babiii. pelat lantai
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![Page 1: BABIII. Pelat Lantai](https://reader033.vdokumen.com/reader033/viewer/2022061412/5695d27d1a28ab9b029aa1d5/html5/thumbnails/1.jpg)
FAKULTAS TEKNIK SIPIL DANPERENCANAAN
UNIVERSITAS KRISTEN PETRA
TUGAS STRUKTUR BETON Halaman:
BAGIAN STRUKTUR: NO. GAMBAR:
PELAT LANTAINRP: 21408030
21408033
PERHITUNGAN
BAB III
PELAT LANTAI
III.1.Diketahui data-data sebagai berikut:
fc’ = 40 MPa ; fy = 240 MPa
Tebal pelat = 120 mm (selimut beton = 20 mm)
Digunakan tulangan Ø10 mm
dx = 120 - 20 - 0.5 x 10 = 95 mm
dy = 120 - 20 - 10 - 0.5 x 10 = 85 mm
Pelat lantai 2 dan 3
III.2 Pembebanan
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FAKULTAS TEKNIK SIPIL DANPERENCANAAN
UNIVERSITAS KRISTEN PETRA
TUGAS STRUKTUR BETON Halaman:
BAGIAN STRUKTUR: NO. GAMBAR:
PELAT LANTAINRP: 21408030
21408033
PERHITUNGAN
1. Beban mati (qD) .......................(Berdasarkan PPIUG 1983 Tabel 3.1)
Tebal pelat = 120 mm
Berat sendiri = 0.12 x 2400 kg/m3 = 288 kg/m2
Berat penutup lantai 7 mm = 0.7 x 24 kg/m2 = 16.8 kg/m2
Berat spesi 3 cm = 3 x 21 kg/m2 = 63 kg/m2
Berat plafon + penggantung = 11 + 7 kg/m2 = 18 kg/m2
Beban Total = 385.8 kg/m2
2. Beban hidup (qL)
qL = 250 kg/m2 ........................(Berdasarkan PPIUG 1983 Tabel 3.1)
3. Beban ultimate (qu)
qu = 1.2 qD + 1.6 qL
= 1.2 x 385.8 + 1.6 x 250
= 862.96 kg/m2
= 8.6296 kN/m2
III.3 Perhitungan Tulangan
Pelat A2
Penulangan Pelat ( CUR IV skema III )
Mlx = 0.001 x 8.6296 x 42 x 43.75 = 6.041 KNm
Mly = 0.001 x 8.6296 x 42 x 26 = 3.59 KNm
Mtx = -0.001 x 8.6296 x 42 x 87.25 = -12.047 KNm
Mty = -0.001 x 8.6296 x 42 x 74.75 = -10.321 KNm
Mtix = 0.5 x 6.041 = 3.021 KNm
Mtiy = 0.5 x 3.59 = 1.795 KNm
As min = 0.25% x b x t = 0.25% x 1000 x 120 = 300 mm2 (Ø10 – 250)
Berikut ini adalah hasil perhitungan untuk kebutuhan masing-masing tulangan plat.
15
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FAKULTAS TEKNIK SIPIL DANPERENCANAAN
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PELAT LANTAINRP: 21408030
21408033
PERHITUNGAN
Mu (kNm) Mu/bd2 ρ As (mm2) As used (mm2)
tul. teoritis tul. used
Mlx 6.041 669.36 0.00353 335.35 335.35 Ø 10 - 234.2 Ø 10 - 200 Mly 3.59 496.89 0.002612 222.02 300 Ø 10 - 261.8 Ø 10 - 250 Mtx -12.047 1334.85 0.007132 677.54 677.54 Ø 10 - 115.9 Ø 10 - 100 Mty -10.321 1428.51 0.00765 650.25 650.25 Ø 10 - 120.8 Ø 10 - 100 Mtix 3.021 334.74 0.001754 166.63 300 Ø 10 - 261.8 Ø 10 - 250 Mtiy 1.795 248.44 0.0013 110.5 300 Ø 10 - 261.8 Ø 10 - 250
Tulangan Pembagi, dipakai tulangan Ø8 mm.
