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![Page 1: kayu](https://reader035.fdocument.org/reader035/viewer/2022081516/563dbaad550346aa9aa7469f/html5/thumbnails/1.jpg)
a. Penutup Atap : Seng
b. Berat Penutup Atap : 10c. Jarak Atar Gording : 1.0081 md. Dimensi : 0.006 me. Berat Jenis Kayu : 500f. Ew : 17000g. Fb : 42h. Fv : 5.4
: 35 derajatj. Jarak Antar Kuda-kuda : 3.53 m
k. Tekanan angin : 40l. Koeffisien tek. Angin : 0.3
2.3.2. Pembebanan
1. Beban Matia. Beban Penutup = 10.081 kg/mb. Berat Sendiri = 3.000 kg/mc. Beban Mati ( Gd) = 13.081d. Gd x = 7.5030e. Gd y = Gd cos α 10.7153f. Mx D = 16.69g. My D = 11.69
2. Beban Hidupa. PL = 100 kgb. PLx = 57.3576c. Ply = 81.9152d. MxL = 72.2902e. MyL = 50.6181
3. Beban Angina. gWy = 12.0972b. MxW = 18.8427c. MyW = 0
2.3.3. Kombinasi PembebananDigunakan kombinasi pembenan 1.2D + 1.6L + 0.8Wa. Mux = 150.7669b. Muy = 95.0130c. Vux = 105.3085d. Vuy = 61.7774
2.3.4. Kontrol Tahanan Lentur
2.3.1. Perencanaan Gording α1
kg/m2
i. Kemiringan Atap (α1)
kg/m2
Gd sin α
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a. Fb' = Fb*Cm*Cr*Ci*Cp
b. Fb' = 42 Mpac. Fbx = 200.7518d. Fby = 286.7032
e. Sx = 144000
f. Sy = 72000
Tahanan momen terkoreksia. Arah xMx' = 28908.2524λ x фb x Mx' > Mux19657.6116 > 150.7669
b. Arah yMy' = 20642.6315λ x фb x My' > Muy14036.9894 > 95.0130
< 1= 0.0077= 0.0068< 1
0.0144 < 1
2.3.5. Kontrol Tahanan Geser
a. Fv ' = Fv x Cm x Cr x Cp x Ct
b. Fv' = 5.4 Mpac. Vx' = 143164.679d. Vy' = 204460.350
Tahanan Geser Terkoreksia. Arah xλ x фb x Vx' > Vux97351.9813972992 > 105.3085
b. Arah yλ x фb x Vy' > Vuy139033.03817495 > 61.7774
2.3.6. Kontrol Lendutan
a. Ev' = 17000 Mpa= 11.77 mm
c. Iy = 8640000d. Ix = 2160000
mm3
mm3
Mux/λ x фb x Mx' + Muy/λ x фb x My'Mux/λ x фb x Mx' Muy/λ x фb x My'Mux/λ x фb x Mx' + Muy/λ x фb x My'
b. Δijin
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= 3.300 ab
= 0.4611 ab
= 3.3317
Δxy < Δijin3.33166625 < 11.77
e. Δx
f. Δy
g. Δxy
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60 1006000 mm b= 0.06 d =
sin 35 = 0.5735764364 cos 35 =3530 mm
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350
144 0.166666666667
72
(AMAN)
(AMAN)
(AMAN)
52
(AMAN)
(AMAN)
0.083333 Wx =
=384 x Ev x Iy =
=48 x Ev x Iy =
Kg/Cm2
cm3
cm3
Kg/cm2
L4
L3
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= 1.256= 2.044 384 x Ev x Ix == 0.103 48 x Ev x Ix == 0.358 Wy =
=
=Δx2 + Δy2 =
=
Δx2
Δy2
√(∆𝑥2+∆𝑦2)
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0.0060.1
0.8192
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< 1= 0.001082= 0.000444< 1
0.00152606503278507 < 1 (AMAN)
7.5030
15527402881000056401920000000
439869770007050240000000
Mux/λ x фb x Mx' + Muy/λ x фb x My'Mux/λ x фb x Mx' Muy/λ x фb x My'Mux/λ x фb x Mx' + Muy/λ x фb x My'
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14100480000000176256000000022.8125
10.89
0.2111.10
3.33166625(OK)
