babiii. pelat lantai

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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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.

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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)


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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


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)


Mu

(kNm)Mu/bd2 ρ

As

(mm2)

As 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


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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)


Mu (kNm) Mu/bd2 ρ As (mm2)

As used (mm2)


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


As = 20% As max = 0.2 x 336.3 = 67.26 mm2

s = 747.33 mm ≥ 2t = 240 mm Ø8 – 240 mm

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PERHITUNGAN

Pelat E2


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)


Mu

(kNm)Mu/bd2 ρ

As

(mm2)

As 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


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

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21408033

PERHITUNGAN

As min = 0.25% x b x t = 0.25% x 1000 x 120 = 300 mm2 (Ø10 – 250)


Mu

(kNm)Mu/bd2 ρ

As

(mm2)

As

used

(mm2)


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


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

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21408033

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

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21408033

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)


Mu

(kNm)Mu/bd2 ρ

As

(mm2)

As 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


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21408033

PERHITUNGAN

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)


Mu (kNm)

Mu/bd2 ρ As (mm2)

As used (mm2)


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


As = 20% As max = 0.2 x 712.5 = 142.5 mm2

s = 352.74 mm ≥ 2t = 240 mm Ø8 – 240 mm

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21408033

PERHITUNGAN

Pelat C4


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)



As used (mm2)


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


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)

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21408033

PERHITUNGAN



As used (mm2)


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


As = 20% As max = 0.2 x 431.395 = 86.279 mm2

s = 582.59 mm ≥ 2t = 240 mm Ø8 – 240 mm

Pelat E4


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)



As used (mm2)


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


As = 20% As max = 0.2 x 439.85 = 87.97 mm2

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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)



As used (mm2)


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


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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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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babiii. pelat lantai

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