As = 20% As max = 0.2 x 677.54 = 135.508 mm2
s = 370.94 mm ≥ 2t = 240 mm Ø8 – 240 mm
Pelat B2
Penulangan Pelat ( CUR IV Skema VI I B)
Mlx = 0.001 x 8.6296 x 42 x 39 = 5.385 KNm
Mly = 0.001 x 8.6296 x 42 x 20.5 = 2.831 KNm
Mtx = -0.001 x 8.6296 x 42 x 71.5 = -9.872 KNm
Mty = -0.001 x 8.6296 x 42 x 55 = -7.594 KNm
Mtiy = 0.5 x 4.65 = 1.416 KNm
As min = 0.25% x b x t = 0.25% x 1000 x 120 = 300 mm2 (Ø10 – 250)
Berikut ini adalah hasil perhitungan untuk kebutuhan masing-masing tulangan plat.
16
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FAKULTAS TEKNIK SIPIL DANPERENCANAAN
UNIVERSITAS KRISTEN PETRA
TUGAS STRUKTUR BETON Halaman:
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PELAT LANTAINRP: 21408030
21408033
PERHITUNGAN
Mu
(kNm)Mu/bd2 ρ
As
(mm2)
As used
(mm2)tul. teoritis tul. used
Mlx 5.385 596.68 0.003142 298.49 300 Ø 10 - 261.8 Ø 10 - 250
Mly 2.831 391.83 0.0021 178.5 300 Ø 10 - 261.8 Ø 10 - 250
Mtx -9.872 1093.85 0.00582 552.9 552.9 Ø 10 - 142.1 Ø 10 - 125
Mty -7.594 1051.07 0.0056 476 476 Ø 10 - 165 Ø 10 - 150
Mtiy 1.416 195.99 0.001 85 300 Ø 10 - 261.8 Ø 10 - 250
Tulangan Pembagi, dipakai tulangan Ø8 mm.
As = 20% As max = 0.2 x 552.9 = 110.58 mm2
s = 454.56 mm ≥ 2t = 240 mm Ø8 – 240 mm
Pelat C2
Penulangan Pelat (CUR IV Skema II)
Mlx = 0.001 x 8.6296 x 42 x 36 = 4.971 KNm
Mly = 0.001 x 8.6296 x 42 x 21 = 2.9 KNm
Mtx = -0.001 x 8.6296 x 42 x 65.25 = -9.009 KNm
Mty = -0.001 x 8.6296 x 42 x 54.25 = -7.49 KNm
As min = 0.25% x b x t = 0.25% x 1000 x 120 = 300 mm2 (Ø10 – 250)
Berikut ini adalah hasil perhitungan untuk kebutuhan masing-masing tulangan plat.
Mu
(kNm)Mu/bd2 ρ
As
(mm2)
As used
(mm2)tul. teoritis tul. used
Mlx 4.971 550.8 0.0029 275.5 300 Ø 10 - 261.8 Ø 10 - 250
Mly 2.9 401.38 0.00211 179.35 300 Ø 10 - 261.8 Ø 10 - 250
Mtx -9.009 998.23 0.0053 503.5 503.5 Ø 10 - 156 Ø 10 - 150
Mty -7.49 1036.68 0.00551 468.35 468.35 Ø 10 - 167.7 Ø 10 - 150
Tulangan Pembagi, dipakai tulangan Ø8 mm.
17
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FAKULTAS TEKNIK SIPIL DANPERENCANAAN
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TUGAS STRUKTUR BETON Halaman:
BAGIAN STRUKTUR: NO. GAMBAR:
PELAT LANTAINRP: 21408030
21408033
PERHITUNGAN
As = 20% As max = 0.2 x 503.5 = 100.7 mm2
s = 499.16 mm ≥ 2t = 240 mm Ø8 – 240 mm
Pelat D2
Penulangan Pelat (CUR IV Skema V II B )
Mlx = 0.001 x 8.6296 x 32 x 47.5 = 3.689 KNm
Mly = 0.001 x 8.6296 x 32 x 18.5 = 1.437 KNm
Mtx = -0.001 x 8.6296 x 32 x 78 = -6.058 KNm
Mty = -0.001 x 8.6296 x 32 x 54.5 = -4.233 KNm
Mtiy = 0.5 x 1.437 = 0.643 KNm
As min = 0.25% x b x t = 0.25% x 1000 x 120 = 300 mm2 (Ø10 – 250)
Berikut ini adalah hasil perhitungan untuk kebutuhan masing-masing tulangan plat.
