Tugas Model One Way Slab - Stp

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diketahui L 9m l 1.8 m B 7.2 m A-B 4.5 m f'c 25 MPa B-C 4.5 m fy 390 MPa E 23500 MPa fys 240 MPa A-C 9m DL 150 kg/m2 LL 500 kg/m2

description

berikut ini adalah perhitungan excel dari perhitungan struktur beton bertulag model one way slab

Transcript of Tugas Model One Way Slab - Stp

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diketahuiL 9 m l 1.8 mB 7.2 m A-B 4.5 mf'c 25 MPa B-C 4.5 mfy 390 MPa E 23500 MPafys 240 MPa A-C 9 mDL 150 kg/m2LL 500 kg/m2

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Balok Indukh min 562.5 mmh 600 mmb 300 mmI min 540000 cm4

Balok AnakBalok 1-2 97.30 mmBalok 2-3 85.71 mmBalok 3-4 85.71 mmBalok 4-5 97.30 mm

h min 97.30 mmh 400 mmb 250 mmI min 133333.33 cm4

Plat Lantaiarah xPlat A-B 140.63 mmPlat B-C 140.63 mmarah yPlat 1-2 56.25 mmPlat 2-3 48.65 mmPlat 3-4 48.65 mmPlat 4-5 56.25 mm

h min 140.63 mmh 150 mmI min 281250 cm4

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Plat Lantai Pembebanan Platfmaks 0.002 cm < 0.375 cm Ok DL 510

LL 500Balok Induk 1.2DL+1.6LL Wu 1412fmaks 0.095 cm < 0.938 cm Ok DL+LL W 1010

Balok Anakfmaks 0.017 cm < 0.375 cm Ok

34.285714

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Pembebanan Balok Induk Pembebanan Balok Anakkg/m2 DL 1350 kg/m DL 390 kg/m2kg/m2 LL 900 kg/m LL 500 kg/m2kg/m2 Wu 3060 kg/m Wu 1268 kg/m2kg/m2 W 2250 kg/m W 890 kg/m2

17.142857

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Plat lantaimomen tumpuanM1 285.930 kgmM2 457.488 kgmM3 415.898 kgmM4 457.488 kgmM5 285.930 kgm

momen lapanganM12 326.777 kgmM23 285.930 kgmM34 285.930 kgmM45 326.777 kgm

Balok indukmomen tumpuan tak terdugaMA 15491 kgmMC 15491 kgm

momen lapanganMAC 30983 kgm

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Plat Lantai tulangan polosh 100 mm b 1p 40 mm ρ min 0.0032Ø 6 mm ρ max 0.0404d 57 mm

Momen Jepit tak terduga1 dan 5Mu/bd2 526.869806094 kN/m2ρ 0.0027717452 Ok 0.00595Asti 182.4 mm2

Momen Lapangan1-2 dan 4-5Mu/bd2 1149.52293013 kN/m2ρ 0.0072256694 dipakai ρ min 0.0032Asl 411.863157895 mm2

0.00352-3 dan 3-4Mu/bd2 1264.48137889 kN/m2ρ 0.0087109572 dipakai ρ min 0.0032Asl 496.524561404 mm2

Momen Tumpuan2 dan 4Mu/bd2 790.304709141 kN/m2ρ 0.0060703601 dipakai ρ min 0.0032Ast 346.010526316 mm2

3Mu/bd2 1149.52293013 kN/m2ρ 0.0072256694 dipakai ρ min 0.0032Ast 411.863157895 mm2

Tulangan PembagiAs 250 mm2

Asti (1 & 5) 182.400 mm2 Øp 10 - 200 (393 mm2)Asl (1-2 & 4-5) 411.863 mm2 Øp 10 - 200 (393 mm2)Asl (2-3 & 3-4) 496.525 mm2 Øp 10 - 200 (393 mm2)Ast (2 & 4) 346.011 mm2 Øp 10 - 200 (393 mm2)Ast (3) 411.863 mm2 Øp 10 - 200 (393 mm2)As (pembagi) 250 mm2 Øp 10 - 200 (393 mm2)

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m

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Balok Induk tulangan ulirh 600 mm b 0.3p 40 mm ρ min 0.0032Ø 10 mm ρ max 0.0404Øs 8 mm S min 25d 547 mm S maks 135

MtiMu/bd2 909.899 kN/m2ρ 0.0042256613 OkAsti 693.431 mm2

MlMu/bd2 1985.234 kN/m2ρ 0.0158006273 OkAsl 2592.883 mm2

Asti (Luas Tulangn T 693.431 mm2 4 ØD 16 (804 mm2)Asl (Luas Tulangan 2592.883 mm2 7 ØD 22 (2661 mm2) S

Perhitungan SengkangVu 13770 Kgvu 0.8391224863 MPa

0.45 MPavu > perlu sengkang

0.3891224863 MPa2 MPa

7384.5 Kgy 2.087 m

As Sengkang min 869.485 mm2As Sengkang 1691.681 mm2

As Sengkang min 416.66666667 mm2/m Øp 8 - 175 (570 mm2)As Sengkang 810.67184644 mm2/m Øp 8 - 125 (800 mm2)

Ø vcØ vc

Ø vsØ vs maksØ Vc

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mmmm

26.8 mm Ok

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Balok Induktulangan ulirh 600 mm b 0.3 mp 40 mm ρ min 0.0017Ø 8 mm ρ max 0.0163Øs 8 mm S min 25 mmd 548 mm S maks 135 mm

MtiMu/bd2 1777.410 kN/m2ρ 0.0061096 OkAsti 987.929 mm2

MlMu/bd2 3554.820 kN/m2ρ 0.0129193 OkAsl 2089.048 mm2

Asti 987.929 mm2 4 ØD 22 (1521 mm2)Asl 2089.048 mm2 7 ØD 22 (2661 mm2S 9.2

Perhitungan SengkangVu 13770 Kgvu 0.851577 MPaØ vc 0.45 MPavu > Ø vc perlu sengkang

Ø vs 0.401577 MPaØ vs maks 1.79 MPaØ Vc 7276.5 Kgy 2.122 m

As Sengkan 884.191 mm2As Sengkan 1775.354 mm2

As Sengkan416.66667 mm2/m Øp 8 - 175 (570 mm2)As Sengkan836.61874 mm2/m Øp 8 - 125 (800 mm2)

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mm Ok

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