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2.5. Perencanaan Kuda-kuda 1
2.5.1. Analisis Pembebanan Beban Mati
2.5.1.1. Berat Sendiri Kuda-kuda
diket :Kayu E18 ; EW = 17000 MPa Berat jenis = 500Batang Atasb 80 0.08d 120 0.12
Contoh perhitunganBuhul A (E) Buhul C
1 3.1755 25 5.2133 3
7
5+1 8.3888 8+10+12Buhul B (D)
1 3.17552 3.17556 2.5404
1+2+6 8.89142.5.1.2. Beban Penutup Atapdiketjenis atap Sengbarat jenis 10 jarak gordingjarak kuda-kuda 3.53 α1
dicoba dengan balok ukuran 80 / 120b = 60 mm 0.06 md = 100 mm 0.1 m
contoh perhitunganBuhul A ( E ) 17.793Buhul B ( D )a 17.793b 17.793a+b 35.586
2.5.1.3. Beban GordingUkuran Gording 60/120
b 0.06 Rekapitulasi Berat Gording
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d 0.1 Titik BuhulBerat jenis gording 400 A
BContoh Perhitungan EBuhul A 8.472 D
C
2.5.1.4. Beban Langit-langit dan Penggantung
Berat langit2 dan penggantung 18 Rekapitulasi Berat Langit-langit dan penggantungPanjang bentang datar 1.6550 Titik Buhul
Acontoh perhitungan EBuhul A ( E ) 52.57935 BBuhul B,D,C 105.1587 D
C
2.5.2. Analisis Pembebanan Beban Hidup
2.5.2.1. Beban Akibat Air Hujan
Diket
α1 35
12
Contoh PerhitunganBuhul A ( E ) 21.352Buhul B ( D ) Buhul C
a 21.352 ab 21.352 b a+b 42.7031 a+b
2.5.3. Analisis Pembebanan Beban Angin
Pihak angin < 65 ; Koeff angin0.9
di belakang angin ; koeff angin -0.4maka
0.3 sin 35Koeff belakang angin -0.4
Beban terbagi rata akibat air hujan (α1)
Besarnya koeff. Angin untuk tiap atap segitiga pada gedung tertutup dengan sudut α dihitung dengan ketentuan0.02α - 0.4
65 < α < 90 ; koeff angin
Koeff pihak angin α1
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dikettekanan tiupan angin 25
α1a. tekanan positif ( + ) di pihak angin 7.5b. tekanan negatif ( - ) di belakang angin -10
TEKAN HisapBuhul A 13.345Buhul B Buhul E
1 13.345 42 13.345
a+b 26.689Buhul C Buhul D
2 13.345 34
a+b
Rekapitulasi Beban anginTitik Buhul
Tekan / DesakABC
HisapEDC
Desak-17.793 -14.234372 G-35.586 -28.468744 E-17.793 -14.234372 F
0.000 0 D
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CekDimensi 1 Dimensi 2
23.1286 9.977933.1065
Tidak Ok
Buhul F3.1755 5 3.17553.1755 6 2.54042.9015 9 3.1755
7 2.90158 2.5404
9.2526 5+6+9+7+8 14.3334
35 1.0081
Buhul Ca 17.792965b 17.792965a+b 35.58593
Rekapitulasi Berat Gording
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Beban (Py) (kg) Cek8.4720 All Perbagian8.4720 42.360 42.3608.4720 OK8.47208.4720
Rekapitulasi Berat Langit-langit dan penggantungBeban (Py) (kg) Cek
52.5794 All Perbagian52.5794 420.63 420.63
105.1587 OK105.1587105.1587
Rekapitulasi Beban Air HujanTitik Buhul Beban (Py) (kg)
A 21.3516E 21.3516B 42.7031C 42.7031D 42.7031
2.5.2.2. Beban Pekerja dan Peralatannya
21.352 Sesuai dengan PPUG (1987)21.352 P
42.7031Beban tiap buhul sama yaitu sebesar 100 kg
0.5735764364 cos 35 0.8191520443
α dihitung dengan ketentuan
