GordingPERENCANAAN GORDING1.3821.3821521.331.33Penutup atap adalah Seng Gelombang Type R.950 (Roof)Dengan spesifikasi :Berat=5.18Kg/m2Lebar=95cmPanjang=140cmTebal=0.5cmDirencanakan Profil WF100x50x5x7A =11.85cm2q =9.3Kg/m'BajaBJ41Wx =37.5cm3Wy =5.91cm3fy =2500Kg/cm2Ix =187cm4fu =4100Kg/cm2Iy =14.8cm4E =2.10E+06Kg/cm2ix =3.98cmiy =1.12cmbfbf =50mmd =100mmtwtw =5mmdtf15otf =7mmqsin aKemiringan a =20cos a =0.9396926208sin a =0.3420201433q cos aqANALISA BEBANA. Beban mati1. Berat Seng=5.181.38=7.1484Kg/m'2. Berat Profil I==9.3Kg/m'3. Berat alat pengikat =10%(seng + profil)=10%16.4484=1.64484Kg/m'q=18.09324Kg/m'Mx1 =1/8qcos aL20.12518.093240.939692620852=53.1315128566KgmMy1 =1/8qsin a(L/3)2akibat dari adanya 2 penggantung gording0.12518.093240.342020143322=3.094126269KgmB. Beban Hidupa. Beban hidup terbagi rata :( akibat air hujan )q =40-0.8aKg/m2)Dari persamaan reaksi :HB=HA=801.5725349692Kg.Ok!TitikAP2 =115.606231751KgS Y=0-S12sin28-VA=P1+S15-907.8370465610.4694715628-VA=115.606231751+310.5974452529-907.8370465610.4694715628--852.4073540078=115.606231751+310.5974452529HA426.2036770039=426.2036770039..Ok1!28VAS X=0S12HA-S12sin28=0S15HA-907.8370465610.8829475929=0HA=801.5725349692Kg(tarik)Dari persamaan reaksi :HA=801.5725349692Kg.Ok2!Gaya Dalam (Kg)Tarik (+)Tekan (+)S1246.2Kg1.274141307S2-217.4Kg1.125S3--0.5981731106S4466.8Kg1.274141307S5-220.5Kg1.274141307S6-217.4Kg1.125S7103.5Kg1.1963462212S8687.3Kg1.274141307S9-284.2Kg1.6422147488S10-412.1Kg1.125S11207.1Kg1.7945193319S12907.8Kg1.274141307S13-366.6Kg2.1180001493S14-606.9Kg1.125S15310.6Kg2.3926924425Kondisi Paling Kritis> Gaya tekan maksimum=606.9KgKondisi IPanjang Batang=1.125m> Gaya tekan minimum=217.4KgKondisi IIPanjang Bentang=1.125mDicoba Profil :50x50x5direncanakan tebal pelat simpul (t)=3mmA=4.8cm2Iy=2Iy+2Ae+t/22=211+24.81.4+3/22=102.736cm4ix=1.51cmX5mmiy=3.2713cmix=-cm50mmih=-cmPada profil siku, setengah kaki bebasnya tidak menerima beban.Jadi pada perhitungan luas tidak diikutkan5-0.50.5A=2x4.8-=7.35cm22KONTROLlk = Ly> Kondisi Ilk112.5l===74.5033112583imin1.5100untuk mutu baja BJ0.Berdasarkan PPBBI Pasal 4.1E0.0E+00lg=p=p=00.7se0.70l74.5033112583ls===0lg0Untukls>1makaw =2.381ls2w=2.38102=0wN0606.9s===0Kg/cm2A7.35Syarat :s=0Kg/cm20sijin=2500Kg/cm20> Kondisi IIlk113l===74.5033112583imin1.5100untuk mutu baja BJ0.Berdasarkan PPBBI Pasal 4.1E0.0E+00lg=p=p=00.7se0.70l74.5033112583ls===0lg0Untukls>1makaw =2.381ls2w=2.38102=0wN0217.4s===0Kg/cm2A7.35Syarat :s=0Kg/cm20sijin=2500Kg/cm20Kesimpulan : Profil bisa digunakanKondisi Paling Kritis> Gaya tarik maksimum=907.8KgKondisi IPanjang Batang=1.274141307m> Gaya tarik minimum=103.5KgKondisi IIPanjang Bentang=1.1963462212mT907.8Ae perlu===0.363cm2sijin2500Ae0.363An perlu===0.5cm2,,dimana Ct = faktor reduksi=0.75Ct0.75UNTUK STRUKTUR SEKUNDERl300imin>0.424713769cmAn=85%Abruto.PPBBI 3.2.