Mu (kNm) Mu/bd2 ρ As (mm2)
As used (mm2)
tul. teoritis tul. used
Mlx 3.689 408.75 0.00215 204.25 300 Ø 10 - 261.8 Ø 10 - 250 Mly 1.437 198.89 0.00104 88.4 300 Ø 10 - 261.8 Ø 10 - 250 Mtx -6.058 671.25 0.00354 336.3 336.3 Ø 10 - 233.5 Ø 10 - 200 Mty -4.233 585.88 0.0031 263.5 300 Ø 10 - 261.8 Ø 10 - 250 Mtiy 0.7185 99.45 0.00052 44.2 300 Ø 10 - 261.8 Ø 10 - 250
Tulangan Pembagi, dipakai tulangan Ø8 mm.
As = 20% As max = 0.2 x 336.3 = 67.26 mm2
s = 747.33 mm ≥ 2t = 240 mm Ø8 – 240 mm
18
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FAKULTAS TEKNIK SIPIL DANPERENCANAAN
UNIVERSITAS KRISTEN PETRA
TUGAS STRUKTUR BETON Halaman:
BAGIAN STRUKTUR: NO. GAMBAR:
PELAT LANTAINRP: 21408030
21408033
PERHITUNGAN
Pelat E2
Penulangan Pelat (CUR IV Skema II)
Mlx = 0.001 x 8.6296 x 32 x 51 = 3.961 KNm
Mly = 0.001 x 8.6296 x 32 x 15 = 1.165 KNm
Mtx = -0.001 x 8.6296 x 32 x 79.5 = -6.174 KNm
Mty = -0.001 x 8.6296 x 32 x 54 = -4.194 KNm
As min = 0.25% x b x t = 0.25% x 1000 x 120 = 300 mm2 (Ø10 – 250)
Berikut ini adalah hasil perhitungan untuk kebutuhan masing-masing tulangan plat.
Mu
(kNm)Mu/bd2 ρ
As
(mm2)
As used
(mm2)tul. teoritis tul. used
Mlx 3.961 438.89 0.00231 219.45 300 Ø 10 - 261.8 Ø 10 - 250
Mly 1.165 161.25 0.00084 71.4 300 Ø 10 - 261.8 Ø 10 - 250
Mtx -6.174 684.1 0.00361 342.95 342.95 Ø 10 - 229 Ø 10 - 200
Mty -4.194 580.48 0.0031 263.5 300 Ø 10 - 261.8 Ø 10 - 250
Tulangan Pembagi, dipakai tulangan Ø8 mm.
As = 20% As max = 0.2 x 342.95 = 68.59 mm2
s = 732.84 mm ≥ 2t = 240 mm Ø8 – 240 mm
Pelat F2
Penulangan Pelat ( CUR IV Skema VI A )
Mlx = 0.001 x 8.6296 x 42 x 38.75 = 5.35 KNm
Mly = 0.001 x 8.6296 x 42 x 26 = 3.59 KNm
Mtx = -0.001 x 8.6296 x 42 x 76 = -10.494 KNm
Mty = -0.001 x 8.6296 x 42 x 70.25 = -9.7 KNm
Mtix = 0.5 x 4.65 = 2.675 KNm
19
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FAKULTAS TEKNIK SIPIL DANPERENCANAAN
UNIVERSITAS KRISTEN PETRA
TUGAS STRUKTUR BETON Halaman:
BAGIAN STRUKTUR: NO. GAMBAR:
PELAT LANTAINRP: 21408030
21408033
PERHITUNGAN
As min = 0.25% x b x t = 0.25% x 1000 x 120 = 300 mm2 (Ø10 – 250)
Berikut ini adalah hasil perhitungan untuk kebutuhan masing-masing tulangan plat.
Mu
(kNm)Mu/bd2 ρ
As
(mm2)
As
used
(mm2)
tul. teoritis tul. used
Mlx 5.35 592.8 0.0031 294.5 300 Ø 10 - 261.8 Ø 10 - 250
Mly 3.59 496.89 0.00261 221.85 300 Ø 10 - 261.8 Ø 10 - 250
Mtx -10.494 1162.77 0.0062 589 589 Ø 10 - 133.3 Ø 10 - 100
Mty -9.7 1342.56 0.0072 612 612 Ø 10 - 128.3 Ø 10 - 100
Mtix 2.675 296.4 0.0016 152 300 Ø 10 - 261.8 Ø 10 - 250
Tulangan Pembagi, dipakai tulangan Ø8 mm.
