perhitungan panjang batangSTRUKTUR BAJA IIdata-data konstruksikuda - kuda type:Akemiringan atap:45bentang kuda-kuda (B):20mpanjang gudang (L):40mjarak antara kolom:4.5mtinggi kolom (h):5mbahan penutup atap:seng gelombang( 11 kg / m )sifat dinding:tertutupperhitungan panjang batangbatang atas (A) A1, A2, A3, A4, A5, A6, A7, A8A 2.5=2.5=3.536=3.5mcos 450.707batang bawah (B) B1, B2, B3, B4, B5, B6, B7, B8B 2.5=2.5=3.536=3.5mcos 450.707batang vertical ( C ) C1, C2, C3, C4, C5, C6, C7, C8, C9dimana :C1 C9C2 C8C3 C7C4 C6C5C1 C9 3.5XTg 453.5X1=3.5360678925=3.5mC2 C8 3.5XTg 453.5X1=3.5360678925=3.5mC3 C7 3.5XTg 453.5X1=3.5360678925=3.5mC4 C6 3.5XTg 453.5X1=3.5360678925=3.5mC5 3.5XTg 453.5X1=3.5360678925=3.5mbatang diagonal (D) D1, D2, D3, D4, D5, D6, D7, D8D1 D8 3,5 + C1=3.5X3.5+3.5360678925X3.5360678925m=5.0008=5.0D2 D7 3,5 + C1=3.5X3.5+3.5360678925X3.5360678925m=5.0007551711=5.0D3 D6 3,5 + C1=3.5X3.5+3.5360678925X3.5360678925m=5.0007551711=5.0D4 D5 3,5 + C1=3.5X3.5+3.5360678925X3.5360678925m=5.0007551711=5.0daftar panjang batangNoABCD13.53.53.53606789255.023.53.53.53606789255.033.53.53.53606789255.043.53.53.53606789255.053.53.53.53606789255.063.53.53.53606789255.073.53.53.53606789255.083.53.53.53606789255.09--3.5360678925-

Satellite:cari sendiriSatellite:cari sendiriSatellite:cari sendiriSatellite:cari sendiriSatellite:cari sendiriSatellite:cari sendiri

