Bondex Dan Balok Anak Bagus

3 PerencanaanBondex dan Balok Anak3.1 Data - Data perencanaanBeban Hidup: 400 Kg/m2Beban Finishing : 90 Kg/m2Beban Berguna : 490 Kg/m3Berat Beton Kering : 2400 kg/m3Panjang Bentang Beban Bondex yang Dipikul Oleh Balok Anak: 2 mPanjang Balok Anak : 6 m3.2 Perencanaan PeIat Lantai Bondex3.2.1 Data PerencanaanBerat Sendiri Beton = 2400 kg/m3Berat Sendiri Bondex = 10.1 kg/m2Berat Spesi per cm Tebal = 21 kg/m2Berat Tegel = 24 kg/m23.2.2 Perencanaan PembebananBeban MatiBerat Beton = 2400 * 0.9 = 2160 Kg/m2Berat Bondex = 10.1 Kg/m2Berat Spesi 2 Cm = 21 * 2 = 42 Kg/m2Berat Tegel 2 Cm = 24 * 2 = 48 Kg/m2qD = 2260.1 Kg/m2Beban HidupBeban Hidup Lantai gudang = 400 Kg/m2Beban Finishing = 90 Kg/m2qL = 490 Kg/m23.2.3 Perencanaan TebaI Lantai Beton dan TuIangan Negatif3.2.3.1 Perencanaan TebaI LantaiqL = 490 kg/m2Beban Berguna yang Dipakai = 500 kg/m2Jarak Antar Balok = 200 cmJarak Kuda - Kuda = 600 cmDari Tabel Brosur ( Bentang Menerus dengan Tulangan Negatif ),didapat :t = 9 mmA = 1.75 cm2/m3.2.3.2 Perencanaan TuIangan NegatifDirencanakan Tulangan Dengan= 12 mmAs = 1.1304 mm2Banyaknya Tulangan Yang diperlukan Tiap 1 m = A = 1.75As 1.1304= 1.548125Buah= 2 BuahJarak Tulangan Tarik = 500 cmPasang Tulangan Tarik 10 - 5003.3 Perencanaan Dimensi BaIok Anak3.3.1 Perencanaan PembebananBeban Mati ( D )Bondex = 2 10.1 = 20.2 kg/mPlat Beton = 2 0.09 2400 = 432 kg/mTegel + Spesi = 2 90 = 180 kg/mqD = 632.2 kg/mBeban Hidup ( L )qL = 2 490 = 980 kg/mPre - Eliminary Design3.3.3 Perhitungan qU , Mu Max dan Du MaxqU = 1.2 qD + 1.6 qLqU = 1.2 632.2 1.6 980 = 2326.64 Kg/m= 0.125 2326.64 36 = 10469.88 Kgm= 0.5 2326.64 6 = 6979.92 Kg3.3.4 Perhitungan Ix ProfiI Yang DiperIukanY = L = 600 = 1.666667360 360x > 5 ( 6.322 9.8 ) 1.30E+11384 2100000 1.666667x > 7773.107 cm43.3.5 Perencanaan ProfiI WF untuk BaIok Anak250 x 250 x 11 x 11A = 82.06 cm2 tf = 11 mm Zx = 800.206 cm3W = 64.4 kg/m x = 8790 cm4 Zy = 349.0135 cm3a = 250 mm y = 2940 cm4 h = 196 mmbf = 250 mm tw = 11 mm r = 16 mmiy = 5.98 cm ix = 10.3 cm 800.206349.0135Mutu Baja = BJ 37fu = 5000 kg/cm2fy = 2900 kg/cm23.3.6 Perencanaan Pembebanan + Beban ProfiIBeban Mati ( D )Bondex = 2 10.1 = 20.2 kg/mPlat Beton = 2 0.12 2400 = 576 kg/mTegel + Spesi = 2 90 = 180 kg/mBerat Profil= = 64.4 kg/mqD = 840.6 kg/mBeban Hidup ( L )qL = 2 490 = 9803.3.7 Perhitungan qU , Mu Max dan Du Max ( Berat ProfiI Dimasukkan )qU = 1.2 qD + 1.6 qLqU = 1.2 840.6 1.6 980 = 2576.72 Kg/m= 0.125 2576.72 36 = 11595.24 Kgm= 0.5 2576.72 6 = 7730.16 Kg3.3.8 KontroI Lendutan BaIokY = L = 600 = 1.666667360 360= 5 ( 8.406 9.8 ) 1.30E+11384 2100000 8790= 1.664371 < 1.666667OK

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3.3.9.2 KontroI LateraI BuckIingJrk Pengikat Lateral : mm = cmLp = 276.3948 cmTernyata maka Mnx = MpxMnx = Mpx = Zx. Fy = 800.206 * 2900 = 23205.97 KgmMny = Zy ( 1 flen ) * fy== 0.25 1.1 625 2900 = 498437.5 kgcm= 4984.375 kgm0.9 Mp = 0.9 * 23205.97 = 20885.38 kgm0.9 Mp > Mu20885.38 > 11595.24OKLp > Lb1