As = 20% As max = 0.2 x 612 = 122.4 mm2
s = 410.66 mm ≥ 2t = 240 mm Ø8 – 240 mm
III.4.Diketahui data-data sebagai berikut:
fc’ = 40 MPa ; fy = 240 MPa
Tebal pelat = 120 mm (selimut beton = 20 mm)
Digunakan tulangan Ø10 mm
dx = 120 - 20 - 0.5 x 10 = 95 mm
dy = 120 - 20 - 10 - 0.5 x 10 = 85 mm
20
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FAKULTAS TEKNIK SIPIL DANPERENCANAAN
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PERHITUNGAN
Pelat lantai 4
III.5 Pembebanan
1. Beban mati (qD) .......................(Berdasarkan PPIUG 1983 Tabel 3.1)
Tebal pelat = 120 mm
Berat sendiri = 0.12 x 2400 kg/m3 = 288 kg/m2
Berat penutup lantai 7 mm = 0.7 x 24 kg/m2 = 16.8 kg/m2
Berat spesi 3 cm = 3 x 21 kg/m2 = 63 kg/m2
Berat plafon + penggantung = 11 + 7 kg/m2 = 18 kg/m2
Beban Total = 385.8 kg/m2
21
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FAKULTAS TEKNIK SIPIL DANPERENCANAAN
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PERHITUNGAN
2. Beban hidup (qL)
qL = 400 kg/m2 ........................(Berdasarkan PPIUG 1983 Tabel 3.1)
3. Beban ultimate (qu)
qu = 1.2 qD + 1.6 qL
= 1.2 x 385.8 + 1.6 x 400
= 1102.96 kg/m2 = 11.0296 kN/m2
III.6 Perhitungan Tulangan
Pelat A4
Penulangan Pelat ( CUR IV skema III )
Mlx = 0.001 x 11.0296 x 42 x 43.75 = 7.721 KNm
Mly = 0.001 x 11.0296 x 42 x 26 = 4.588 KNm
Mtx = -0.001 x 11.0296 x 42 x 87.25 = -15.397 KNm
Mty = -0.001 x 11.0296 x 42 x 74.75 = -13.191 KNm
Mtix = 0.5 x 6.041 = 3.861 KNm
Mtiy = 0.5 x 3.59 = 2.294 KNm
As min = 0.25% x b x t = 0.25% x 1000 x 120 = 300 mm2 (Ø10 – 250)
Berikut ini adalah hasil perhitungan untuk kebutuhan masing-masing tulangan plat.
Mu
(kNm)Mu/bd2 ρ
As
(mm2)
As used
(mm2)tul. teoritis tul. used
Mlx 7.721 855.51 0.00453 430.35 430.35 Ø 10 - 182.5 Ø 10 - 175
Mly 4.588 635.02 0.00335 284.75 300 Ø 10 - 261.8 Ø 10 - 250
Mtx -15.397 1706.04 0.0092 874 874 Ø 10 - 89.9 Ø 10 - 75
Mty -13.191 1825.74 0.0099 841.5 841.5 Ø 10 - 93.3 Ø 10 - 75
Mtix 3.861 427.76 0.00225 213.75 300 Ø 10 - 261.8 Ø 10 - 250
Mtiy 2.294 317.51 0.0017 144.5 300 Ø 10 - 261.8 Ø 10 - 250
Tulangan Pembagi, dipakai tulangan Ø8 mm.
22
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As = 20% As max = 0.2 x 874 = 174.8 mm2
s = 287.56 mm ≥ 2t = 240 mm Ø8 – 240 mm
Pelat B4
Penulangan Pelat ( CUR IV Skema VI I B)
Mlx = 0.001 x 11.0296 x 42 x 39 = 6.882 KNm
Mly = 0.001 x 11.0296 x 42 x 20.5 = 3.618 KNm
Mtx = -0.001 x 11.0296 x 42 x 71.5 = -12.618 KNm
Mty = -0.001 x 11.0296 x 42 x 55 = -9.706 KNm
Mtiy = 0.5 x 4.65 = 1.809 KNm
As min = 0.25% x b x t = 0.25% x 1000 x 120 = 300 mm2 (Ø10 – 250)
Berikut ini adalah hasil perhitungan untuk kebutuhan masing-masing tulangan plat.