(3)An0.5Abruto===0.570cm285%0.85Dicoba Profil :50x50x5A=4.8cm2ix=1.51cm50mm5mmiy=3.2713401943cmix=-cm50mmih=-cmA=9.6cm>Abruto=0.570cm2...Ok!iy=3.2713401943cm>imin=0.424713769cm...Ok!Kontrol Ulang Dimensi ProfilPada profil siku, setengah kaki bebasnya tidak menerima beban.Jadi pada perhitungan luas tidak diikitkan5-0.50.5An perlu=2x4.8-=7.35cm22Ae=An perluCt=7.350.75=5.5125cm2Ae=5.5125cm2>Ae perlu=0.363cm2...Ok!Kontrol Panjang maksimumLbatang=1.274141307m=127.4141307025cml127.4141307025==38.9486030605=150/360>=0.4166666667cmy=5qL4384EIx=50.03648150438421000004.14=0.0276591615cm..=67/360>=0.1861111111cmy=5qL4384EIx=55.3242567438421000004.2875=0.1551575819cm..=150/360>=0.4166666667cmy=5qL4384EIx=50.4696381504384210000027.1=0.0543974398cm..250c1>c2C2=0.63E=0.632.10E+06=551.250pakai rumus 35cs2400s kip=C20.7sC1s kip=551.2500.72400835.536s kip=1108.39kg/cm2Kontrol Kekuatan Profilsmax=Mmax=83813.56=517.3676628457kg/cm2Wx162.OkJadi Profil200x80x7.5x11dapat dipakai

Huang Cing Kung:di rencanakan = 0.5 tinggi antar lantai dasar dan lantai 1Huang Cing Kung: bordes di rencanakanHuang Cing Kung:direncanaHuang Cing Kung:di rencanaHuang Cing Kung:di rencanakanHuang Cing Kung:di rencanakanHuang Cing Kung:direncanakanHuang Cing Kung:lihat PPIUG'83Huang Cing Kung:lihat di PPIUG'83Huang Cing Kung:di rencanaHuang CIng KUng:lihat tabel profilHCK:di asumsikanHCK:lihat di PPIUG'83HCK:di rencanaHCK:lihat tabel profilHCK:di asumsikanHendrik Tanaka:di rencanaHendrik Tanaka:di rencanaHendrik Tanaka:di rencanaHendrik Tanaka:di rencanaHendrik Tanaka:di asumsikanHendrik Tanaka:diasumsikanHendrik Tanaka:diasumsikanHuang CIng KUng:lihat tabel profilHuang CIng KUng:lihat tabel profilHCK:lihat tabel profilHCK:lihat tabel profil++

Regel Horizontalm1.0625mSeng Gelombang1.0625m1.0625m1.0625m0.88888888890.88888888890.88888888892.6666666667mPenutup atap adalah Asbes GelombangTYPE 76 (Gelombang besar 6 1/2)Dengan spesifikasi :Berat=8.0808080808Kg/m20Lebar=110cm1.1751.175Panjang=225cm106.25cm1makaw =2.381ls==0hxmmLbb0=001.25=0w =2.3811.1964486847=2.84874431821.25=1.25=0htstsBJsEx=2007.2703349282Kg/cm2..(PPBBI Pasal 4.8.