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-17.793 Buhul C -17.793
-17.793-17.793-35.586
Rekapitulasi Beban anginP (kg) Px (kg) Py (kg)
13.345 7.654 10.931426.689 15.308 21.862713.345 7.654 10.9314
-17.793 -10.2056 -14.5751-35.586 -20.411 -29.1503-17.793 -10.206 -14.5751
47.797241.3374
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Panjang Batang
Cek Jenis BatangNo Panjang Rekapitulasi Berat Sendiri Kuda-kuda
Check Batang (m) (mm) Titik Buhul
58.1464
Tegak
F-C 1.1514 1151.4 10 A5 E
Tidak Ok BDF
a-b 1.0081 1008.1 3 Cb-c 1.0081 1008.1 8c-d 1.0081 1008.1 12d-e 1.0081 1008.1 7
Diagonal(35ᵒ) B-F 1.0081 1008.1 9D-F 1.0081 1008.1 11
12
A-F 1.655 1655 4F-E 1.655 1655 6
Rekapitulasi Berat Penutup AtapTitik Buhul Beban (Py) (kg) Cek
A 17.7930 All PerbagianE 17.7930 142.344 142.344
OKB 35.5859C 35.5859D 35.5859
Atas(35ᵒ)
Bawah(180ᵒ)
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Rekapitulasi Beban Air HujanBeban (Py) (kg) Cek
All Perbagian170.812 170.812
OK
2.5.2.2. Beban Pekerja dan Peralatannya
Sesuai dengan PPUG (1987) Rekapitulasi Beban Orang: 100 kg Titik BuhulBeban (Py) (kg)
A 100.000Beban tiap buhul sama yaitu sebesar 100 kg B 100.000
C 100.000D 100.000E 100.000
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panjang untuk x panjang untuk y0.3325 50.6649 4.16670.9974 3.33330.6649 2.50.3325 1.6667
0.8333
y x54.6568 0.0000 1.076691.0954 5.0901 2.153336.4375 5.0893 2.1533
0.0000 0.0000 1.0766sum 182.1897 10.1793 6.4598rav 38.4738
0 018.2182 5.090118.2193 5.0893
0.0000 0.0000sum 36.4375 10.1793
9.3234
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Rekapitulasi Berat Sendiri Kuda-kudaBeban (Py) (kg)
8.38888.38888.89148.8914
14.33349.2526
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Tabel Dimensi BatangBatang Panjang (m) Batang Panjang (m)
1 1.0081 8 1.00812 1.0081 9 1.65503 1.00814 1.00815 1.65506 1.00817 1.1514
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Tabel 2.1. Rekapitulasi Hasil Pembebanan Masing - Masing Buhul (kg)
Titik Buhul
Berat Berat Berat Berat Total Berat pekerja
Kuda-Kuda Atap Gording Langit-langit Beban Mati dan alat
arah y arah y arah y arah y arah y arah y
(D)
A 8.3888 17.7930 8.4720 52.5794 87.2331 100
E 8.3888 17.7930 8.4720 52.5794 87.2331 100
B 8.8914 35.5859 8.4720 105.1587 158.1081 100
7.166691 D 8.8914 35.5859 8.4720 105.1587 158.1080 100
F 14.3334 0.0000 0 14.3334 0
C 9.2526 35.5859 8.4720 58.7745 112.0850 100
JUMLAH 617.1006
602.7673 308.5503 154.275161
Tabel Rekapitulasi Hasil Kombi l 301.383631
Titik Buhul 1.4 D 1,2D 1,6 L1.2D + 1.6L
x yA 122.1263 104.6797 160 264.6797 271 273.425
E 122.1263 104.6797 160 264.6797 0 0
H 221.3513 189.7297 160 349.7297 0 0
G 221.3513 189.7297 160 349.7297 0 0
F 20.0667 17.2001 0 17.2001 0 0
B 156.9190 134.5020 160 294.5020 0 0
C 0.0000 0.0000 0 0.0000 0 0
D 0.0000 0.0000 0 0.0000 0 0.000
JUMLAH 863.9409 740.5208 800.000 1541 273.425 0343.8614