Mu (kNm)
Mu/bd2 ρ As (mm2)
As used (mm2)
tul. teoritis tul. used
Mlx 6.882 762.55 0.00403 382.85 382.85 Ø 10 - 205.1 Ø 10 - 200 Mly 3.618 500.76 0.00263 223.55 300 Ø 10 - 261.8 Ø 10 - 250 Mtx -12.618 1398.12 0.0075 712.5 712.5 Ø 10 - 110.2 Ø 10 - 100 Mty -9.706 1343.39 0.0072 612 612 Ø 10 - 128.3 Ø 10 - 100 Mtiy 1.809 250.38 0.00131 111.35 300 Ø 10 - 261.8 Ø 10 - 250
Tulangan Pembagi, dipakai tulangan Ø8 mm.
As = 20% As max = 0.2 x 712.5 = 142.5 mm2
s = 352.74 mm ≥ 2t = 240 mm Ø8 – 240 mm
23
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FAKULTAS TEKNIK SIPIL DANPERENCANAAN
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PELAT LANTAINRP: 21408030
21408033
PERHITUNGAN
Pelat C4
Penulangan Pelat (CUR IV Skema II)
Mlx = 0.001 x 11.0296 x 42 x 36 = 6.353 KNm
Mly = 0.001 x 11.0296 x 42 x 21 = 3.706 KNm
Mtx = -0.001 x 11.0296 x 42 x 65.25 = -11.515 KNm
Mty = -0.001 x 11.0296 x 42 x 54.25 = -9.574 KNm
As min = 0.25% x b x t = 0.25% x 1000 x 120 = 300 mm2 (Ø10 – 250)
Berikut ini adalah hasil perhitungan untuk kebutuhan masing-masing tulangan plat.
Mu (kNm) Mu/bd2 ρ As (mm2)
As used (mm2)
tul. teoritis tul. used
Mlx 6.353 703.93 0.00372 353.4 353.4 Ø 10 - 222.2 Ø 10 - 200 Mly 3.706 512.94 0.0027 229.5 300 Ø 10 - 261.8 Ø 10 - 250 Mtx -11.515 1275.9 0.00681 646.95 646.95 Ø 10 - 121.4 Ø 10 - 100 Mty -9.574 1325.12 0.0071 603.5 603.5 Ø 10 - 130.1 Ø 10 - 100
Tulangan Pembagi, dipakai tulangan Ø8 mm.
As = 20% As max = 0.2 x 646.95 = 129.39 mm2
s = 388.48 mm ≥ 2t = 240 mm Ø8 – 240 mm
Pelat D4
Penulangan Pelat (CUR IV Skema V II B )
Mlx = 0.001 x 11.0296 x 32 x 47.5 = 4.715 KNm
Mly = 0.001 x 11.0296 x 32 x 18.5 = 1.836 KNm
Mtx = -0.001 x 11.0296 x 32 x 78 = -7.743 KNm
Mty = -0.001 x 11.0296 x 32 x 54.5 = -5.41 KNm
Mtiy = 0.5 x 1.836 = 0.918 KNm
As min = 0.25% x b x t = 0.25% x 1000 x 120 = 300 mm2 (Ø10 – 250)
24
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FAKULTAS TEKNIK SIPIL DANPERENCANAAN
UNIVERSITAS KRISTEN PETRA
TUGAS STRUKTUR BETON Halaman:
BAGIAN STRUKTUR: NO. GAMBAR:
PELAT LANTAINRP: 21408030
21408033
PERHITUNGAN
Berikut ini adalah hasil perhitungan untuk kebutuhan masing-masing tulangan plat.
Mu (kNm) Mu/bd2 ρ As (mm2)
As used (mm2)
tul. teoritis tul. used
Mlx 4.715 522.44 0.00275 261.25 300 Ø 10 - 261.8 Ø 10 - 250 Mly 1.836 254.12 0.00133 113.05 300 Ø 10 - 261.8 Ø 10 - 250 Mtx -7.743 857.95 0.004541 431.395 431.395 Ø 10 - 182.1 Ø 10 - 150 Mty -5.41 748.79 0.00396 336.6 336.6 Ø 10 - 233.3 Ø 10 - 200 Mtiy 0.918 127.06 0.00066 56.1 300 Ø 10 - 261.8 Ø 10 - 250
Tulangan Pembagi, dipakai tulangan Ø8 mm.