(3) Tabel 10)00Lky106.25A' =20-0+00ly ===43.0161943320=0cm2iy2.470cm02E2.1E+06Iy' =20-000lg=p=p=84.980361007120.7se0.74100+1/12003=0cm4l43.0161943320.5Iy'0.50ls===0.5061898281iy' ===0lg84.9803610071A'01.41Untuk0.1830.3427335996cmDipakai baja bulat diameterf=4mmA=0.25pD2=0.25p0.42=0.1256637061cm2Cek tegangan yang terjadi :R4230.6445805225s===1835.4112543756Kg/cm2A0.1256637061Jadis =1835.4112543756 Berat atap=5.18Kg/m26+0.51.03527618041=34.8577489944Kg> Berat Gording=11.85Kg/m6+0.51=77.025Kgb. Beban hidup> air hujan=wdkdg=20Kg/m26+0.51.03527618041=107.6687227626KgBeban Sementarac.Beban Angin(PPI ' 83 pasal 4.3 tabel 4.1)W angin =40kg/m2dekat dari pantaia. Koefisien di pihak angin (angin tekan)C =0.02a-0.40.0228-0.4=0.16qangin =1.2741413070.1640=8.154504365Kg/mP =8.1545043656+0.51P =53.0042783722KgTotal BebanP =47.1050662087+34.8577489944+107.6687227626+53.0042783722P =242.635816338KgP1=P+Berat gording=242.635816338+77.025=319.660816338KgP2=0.5P+Berat gording=0.5242.635816338+77.025=198.342908169KgP2 =198.342908169KgHEEP1=319.660816338Kg1.03527618041.0634188633G1.0352761804P2 =198.342908169Kg0.531709431728.028HFFHIVF11Reaksi Perletakan1. S V=0VF-1P1-2P2=0VF=1P1+2P2=1319.660816338+2198.342908169=716.3466326759Kg2. S MF=0HE1.0634188633-P11-P22=0319.6608163381+198.3429081692HE=1.0634188633HE=673.6260352177Kg3. S H=0HE-HF=0HF=HE=673.6260352177KgGaya -Gaya BatangMisalkan gaya pada awal semuanya merupakan gaya tarikTitikIS Y=0P2 =198.342908169KgS1sin28=P2S1=422.481197779Kg(tarik)S1S1sin28S X=0S228S2=-S1cos28S1cos28=-422.481197779cos28=-373.0287566072Kg(tekan)TitikHS Y=0S3=0S3S3=0KgS X=0S6S2S6-S2=0HS6=S2S6=-373.0287566072Kg(tekan)TitikGS Y=0=319.660816338KgS4sin28-S1sin28-S5sin28=P1S4S40.4694715628-422.4811977790.4694715628-S50.4694715628=319.660816338280.4694715628S4-0.4694715628S5=518.00372450692828S5=1.000S4-1103.4(1)S5S1S X=0S3=0S4cos28-S1cos28+S5cos28=0S40.8829475929-422.4811977790.8829475929+S50.8829475929=00.8829475929S4+0.8829475929S5=373.0287566072(2)(1) ke persamaan (2) :0.8829475929S4+0.8829475929S5=373.0287566072(2)0.8829475929S4+0.88294759291.000S4-1103.38=373.02875660720.8829475929S4+0.8829475929S4-974.2233138282=373.02875660721.7658951857S4=1347.2520704353S4=762.9286728519Kg(tarik)Persamaan (1) :S5=1.000S4-1103.3761479248S5=1.000762.9286728519-1103.3761479248S5=-340.4474750729Kg(tekan)TitikFS Y=0S7=-S5sin28.0-VFS7S7=--340.4474750729sin28.0-716.3466326759S5S7=-556.5162245069Kg(tekan)HF28.0S6S X=0FHF=S6+S5cos28.0HF=-373.0287566072+-340.4474750729cos28.0VFHF=-673.6260352177Kg(tekan)TitikES Y=0P2 =198.342908169Kg-S4sin28=P2+S7-762.92867285190.4694715628=198.342908169+-556.5162245069-358.2=-358.2..Ok1!HE28S4S X=0S7S4cos28=HE762.92867285190.8829475929=673.6260352177673.6260352177=673.6260352177..Ok1!HE=673.6260352177Kg(tarik)Dari persamaan reaksi :HE=673.6260352177Kg.Ok2!Gaya Dalam (Kg)Tarik (+)Tekan (+)S1422.5Kg1.0352761804S2-373.0Kg1S30.5317094317S4762.9Kg1.0352761804S5-340.4Kg1.1325700507S6-373.0Kg1S7-556.5Kg1.0634188633Kondisi Paling Kritis> Gaya