Baja 1&2 Adinollah
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TABEL TABULASI BATANG NO BATANG PANJANG BATANG AR = CD 2.1 RQ = DE 2.1 QP = EF 2.1 PO = FG 2.1 ON = GH 2.1 NM = HI 2.1 ML = IJ 2.1 LB = JK 2.1 CR = DQ 2.2 EP = EO 2.2 OH = NI 2.2 MJ = LK 2.2 2 . Perencanaan Dimensi Gording Perencanaan profil 2C (LIP CHANNELS IN FRONT ARRANGEMENT) untuk gording dengan CHANNELS 125 x 100 x 20 x 2.3 A = 11.5 Cx = 0 cm Zx = 43.8 t = 2.3 mm Cy = 0 cm Zy = 33.4 iy = 3.81 cm lx = 274 weihgt = 9.02 kg/m ix = 4.88 cm ly = 167 Mutu Baja BJ 34 Fu = 340 Mpa = 3400 Fy = 210 Mpa = 2100 sumber : SNI 03 - 1729 - 2002 cm 3 cm 3 cm 3 cm 4 cm 4 kg/cm 2 kg/cm 2 p Px X y a Py
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Transcript of Baja 1&2 Adinollah
RANGKA BATANG
noData PerencanaanKeterangan1Panjang Bentang16m2t13.5mt25mt32m3Jarak kuda-kuda4.5m4Penutup AtapPress Beton5Jenis BajaBJ 346Tekanan Angin25Kg/m 27PondasiBeton Bertulang8Jenis BangunanTak Bertingkat9Fungsi BangunanBengkel10Sambungan Paku keling pada simpulE & Q'Sambungan lAS pada simpulG & O'11Berat Genteng Press Beton 48Kg/m 212Modulus Elastisitas200 x 10 4Kg/m 2
1 . Menghitung Panjang BatangMencari SudutSin -1=OP'=2=0.25=14oAP'8sin14=0.25cos14=0.97tg14=0.26
AO=82+22
=64+4
=8.25mAR=8.25=2.1m4AC=1.5CR=1.52+2.12
=2.25+4.41=2.2mTABEL TABULASI BATANGNO BATANGPANJANG BATANGAR=CD2.1RQ=DE2.1QP=EF2.1PO=FG2.1ON=GH2.14NM=HI2.1ML=IJ2.12000000LB=JK2.1CR=DQ2.2EP=EO2.2OH=NI2.2MJ=LK2.2
2 . Perencanaan Dimensi GordingPerencanaan profil 2C (LIP CHANNELS IN FRONT ARRANGEMENT) untuk gording dengan ukuran :CHANNELS 125 x 100 x 20 x 2.3
A=11.49cm 3Cx=0cmZx=43.8cm 3t=2.3mmCy=0cmZy=33.4cm 3iy=3.81cmlx=274cm 4weihgt=9.02kg/mix=4.88cmly=167cm 42000000
Mutu Baja =BJ 34Fu=340Mpa=3400kg/cm 2Fy=210Mpa=2100kg/cm 2sumber : SNI 03 - 1729 - 2002
PEMBEBANAN3 . Perhitungan BebanBeban MatiBerat sendiri atap=48x4.5=216kg/mBerat Gording=9.02kg/mBerat bracing=20% x 9.02 + 216=183q=408kg/mqx=q cos =408x0.97=395kg/mqy=q sin =408x0.25=101kg/mBeban Hidup ( P )Beban Hidup di ambil P = 100 kg (PPIUG 1983)Px=P cos =100x0.97=97kg/mPy=P sin =100x0.25=25kg/mBeban Angin (q2)Tekanan Angin=25Kg/m 2C1=0.02 - 0.4=0.02x14-0.4=-0.1W tekan=-0.1x25x4.5=-12.7711240239Kg/mTekanan Angin Hisap=-0.4Kg/m 2W hisap=-0.4x25x4.5=-45Kg/m Momen Akibat Beban MatiMx=1q x jarak antar kuda-kuda 8=1394.9093248408x4.5=222.1Kg/m 8My=1q x jarak antar kuda-kuda8=1100.836905713x4.5=56.7Kg/m 8Momen Akibat Beban HidupLy=1/2 x jarak antar kuda-kudaMx=1P cos xLx4=11000.97x4.5=109.0026474424Kg/m 4My=1P sin xLy4=11000.25x2.25=13.9164727081Kg/m 4Momen Akibat Beban AnginMxt=1qxL 28=1-12.7711240239x4.52=413Kg/m 8Mxh=1qxL 28=1-45x4.52=-114Kg/m 8Momen yang bekerja pada gordingMomenBeban mati (kgcm)Beban hidup (kgcm)Beban Angin (kgcm)Kombinasi BebanTekanHisapMinMaxMx222141090041285-113912172374399My567213920070647064
Kontrol Terhadap Tegangan MinimumKontrol Terhadap Tegangan MaximumMx=21723kg/cmMx=74399kg/cmMy=7064kg/cmMy=7064kg/cmijin baja =1600kg/cm 2ijin baja =1.3 x ijin baja=2080kg/cm 2=Mx2+My2=Mx2+My2ZxZyZxZy
=217232+70642=743992+7064243.833.443.833.4
=4962+211.48871907672=16992+211.48871907672
=539.17=1712=539.171600ok !!=17122080ok !!Kontol lendutanDi coba Profil 125 x 100 x 20 x 2.3A=11.49cm 3Cx=0cmZx=43.8cm 3t=2.3mmCy=0cmZy=33.4cm 3iy=3.81cmlx=274cm 4weihgt=9.02kg/mix=4.88cmly=167cm 4F ijin=1x4.5=0.01875m1.9cm240Fx terjadi =5xqx ( l/2) 4+1xpx(l/2) 3384E . Ly48E . Ly=5x4.07582254+1x9722533842000000167482000000167=0.407+0.069=0.48cmFy terjadi =5xqy ( l/2) 4+1xpy(l/2) 3384E . Lx48E . Lx=5x1.008369057184+1x25833842000000274482000000274=0.0000001+0.0000005=0.0000006F=0.482+0.00000062=0.476cmF ijin 0.476cm 1.9cmaman !!!
PER.KUDA-KUDA