perencanaan gordingperencanaan gordingdipakai profil canal 150 X 75 X 6:45L:4.5mberat (G):13.2kg / mWX:76.4cmWY:17.2cmIX:573cm4IY:91.9cm4 Bj 37:1600kg / mE:2.10 X 106jarak gording:2,9 : 2=1.45mberat atap + pelengkapan:10kg / mberat langit - langit + plafond:18kg / mberat seng gelombang:11kg / mtekanan angin:25kg / mpenyelesaianBeban sarah sumbu Ya.Akibat beban mati (q)Berat atap + perlengkapan 10 X 1.4=14kg / mBerat langit - langit plafond=18kg / mBerat seng gelombang=11kg / mBerat profil canal=13.2kg / m=56.2kg / mb.Momen akibat beban matimx1=1/8xqxcos xL=1/8x56.2xcos 45x4.5=0.125x56.2x0.707x4.5=22.3500375=2235.00375c.Momen akibat beban hidup (p = 100 kg)mx2=1/4xpxcos xL=1/4x100xcos 45x4.5=0.25x100x0.707x4.5=79.5375=7953.75Beban searah sumbu Xa.Momen akibat beban matimy1=1/8xqxsin xLsin300.5=1/8x56.2xsin 45x4.5=0.125x56.2x0.707x4.5=22.3500375=2235b.Momen akibat beban hidupmy2=1/4xpxsin xL=1/4x100xsin 45x4.5=0.25x100x0.707x4.5=79.5375=7953.75c.Momen akibat beban angin ( beban gording )-Angin muka=1.45x(0.02x30-0.4)xw=1.45x(0.02x30-0.4)x40kg / m=11.60kg / m-Angin belakang=1.45x(-40)xw=1.45x(-40)x40kg / m=-2320kg / m=-23.2kg / mKesimpulan :5.800w1 x=0w1 x=11.60w2 y=0w2 y=-23.2mw1 x=0mw1 y=1/8X11.6X(5X5)=36.25=3625mw2 x=0mw2 y=1/8X23.2X(5X5)=72.5=7250Daftar momenmomenberatbebananginkombinasi( kg cm )sendirihidupkirikanan( primer )mx2235.003757953.75--10188.754my2235.003757953.753625725010188.754check tegangana. kombinasi I ( beban mati + beban hidup )=mx+mywxwy=10188.75375+10188.753751600kg / m725.730055247876.417.2=725.73005524781600kg / mRCTI OKE.............b. kombinasi II ( beban mati + beban hidup + beban angin )=mx+my+ma1.3wxwy=10188.75375+10188.75375+36251.3x1600kg / m76.417.2=10532.87021513152080kg / mRCTI OKE..................check lendutanQx=qxcos =56.2xcos 45=56.2x0.707=39.7334kg / m1=0.397334kg / m1Qy=qxsin =56.2xsin 45=56.2x0.707=39.7334kg / m1=0.397334kg / m1Px=pxcos =100xcos 45=100x0.707=70.7kgPy=pxsin =100xsin 45=100x0.707=70.7kgperhitungan check lendutanfx=5xQxx(/2)4+Pxx(/2)384xExIy48xExIy=5x0.397334x(500/2)4+70.7x(500/2)384x(2.1x106)x91.948x(2.1x106)x91.9=0.2240cmfy=5xQyx( )4+Pyx( )384xExIx48xExIx=5x0.397334x(500)4+5x70.7x(500)384x(2.1x106)x57348x(2.1x106)x573=1.0338cmf=0.224+1.034500250=1.11881.5 lubang=1.5x18=27mmRCTI OKE..................Ng=0.25x3.14x1.82x1x1600x2=8138.88KgNtp=1.8x1x2x1600=5760KgTernyata Ng>Ntp, sehingga Ntp yang menentukann=72.23=0.0125399306=1bh5760asambungan batang tekanGaya tekan max=5978.02Kgtebal pelat=10mmprofil 90.90.16untuk baut diambil sekitar 2 kali tebal rata-rata pelat yang disambungkan jadi.. baut=2[16+10]=26mm2 lubang=26+1=27mm90+16=53mm2e2=90-53=37mmSyarat e2>1.5 lubang=1.5x18=27RCTI OKE..................Ng=0.25x3.14x1.82x1x1600x2=8138.88KgNtp=1.8x1x2x1600=5760KgTernyata Ng>Ntp, sehingga Ntp yang menentukann=5978.02=1.0378506944=2bh5760

P.KOLOMPerhitungan kolomPembebanan1Beban mati-Beban gording=288Kg-beban penutup atap dan plafond=175.032Kg-Berat kuda-kuda=429.624Kg2Beban Hidup=1591.2Kgtotal ( P )=2483.856KgPerhitungan reaksi kolomRaRbma=0-RB25+P.25+P.17.5+P.15+P.12.5+P.10+P.7.5+P.5+P.2.5=0-RB25+Px(25+17.5+15+12.5+10+7.5+5+2.5)-RB25+Px95RB=Px9525=3.8PKarena RA dan RB adalah simetris maka :RA= RB=3.8P=3.8x2483.856=9438.6528KgPendimensian kolomtinggi kolom=5mBj 37=1600Kg/cm2N=9438.6528KgdiobaWF400x300x10x16A=136ix=16.9iy=7.28Wx=1980Wy=481arah tegak lurus sumbu xK=1x=Lkxix=50016.9=29.5857988166g=e0.7xl=3.142.1x1060.7x2400=111.0157646463s=xg=29.5857988166111.0157646463=0.2665008786untuk0.183