171.930689
1.2D + 1.6L + 0.8Wdesak
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Beban air Total Beban angin arah x Beban angin arah y
hujan Beban Hidup (Wx) (Wy)
arah y arah yDesak Hisap Desak Hisap
(L)
21.3516 100 7.6542 0 10.9314 0 7.6542
21.3516 100 0 -10.2056 0 -14.5751 0 -10.2056255 -14.5751437
42.7031 100 0 0 0 0 15.3084382
42.7031 100 0 0 0 0 -20.4112509 -29.1502873
0 0 0 0 0 0 0
42.7031 100 15.308 0 21.8627 0 7.654 -10.206 -14.575
10.9313621.8627210.93136
8.74508617.49017
500 8.745086250
x y x y0 264.680 271 273.4250 264.680 0 264.6800 349.730 0.000 349.7300 349.730 0.000 349.7300 17.200 0.000 17.200
0.000 294.502 0.000 311.9920.000 0.000 0.000 0.000
0 0.000 0 0.0001540.521 271 1566.756
1.2D + 1.6L + 0.8Whisap 1.2D + 1.6L + 0.8Wtotal
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Kombinasi Pembebanan
Titik Buhul 1.4D 1.6 L 1.2 D 1.2 D + 1.6 L
Tekan x Tekan y
A 122.126 160 104.680 264.680 6.123 273.425
E 122.126 160 104.680 264.680 264.680
B 221.351 160 189.730 349.730 12.247 367.220
D 221.351 160 189.730 349.730 349.730
F 20.067 17.200 17.200 17.200
C 156.919 160 134.502 294.502 6.123 303.247
24.4935
146.6723
1.2 D + 1.6 L + 0.8 W tekan
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1.2 D + 1.6 L + 0.8 W hisap 1.2 D + 1.6 L + 0.8 W total
Hisap x Hisap y Total x Hisap y
264.680 6.123 273.425
8.165 253.020 8.165 253.020
349.730 12.247 367.220
16.329 326.409 16.329 326.409
17.200 17.200
8.165 282.842 14.288 314.907
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Tabel 2.2. Faktor Beban
Buhul 1,4D 1,2D 1,6L0,8W 0,8Wh 0,8Wd
x y x y x y
A 122.1263 104.6797 160 Err:509 0.0000 0 0 6.1234 8.7451
E 221.3513 189.7297 0 0 0 -8.165 -11.660 0 0
H 221.3513 189.7297 160 Err:509 0 0 0 0 0
G 20.0667 17.2001 160 Err:509 0 0 0 0 0
F 156.9190 134.5020 0 Err:509 0 0 0 0 0
B 0.0000 0.0000 160 Err:509 0 0 0 12 17
C 122.1263 104.6797 0 Err:509 0.0000 -8.165 -11.6601 0 0
D 0.0000 0.0000 0 17 0 0 0 0 0
C 0.0000 0.0000 0 8.7451 0.0000 0 0 0.0000 0.0000
D 0.0000 0.0000 0 0.0000 0.0000 0.000 0.0000 0.0000 0.0000
E 0.0000 0.0000 0 6.9961 0.0000 0.000 0.0000 0 0
F 0.0000 0.0000 0 13.9921 0.0000 0.000 0.0000 0 0
Jumlah 863.9409 740.5208 640 Err:509 0.00 -16.33 -23.32 18.37 26.24
angin
17.3775 0.0000
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0,8wd 0.8wh panjang unpanjang untuk ymiring miring 0.3325 5
113.9723 10.675779 0 0 0.6649 4.1667
0.0000 0 203 14.2343720003997 0.9974 3.3333
0.0000 0 0 0 0.6649 2.5
0.0000 0 0 0 0.3325 1.6667
0.0000 0 0 0 0.8333
17.3775 455.8890 21.3515580006 0 0 0.8wd21.7219 0.0000 0 203 14.2343720003997 y x3.8694 -47.8908 0.0000 0 0 0 43.7254 0.00000.0000 0.0000 0.0000 0 0 0 0.0000 0.00000.0000 0.0000 0.0000 0 0 0 0.0000 0.0000
0.0000 0 0 0 0.0000 0.0000
0.0000 0 0 0 sum 43.7254 0.00001025.7503 32.0273370006 810 28.4687440007994 Rav 8.7451
8.74510.0000 00.0000 0 -23.28230.0000 00.0000 0