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3 PerencanaanBondex dan Balok Anak3.1 Data - Data perencanaanBeban Hidup: 400 Kg/m2Beban Finishing : 90 Kg/m2Beban Berguna : 490 Kg/m3Berat Beton Kering : 2400 kg/m3Panjang Bentang Beban Bondex yang Dipikul Oleh Balok Anak: 3 mPanjang Balok Anak : 4 m3.2 Perencanaan PeIat Lantai Bondex3.2.1 Data PerencanaanBerat Sendiri Beton = 2400 kg/m3Berat Sendiri Bondex = 10.1 kg/m2Berat Spesi per cm Tebal = 21 kg/m2Berat Tegel = 24 kg/m23.2.2 Perencanaan PembebananBeban MatiBerat Beton = 2400 * 0.12 = 288 Kg/m2Berat Bondex = 10.1 Kg/m2Berat Spesi 2 Cm = 21 * 2 = 42 Kg/m2Berat Tegel 2 Cm = 24 * 2 = 48 Kg/m2qD = 388.1 Kg/m2Beban HidupBeban Hidup Lantai gudang = 400 Kg/m2Beban Finishing = 90 Kg/m2qL = 490 Kg/m23.2.3 Perencanaan TebaI Lantai Beton dan TuIangan Negatif3.2.3.1 Perencanaan TebaI LantaiqL = 490 kg/m2Beban Berguna yang Dipakai = 500 kg/m2Jarak Antar Balok = 300 cmJarak Kuda - Kuda = 400 cmDari Tabel Brosur ( Bentang Menerus dengan Tulangan Negatif ),didapat :t = 12 mmA = 3.57 cm2/m3.2.3.2 Perencanaan TuIangan NegatifDirencanakan Tulangan Dengan= 10 mmAs = 0.785 mm2Banyaknya Tulangan Yang diperlukan Tiap 1 m = A = 3.57As 0.785= 4.547771Buah= 5 BuahJarak Tulangan Tarik = 200 cmPasang Tulangan Tarik 10 - 2003.3 Perencanaan Dimensi BaIok Anak3.3.1 Perencanaan PembebananBeban Mati ( D )Bondex = 3 10.1 = 30.3 kg/mPlat Beton = 3 0.12 2400 = 864 kg/mTegel + Spesi = 3 90 = 270 kg/mqD = 1164.3 kg/mBeban Hidup ( L )qL = 3 490 = 1470 kg/mPre - Eliminary Design3.3.3 Perhitungan qU , Mu Max dan Du MaxqU = 1.2 qD + 1.6 qLqU = 1.2 1164.3 1.6 1470 = 3749.16 Kg/m= 0.125 3749.16 16 = 7498.32 Kgm= 0.5 3749.16 4 = 7498.32 Kg3.3.4 Perhitungan Ix ProfiI Yang DiperIukanY = L = 400 = 1.111111360 360x > 5 ( 11.643 14.7 ) 2.56E+10384 2100000 1.111111x > 3763.286 cm43.3.5 Perencanaan ProfiI WF untuk BaIok Anak250 x 125 x 6 x 9A = 37.66 cm2 tf = 9 mm Zx = 351.861 cm3W = 29.6 kg/m x = 4050 cm4 Zy = 72.0225 cm3a = 250 mm y = 294 cm4 h = 208 mmbf = 125 mm tw = 6 mm r = 12 mmiy = 2.79 cm ix = 10.4 cm 351.86172.0225Mutu Baja = BJ 37fu = 3700 kg/cm2fy = 2400 kg/cm23.3.6 Perencanaan Pembebanan + Beban ProfiIBeban Mati ( D )Bondex = 3 10.1 = 30.3 kg/mPlat Beton = 3 0.12 2400 = 864 kg/mTegel + Spesi = 3 90 = 270 kg/mBerat Profil= = 29.6 kg/mqD = 1193.9 kg/mBeban Hidup ( L )qL = 3 490 = 14703.3.7 Perhitungan qU , Mu Max dan Du Max ( Berat ProfiI Dimasukkan )qU = 1.2 qD + 1.6 qLqU = 1.2 1193.9 1.6 1470 = 3784.68 Kg/m= 0.125 3784.68 16 = 7569.36 Kgm= 0.5 3784.68 4 = 7569.36 Kg3.3.8 KontroI Lendutan BaIokY = L = 400 = 1.111111360 360= 5 ( 11.939 14.7 ) 2.56E+10384 2100000 4050= 1.044053 < 1.111111OK

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3.3.9 KontroI Kuat Rencana Momen Lentur3.3.9.1 KontroI Penampanguntuk Sayap untuk Badan125 170 208 168018 15.49193 6 15.491936.944444 10.97345 34.66667 108.4435OK OKPenampang Profil Kompak, maka Mnx = MpxMp = fy * Zx= 2400 * 351.861= 844466.4 kgcm= 8444.664 kgm3.3.9.2 KontroI LateraI BuckIingJrk Pengikat Lateral : 1000 mm = 100 cmLp = 141.751 cmTernyata maka Mnx = MpxMnx = Mpx = Zx. Fy = 351.861 * 2400 = 8444.664 KgmMny = Zy ( 1 flen ) * fy== 0.25 0.9 156.25 2400 = 84375 kgcm= 843.75 kgm0.9 Mp = 0.9 * 8444.664 = 7600.198 kgm0.9 Mp > Mu7600.198 > 7569.36OK3.3.9.3 KontroI Kuat Rencana Geser208 < 11006 15.4919334.66667 < 71.00469PlastisVn = 0.6 fy Aw= 0.6 2400 0.6 25= 21600 KgVu< '37569.36 < 0.9 216007569.36 < 19440OKLp > Lb191-

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Bondex Dan Balok Anak Bagus