tekan maksimum=556.5KgKondisi IPanjang Batang=1m> Gaya tekan minimum=340.4KgKondisi IIPanjang Bentang=1.1325700507mDicoba Profil :20x20x3direncanakan tebal pelat simpul (t)=2mmA=1.12cm2Iy=2Iy+2Ae+t/22=20.39+21.120.6+2/22=6.5144cm4ix=0.59cmX3mmiy=1.7053cmix=-cm20mmih=-cmPada profil siku, setengah kaki bebasnya tidak menerima beban.Jadi pada perhitungan luas tidak diikutkanA=2x1.12=2.24cm2KONTROL> Kondisi Ilk100l===169.4915254237ix0.5900untuk mutu baja BJ0.Berdasarkan PPBBI Pasal 4.1E0.0E+00lg=p=p=00.7se0.70l169.4915254237ls===0lg0Untukls>1makaw =2.381ls2w=2.38102=0wN0556.5s===0Kg/cm2A2.24Syarat :s=0Kg/cm20sijin=2500Kg/cm20> Kondisi IIlk113l===191.9610255405ix0.5900untuk mutu baja BJ0.Berdasarkan PPBBI Pasal 4.1E0.0E+00lg=p=p=00.7se0.70l191.9610255405ls===0lg0Untukls>1makaw =2.381ls2w=2.38102=0wN0340.4s===0Kg/cm2A2.24Syarat :s=0Kg/cm20sijin=2500Kg/cm20> Kondisi IIIHF=673.6260352177KgdanLy=Lk=2mlk200l===117.2780655712iy1.7053untuk mutu baja BJ0.Berdasarkan PPBBI Pasal 4.1E0.0E+00lg=p=p=00.7se0.70l117.2780655712ls===0lg0Untukls>1makaw =2.381ls2w=2.38102=0wN0673.6s===0Kg/cm2A2.24Syarat :s=0Kg/cm20sijin=2500Kg/cm20Kesimpulan : Profil bisa digunakanKondisi Paling Kritis> Gaya tarik maksimum=762.9KgKondisi IPanjang Batang=1.0352761804m> Gaya tarik minimum=422.5KgKondisi IIPanjang Bentang=1.0634188633mT762.9Ae perlu===0.212cm2sleleh3600Ae0.212An perlu===0.3cm2,,dimana Ct = faktor reduksi=0.75Ct0.75UNTUK STRUKTUR SEKUNDERl300imin>0.3450920601cmAn=85%Abruto.PPBBI 3.2.(3)An0.3Abruto===0.332cm285%0.85Dicoba Profil :20x20x3A=1.12cm2ix=0.59cm20mm3mmiy=1.7053487285cmix=-cm20mmih=-cmA=2.24cm>Abruto=0.332cm2...Ok!iy=1.7053487285cm>imin=0.3450920601cm...Ok!Kontrol Ulang Dimensi ProfilPada profil siku, setengah kaki bebasnya tidak menerima beban.Jadi pada perhitungan luas tidak diikitkan2-0.30.3An perlu=2x1.12-=1.73cm22Ae=An perluCt=1.730.75=1.2975cm2Ae=1.2975cm2>Ae perlu=0.212cm2...Ok!Kontrol Panjang maksimumLbatang=1.0634188633m=106.3418863323cml106.3418863323==62.3578535912 Beban matibLBerat Gording=9.35.5=51.15KgBerat atap=5.181.3775.5=39.23KgPmati=90.38Kg> Beban Hidupq =40-0.8aKg/cm2 Beban matiSbLBerat Gording=39.35.5=153.45KgBerat atap=5.182.7595.5=78.60KgPmati=232.05Kg> Beban Hidupq =40-0.8aKg/cm21makaw =2.381lsw =2.3811.1083641324=2.6390149992Dari Tabel 1 PPBBI , maka :s2400skip===909.4302232793Kg/cm2w2.639M =863000Mx1bx=0.6+0.4Mx28m863000=0.6+0.4Dari Tabel 1 PPBBI , maka :3159000=0.7092750871M =3159000(Berdasarkan PPBBI Pasal 4.8(4))5sijin52400KOMBINASI BEBANqx ===1.84>1skip8-3Mx1909.43022327938-3863000Mx23159000Jadi digunakanqx =1.8376423715CHECK TEGANGAN(Berdasarkan PPBBI Pasal 4.8(4))NnxMxnyMywmax+bxq+byq