sum 0.0000 0rbv 0
0.8why x
0 00 00 00 0
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sum 0 0rav 0
-11.660110 0.0000 00 0
-58.30057 0sum -58.30057 0.000rbv -11.66011
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2.7. Reaksi Perletakan
2.7.1. Reaksi Perletakan Akibat Beban Mati ( 1.2D)
Karena mempunyai bentuk rangka kuda-kuda yang simetris maka RAV = RBV sehingga,RAV=RBV 370.2604
2.7.2. Reaksi Perletakan Akibat Beban Hidup ( 1.6L )
Karena mempunyai bentuk rangka kuda-kuda yang simetris maka RAV=RBV sehingga,RAV=RBV 320
2.7.3. Reaksi Perletakan Akibat Beban Angin Total ( 0.8W )
2.7.3.1. Reaksi HorizontalRAH = Pax + Phx + Pic + Pjx + Pkx+ Plx + Pbx Err:509
2.7.3.2. Reaksi Vertikal HITUNG KALKULATOR∑Mb=0RAV x 5 - ( Pay x 5+ Phy x 4,1667 + Piy x 3,3333 + Pjy x 2,5 + Pky x 1,6667 + Ply x 0,8333 ) + ( Pax x 0 + Phx x 0,3325 + Pix x 0,6649 + Pjx x 0,9974 + Pkx x 0,66RAV -49.593 kgRBV -110.1643 kg 133.88
2.7.4. Reaksi Perletakan Akibat Beban Angin Hisap ( 0.8WH )
2.7.4.1. Reaksi HorizontalRAH= Pbx + Plx + Pkx+Pjx -8.1645
2.7.4.2. Reaksi Vertikal HITUNG KALKULATOR∑MB=0RAV.8.4 - ( Pey x 4.2 + Pfy x 2.1 + Pgy x 0 ) + (Pex x 3.78 + Pfx x 2.01 + Pgx x 0.8 )= 0RAV -4.753RBV -119.327
2.7.5. Reaksi Perletakan Akibat Angin Desak ( 0.8WD )
2.7.5.1. Reaksi HorizontalRAH= Pax + Phx + Pix+Pjx 6.1234
2.7.5.2. Reaksi Vertikal HITUNG KALKULATOR∑MB=0RAV.8.4 - ( Pcy x 8.4 + Pdy x 6.3 + Pey x 4.2 ) + ( Pcx x 0.8 + Pdx x 2.01 + Pex x 3.78 )=0RAV 98.201RBV 9.159 9.109
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0.8WRAV 57.24RBV -97.68CEK -40.44
masih salah
RAV x 5 - ( Pay x 5+ Phy x 4,1667 + Piy x 3,3333 + Pjy x 2,5 + Pky x 1,6667 + Ply x 0,8333 ) + ( Pax x 0 + Phx x 0,3325 + Pix x 0,6649 + Pjx x 0,9974 + Pkx x 0,660,8w RAV -36.0244RBV -110.1643cek -146.19
RAH Err:509
0.8wh RAV -4.753RBV -119.327cek -124.08RAH -8.16
0.8wd RAB 98.201RBV 9.159cek 107.36RAH 6.12
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263.36625 31.353125-610.30977 -72.655925
-41.3028
#REF! #REF!#REF! #REF!
#REF!
#REF! #REF!#REF! #REF!
#REF!
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Tabel 2.3. Gaya Dalam Batang
BatangGaya dalam batang (kg)
1,2D 1,6LaTekan (-) Tarik (+) Tekan (-) Tarik (+)
1 0 819.3896 0 990.03472 0 819.3896 0 990.03473 0 653.7017 0 792.07284 0 653.7017 0 792.07285 0 819.3896 0 990.03476 0 819.3896 0 990.03477 0 9.2039 0 08 179.0841 0 213.5574 09 0 81.8065 8010 207.3201 0 254.5717 011 0 281.3125 0 320.579612 207.3201 0 254.5717 013 0 81.8065 8014 179.0841 0 213.5574 015 0 9.2039 0 016 883.7372 0 1067.7869 017 707.5124 0 854.2295 018 532.1276 0 711.8579 019 532.1276 0 640.6721 020 707.5124 0 854.2295 021 883.7372 0 1067.7869 0
Beban Mati (kg)
Atas 1 -262.65 -362.433Atas 2 -175.1 -235.074Atas 3 -175.1 -235.074Atas 4 -262.65 -362.433Bawah 5 215.61 297.514Diagonal 6 -87.55 -127.359Tegak 7 100 157.262Diagonal 8 -87.55 -127.359Bawah 9 215.61 297.514
