :
= cm
= cm
= kg/cm2
` Direncanakan sambungan bertampang satu :
≥ 7d
≥ 7
≥ ……………………………………………………… betul
maka nilai S adalah :
= 3.5 d2 ζkd
=
= kg
` Jumlah paku yang digunakan
maka digunakan baut sebanyak = buah
Sambungan d2-a2
` Direncanakan sambungan paku 41/2" BWG 6 (52/114), dengan data-data sebagai berikut :
= cm
= cm
= kg/cm2
` Direncanakan sambungan bertampang satu :
≥ 7d
≥ 7
≥ ……………………………………………………… betul
maka nilai S adalah :
= 3.5 d2 ζkd
=
= kg
` Jumlah paku yang digunakan
maka digunakan baut sebanyak = buah
b
10 0.52
10 3.64
= 19.997S 141.96
10.0
lp 11.4
S
3.5 0.2704 150
141.96
n =Pmaks
=2838.739
10 3.64
S
3.5 0.2704 150
d 0.52
ζkd 150
b
10 0.52
= 13.488S 141.96
6.0
lp 11.4
141.96
n =Pmaks
=1914.767
10 3.64
S
3.5 0.2704 150
d 0.52
ζkd 150
b
10 0.52
= 34.692S 141.96
11.0
141.96
n =Pmaks
=4924.857
3 Sambungan baut
Diketahui : ` Kayu kelas kuat II mutu A ` Dimensi b3 = b4 =
` = kg ` Dimensi v4 =
` = kg ` Dimensi d3 = d4 =
` = kg
` = kg
` = kg
Sambungan b4-d4 = b3-d3
`
=
` Menghitung diameter baut yang digunakan :
digunakan baut 3/4" dengan diameter = cm
` Mencari sudut antara b3 - d3
= ⁰
` Kekuatan sambungan baut
S = 40 d b (1 - 0.6 sinα)
=
= kg
S = 215 d2 (1 - 0.35 sinα)
=
= kg
digunakan Smin dalam perencanaan = kg
` Jumlah baut yang digunakan
maka digunakan baut sebanyak = buah
Sambungan d3-v4 = d4-v4
`
=
` Menghitung diameter baut yang digunakan :
digunakan baut 3/4" dengan diameter = cm
` Mencari sudut antara b3 - d3
= ⁰
` Kekuatan sambungan baut
S = 40 d b (1 - 0.6 sinα)
=
= kg
10
Pd3 130.676
Pd4 96.914
Pv4 217.449
14
Pb3 4952.886 10 12
Pb4 4952.886 10 14
Direncanakan sambungan baut golongan II (untuk kayu kelas kuat II), bertampang satu berdasarkan PKKI'61
sehingga diperoleh :
λb 5.4
d =b
=10
= 1.8519
α 64.133
40 1.905 10 0.4601
cmλb 5.4
1.905
cosα =b3
=1.833
=
350.61
215 3.629 0.6851
534.52
350.61
0.4363d3 4.202
14.127Smin 350.60683
4.0
Direncanakan sambungan baut golongan II (untuk kayu kelas kuat II), bertampang satu berdasarkan PKKI'61
sehingga diperoleh :
λb 5.4
n =Pmaks
=4952.886
=
cmλb 5.4
1.905
α 25.867
d =b
=10
=
40 1.905 10 0.7382
562.53
1.8519
b3 b4
d3 d4v4
S = 215 d2 (1 - 0.35 sinα)
=
= kg
digunakan Smin dalam perencanaan = kg
` Jumlah baut yang digunakan
maka digunakan baut sebanyak = buah
215 3.629 0.8473
562.53196
2.0
661.1
562.53
n =Pmaks
=217.449
= 0.3866Smin
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