As = 20% As max = 0.2 x 431.395 = 86.279 mm2
s = 582.59 mm ≥ 2t = 240 mm Ø8 – 240 mm
Pelat E4
Penulangan Pelat (CUR IV Skema II)
Mlx = 0.001 x 8.6296 x 32 x 51 = 5.063 KNm
Mly = 0.001 x 8.6296 x 32 x 15 = 1.489 KNm
Mtx = -0.001 x 8.6296 x 32 x 79.5 = -7.892 KNm
Mty = -0.001 x 8.6296 x 32 x 54 = -5.36 KNm
As min = 0.25% x b x t = 0.25% x 1000 x 120 = 300 mm2 (Ø10 – 250)
Berikut ini adalah hasil perhitungan untuk kebutuhan masing-masing tulangan plat.
Mu (kNm) Mu/bd2 ρ As (mm2)
As used (mm2)
tul. teoritis tul. used
Mlx 5.063 561 0.003 285 300 Ø 10 - 261.8 Ø 10 - 250 Mly 1.489 206.09 0.0011 93.5 300 Ø 10 - 261.8 Ø 10 - 250 Mtx -7.892 874.46 0.00463 439.85 439.85 Ø 10 - 178.6 Ø 10 - 150 Mty -5.36 741.87 0.00392 333.2 333.2 Ø 10 - 235.7 Ø 10 - 200
Tulangan Pembagi, dipakai tulangan Ø8 mm.
As = 20% As max = 0.2 x 439.85 = 87.97 mm2
25
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FAKULTAS TEKNIK SIPIL DANPERENCANAAN
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PELAT LANTAINRP: 21408030
21408033
PERHITUNGAN
s = 571.39 mm ≥ 2t = 240 mm Ø8 – 240 mm
Pelat F4
Penulangan Pelat ( CUR IV Skema VI A )
Mlx = 0.001 x 8.6296 x 42 x 38.75 = 6.838 KNm
Mly = 0.001 x 8.6296 x 42 x 26 = 4.588 KNm
Mtx = -0.001 x 8.6296 x 42 x 76 = -13.412 KNm
Mty = -0.001 x 8.6296 x 42 x 70.25 = -12.397 KNm
Mtix = 0.5 x 4.65 = 3.419 KNm
As min = 0.25% x b x t = 0.25% x 1000 x 120 = 300 mm2 (Ø10 – 250)
Berikut ini adalah hasil perhitungan untuk kebutuhan masing-masing tulangan plat.
Mu (kNm) Mu/bd2 ρ As (mm2)
As used (mm2)
tul. teoritis tul. used
Mlx 6.838 757.67 0.004 380 380 Ø 10 - 206.7 Ø 10 - 200 Mly 4.588 635.02 0.00335 284.75 300 Ø 10 - 261.8 Ø 10 - 250 Mtx -13.412 1486.09 0.008 760 760 Ø 10 - 103.3 Ø 10 - 100 Mty -12.397 1715.85 0.00924 785.4 785.4 Ø 10 - 100 Ø 10 - 100 Mtix 3.419 378.84 0.002 190 300 Ø 10 - 261.8 Ø 10 - 250
Tulangan Pembagi, dipakai tulangan Ø8 mm.
As = 20% As max = 0.2 x 785.4 = 157.08 mm2
s = 320 mm ≥ 2t = 240 mm Ø8 – 240 mm
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FAKULTAS TEKNIK SIPIL DANPERENCANAAN
UNIVERSITAS KRISTEN PETRA
TUGAS STRUKTUR BETON Halaman:
BAGIAN STRUKTUR: NO. GAMBAR:
PELAT LANTAINRP: 21408030
21408033
PERHITUNGAN
III.7 Kesimpulan
Setelah dilakukan perhitungan setiap tipe plat, maka untuk pelaksanaan diambil kesimpulan
seperti yang tercantum dalam tabel berikut:
Tipe Perhitungan
Tipe Pelaksanaan
Jarak SengkangMlx Mly Mtx Mty Mtix/Mtiy
A2 A2 ø10-200 ø10-250 ø10-100 ø10-100 ø10-250B2, D2, F2 B2 ø10-250 ø10-250 ø10-100 ø10-100 ø10-250
C2, E2 C2 ø10-250 ø10-250 ø10-150 ø10-150 -A4 A4 ø10-175 ø10-250 ø10-75 ø10-75 ø10-250
B4, D4, F4 B4 ø10-200 ø10-250 ø10-100 ø10-100 ø10-250C4, E4 C4 ø10-200 ø10-250 ø10-100 ø10-100 -
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