Beban Hidup (kg)
Beban Angin Tekan
Beban Angin Hisap
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Gaya dalam batang (kg)0,8Wh 0,8Wd
Tekan (-) Tarik (+) Tekan (-) Tarik (+)18.705 0 0 11.260518.705 0 0 11.260518.705 0 0 8.3875
47.2391 0 0 6.714275.3602 0 0 10.322775.3602 0 0 10.3227
0 0 0 030.3296 3.8902 0
11.3617 0 0 1.463136.6854 1.5455 0
23.0633 0 0 3.29360 0 3.7003 00 0 0 1.16120 0 3.0998 00 0 0 00 46.2742 9.9700 00 46.2742 7.7412 00 46.2742 5.5115 00 41.9235 5.9459 00 63.9988 7.2431 00 85.8173 0 0
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Tabel 2.4. Rekapitulasi Gaya Dalam Batang
Batang Notasi
Gaya dalam batang (Kg)
1,6L+1,2D+0,8Wh 1,6L+1,2D+0,8Wd
Tekan (-) Tarik (+) Tekan (-)
Bawah (alpha)
1 18.7050 1809.4243 0
2 18.7050 1809.4243 0
3 18.7050 1445.7745 0
4 47.2391 1445.7745 0
5 75.3602 1809.4243 0
6 75.3602 1809.4243 0
Atas (alpha)
16 1951.5241 46.2742 1961.4941
17 1561.7419 46.2742 1569.4831
18 1243.9855 46.2742 1249.4970
19 1172.7997 41.9235 1178.7456
20 1561.7419 63.9988 1568.9850
21 1951.5241 85.8173 1951.5241
Tegak
7 0 9.2039 0
9 11.3617 161.8065 0
11 23.0633 601.8921 0
13 0 161.8065 0
15 0 9.2039 0
Diagonal (alpha)
8 392.6415 30.3296 396.5317
10 461.8918 36.6854 463.4373
12 461.8918 0 465.5921
14 392.6415 0 395.7413
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Gaya dalam batang (Kg)
Nilai Maksimum1,6L+1,2D+0,8Wd
Tarik (+)
1820.6848
1820.6848
1820.6848
1454.1620
1452.4887
1819.7470
1819.7470
0
1961.4941
0
0
0
0
0
9.2039
605.1857
163.2696
605.1857
162.9677
9.2039
0
465.59210
00
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2.11. Kontrol Dimensi
2.11.1. Kontrol Dimensi Batng Atas
. Pu 1961.49410.006
. Dimensi 2x60x120
. Panjang batang 0.8972
. Luas penampang bruto ( Ag ) 2x100x120 24000 mm2 240
. Momen Inersia pada sumbu bahan ( Ix ) 28800000
. Jari-jari girasi ( r ) 1200 28.87 2.887 cm
. Angka kelangsingan 3.1077 9.6580
. E mutu kayu
. EW 14400 Mpa 144000 kg/cm2
. FC 29.6 Mpa 296 kg/cm2
Faktor Kestabilan Kolom ( Cp ). C 1. FC* 296. P0 71040. E05 9936. E05' 9936. Pe 2434429.256
40.4616.58 274.973
. Cp 0.62 15.960740838752
Tahanan Tekan Terkoreksi. P' 44156.5641134
Kontrol Tahanan Terfaktor
1961.4941 < 31792.726161678 OK
2.11.1.1. Kontrol Dimensi Batang Atas α1
. Α
. Αc
. 1+αc/2c
Pu <= λ.фc.P'
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cm2
ketetapan 0.2887
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2.11.2. Kontrol Dimensi Batang Bawah
. Tu 1820.68480.8
. Dimensi 2x100x120 mm
. Panjang Batang 1.0081
. Luas penampang bruto ( Ag ) 24000 240
. Luas penampang netto ( An ) 240
. Ft 33.6 336
Tahanan Tarik TerkoreksiT' 80640
Gaya tarik terfaktor Maksimal yang Diijinkan
Tu < λ.фt.T'
1820.6848 < 51609.6 OK
2.11.2.1. KontrolDimensi Batang Bawah α1
. Λ
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. Tu #REF!0.8
. Dimensi 2x80x180 mm
. Panjang Batang #REF!
. Luas penampang bruto ( Ag ) 28800 288
. Luas penampang netto ( An ) 288
. Ft 40 400
Tahanan Tarik TerkoreksiT' 115200
Gaya tarik terfaktor Maksimal yang DiijinkanTu < λ.фt.T'
#REF! < 73728 OK
2.11.2.1. KontrolDimensi Batang Bawah α1
. Λ
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2.11.3. Kontrol Dimensi Batang Diagonal
. Tu 461.89180.8
. Dimensi 100x120
. Panjang Batang 0.8972
. Luas penampang bruto ( Ag ) 12000 120
. Luas penampang netto ( An ) 120
. Ft 33.6 336
Tahanan Tarik TerkoreksiT' 40320
Gaya Tarik Terfaktor Maksimal yang di ijinkanTu < λxфtxT'
461.8918 < 25804.8 OK
2.11.3.1. Kontrol Dimensi Batang Diagonal α1
. Λ
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. Tu #REF!0.8
. Dimensi 160x180
. Panjang Batang 0
. Luas penampang bruto ( Ag ) 28800 288
. Luas penampang netto ( An ) 288
. Ft 40 400
Tahanan Tarik TerkoreksiT' 115200
Gaya Tarik Terfaktor Maksimal yang di ijinkanTu < λxфtxT'
#REF! < 73728 OK
2.11.3.1. Kontrol Dimensi Batang Diagonal α1
. Λ
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2.11.3. Kontrol Dimensi Batang Diagonal
. Tu 605.18570.8
. Dimensi 100x120
. Panjang Batang 0.3325
. Luas penampang bruto ( Ag ) 12000 120
. Luas penampang netto ( An ) 120
. Ft 33.6 336
Tahanan Tarik TerkoreksiT' 40320
Gaya Tarik Terfaktor Maksimal yang di ijinkanTu < λxфtxT'
605.1857 < 25804.8 OK
2.11.3.1. Kontrol Dimensi Batang Diagonal α1
. Λ
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. Sambungan paku batang 1-5 b. Sambungan Bautjumlah paku Tahanan lateral .. Nf #REF! 31 ф 14
fes // 49.131kontrol gaya fem ф 49.0775416277P #REF! Re 0.99891192175Zu 111274.162879969P < Zu #REF! < 111274.16288 #REF! K4 1.16
1.03888888889Tahanan momenM 2712307.72019924 Moda kelelahan Im
Z 21204.9396. Sambungan Paku Batang 1-9jumlah paku Moda kelelahan Is.. Nf #REF! 11 Z 20411.1718075
kontrol gaya Moda kelelahan IIISP #REF! Z 8850.97831214Zu 39484.3803767631P<Zu #REF! < 39484.380377 #REF!
Moda kelelahan IVTahanan Momen Z 5161.92175036M 962431.7716836
Tahanan ijin BautZu 2386.94700445
Sambungan Baut Batang 10-1jumlah bautnf #REF!
Kф
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b. Sambungan bautTahanan lateralф
48.2333 2369.75 0.058526203570537 sin fes //48.28584 0.941473796429463 cos fem ф
sin 120cos 120
27.98368 sin 0.030153689607046 Recos 30.8421795014373
K4
20411.1718075 1387.836 864.573057Moda kelelahan ImZ
21204.9396 1.6052283.16368102115088 Moda kelelahan Is
Z27470.0733091 49805.6
3.10362 62971.7084 Moda kelelahan IIIS1453193.28 Z
4590.28270087 Moda kelelahan IVZ
Tahanan Ijin bautZu
Sambungan Baut Batang 10-1Sambungan Baut Batang 12-2Jumlah bautnf
Kontrol gayaPZu
#REF!Tahanan MomenM
fe ̝
fe ̝
Kф
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b. Sambungan baut
5049.131 27.6096064 1356.48833.749
0.3371093472320.662890652768
0.687
1.4011.14
Moda kelelahan Im56768.28
Moda kelelahan Is56768.28
Moda kelelahan IIIS25477.82
Moda kelelahan IV30019.7
Tahanan Ijin baut13248.4664
Sambungan Baut Batang 12-2
#REF! 8
#REF!105987.7312
Tahanan Momen2445870.72
fe ̝
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Dimensi Kayu (mm)GORDING
100 x 120KUDA - KUDABatang Atas 2 x 60 x 120
Batang Bawah 2 x 60 x 120Batang Diagonal 100 x 120
Batang Tegak 100 x 120
Diameter Baut (mm)Kuda - Kuda 15,875
Buhul Jumlah BautA 5E 3H 10G 3F 5B 1C 4D 10C 4D 1
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Dimensi Kayu (mm)GORDING
100 x 140KUDA - KUDABatang Atas 2 x 80 x 180
Batang Bawah 2 x 80 x 180Batang Diagonal 160 x 180
Batang Tegak 160 x 180
Diameter Baut (mm)Kuda - Kuda 15,875
Buhul Jumlah Baut160 5
0 3160 10160 3
0 5160 1
0 40 100 40 1