Pre Design - AtapPre - Eliminary Design1Perencanaan Atap1.1Merencanakan Pola BebanPola Beban Diambil dari peraturan Pembebanan Indonesia untuk gedung 19831.1.1 Merencanakan Beban Mati ( Berdasarkan Peraturan Pembebanan Indonesia Untuk Gedung )a.AtapBerat asbes:10.3kg/m2Berat Profil:Menyesuaikan PerencanaanBerat Pengikat dll:10% dari Berat Total1.1.2 Merencanakan Beban Hidup ( Berdasarkan Peraturan Pembebanan Indonesia Untuk Gedung )a.Beban Hidup Terbagi Rata ( Atap ) :a =250q = (40 - 0.8 a) =20kg/m220kg/m2ambil q =20kg/m2b.Beban Hidup Terpusat ( Atap )P =100kg1.1.3 Merencanakan Beban Angin ( Berdasarkan Peraturan Pembebanan Indonesia Untuk Gedung )a.Beban Tekanan AnginBangunan Jauh dari Pantai -> asumsi Tekanan Angin :30kg/m2Koefisien Angin (C) tekan = (0.02 a - 0.4)=0.1Angin Tekan = C x W=3kg/m2Angin Hisap = 0.4 x W=12kg/m21.2Data - Data perencanaanData AtapJenis:Asbes GelombangTebal:5mmBerat:10.3kg/m2Lebar Gelombang:110mmKedalaman Gelombang:57mmJarak Miring Gording:110cmJarak Kuda-Kuda (L):400cmSudut Kemiringan Atap:0.4363323131rad=2501.3Perencanaan Dimensi Gording1.3.1 Perencanaan Profil WF untuk Gording Dengan ukuran :WF100x50x5x7A =11.85cm2tf =7mmZx =41.795cm3W =9.3kg/mIx =187cm4Zy =8.94cm3a =100mmIy =14.8cm4h =70mm{=D - 2 x (tf + r)}bf =50mmtw =5mmiy =1.12cmix =3.98cmMutu Baja=BJ 37fu =3700kg/cm2 =370Mpafy =2400kg/cm2 =240Mpa1.3.2 Perencanaan Pembebanan1.3.2.1 Perhitungan BebanBeban MatiBerat Gording=9.3kg/mBerat Asbes Gelombang=wxl=10.3x1.1=11.33kg/mBerat Total=20.63kg/malat Pengikat dll 10 % =0.1x20.63=2.063kg/mqD=22.693kg/mBeban HidupBeban Terbagi Rata = (40 - 0.8 a) =40-20=20kg/m2q=20kg/m2qL = jarak gording horisontal x q=0.997x20.00=19.9387713143kg/mBeban Hidup Terpusat, PL=100kgBeban AnginTekanan Angin=30kg/m2Angin Tekan=3kg/m2Angin Hisap=12kg/m2(menentukan = q)q = jrk gording horisontal x angin hisap =0.997x12.00=11.9632627886kg/mBeban Mati + Beban Hidup > dari Beban Angin Hisap :22.693+19.9387713143>11.9632627886Beban Angin Hisaptidak perlu diperhitungkan==>qw =3kg/m1.3.2.2 Perhitungan Momen Akibat Beban thp Sbx dan SbyBeban MatiMXD = 1/8 (qD x cosa) L2 =0.125x (22.693x0.906307787x16) =41.1336852214kgmMYD = 1/8(qDxsina xL/3)2 =0.125x (22.693x0.4226182618x1.78) =2.1312169366kgmBeban Hidup Terbagi RataMXLD = 1/8 (qL x cosa) L2 =0.125x (19.9387713143x0.906307787x16) =36.2523114805kgmMYL = 1/8(qLxsinaxL/3)2 =0.125x (19.9387713143x0.4226182618x1.78) =1.8725530834kgmBeban Hidup TerpusatMXL = 1/4 (qL x cosa) L =0.25x (100x0.906307787x4) =90.6307787013kgmMYL = 1/4(qL x sina)(L/3) =0.25x (100x0.4226182618x1.33) =14.0872753931kgmBeban Angin Terbagi RataMXW = 1/8 x qw x L=0.125x3x16=6kgm1.3.3.3 Besar Momen Berfaktor ( Mu = 1.2 MD + 1.6 ML + 0.8 MW )* Mu Beban Mati ,Beban Angin dan Beban Hidup Terbagi RataSumbu XSumbu YMD =41.1336852214kgmMD =2.1312169366kgmML =36.2523114805kgmML =1.8725530834kgmMw =6kgmMUX =1.2x41.1336852214+1.6x36.2523114805+0.8x6=112.1641206344kgmMUY =1.2x2.1312169366+1.6x1.8725530834+0.8x0=5.5535452573kgm* Mu Beban Mati, Beban Angin dan Beban Hidup TerpusatSumbu XSumbu YMD =41.1336852214kgmMD =2.1312169366kgmML =90.6307787013kgmML =14.0872753931kgmMw =6kgmMUX =1.2x41.1336852214+1.6x90.6307787013+0.8x6=199.1696681876kgmMUY =1.2x2.1312169366+1.6x14.0872753931+0.8x0=25.0971009529kgm1.3.3 Kontrol Kekuatan Profil1.3.3.1 Penampang ProfilUntuk SayapUntuk Badanbf170h16802tffytwfy501707016802724052403.5710.9714.0108.4OKOKPenampang Profil Kompak, maka Mnx = Mpx1.3.3.2 Kontrol Lateral BucklingJarak Baut Pengikat / pengaku lateral = LB =500mm=50cmLP =1.76xiYxEfy=1.76x1.12x200000=56.90cm240Ternyata :LBPanjang Rb5001>172.85189549955001>0.345703791OK1.5 Perencanaan Ikatan Angin Atap1.5.1 Data Perencanaan Ikatan Angin AtapTekanan Angin W=30kg/m2Koefisien Angin Ctekan=0.9Koefisien Angin Chisap=0.4a1 =300cma2 =200cma =0.4363323131rad=2501.5.2 Perhitungan Tinggi Ikatan Angin ( h )h1 =9mh2 =9+2xtg0.4363323131=9.9326153164mh3 =9+4xtg0.4363323131=10.8652306329mh4 =9+6xtg0.4363323131=11.7978459493mh5 =9+9xtg0.4363323131=13.196768924m1.5.3 Perhitungan Gaya - Gaya yang BekerjaR = 1/2 . W . C . a . hR1 =0.50x30x0.9x1x9=121.5kgR2 =0.50x30x0.9x2x9.9326153164=268.1806135441kgR3 =0.50x30x0.9x2x10.8652306329=293.3612270882kgR4 =0.50x30x0.9x2.5x11.7978459493=398.1773007904kgR5 =0.50x30x0.9x3x13.196768924=534.4691414228kgRtotal = ( R1+R2+R3+R4+(R5/2)) =121.5+268.1806135441+293.3612270882+398.1773007904+267.2345707114=1348.454kg1.5.4 Perencanaan Dimensi Ikatan Angin1.5.4.1 Menghitung gaya Normaltg =2=0.54=26.56505117710R1=121.5kgRtotal=1348.454kgGaya Normal Gording Akibat Angin Dimana untuk angin tekan C =0.9dan untuk angin hisap C =0.4N=ChisapxRtotalCtekan=0.4x1348.454=599.3127609485kg0.91.5.4.2 Menghitung gaya Pada Titik SimpulPada Titik Simpul AV = 0Rtotal + S1 = 0===>S1 = - Rtotal===>S1 =-1348.4537121342kgH = 0S2 =0Pada Titik Simpul BEV = 0R1 + S1 +S3 Cos j = 0S3 =- (R1-S1)=- (121.5--1348.4537121342)cosjcos26.5650511771S3 =-1643.458kg1.5.5 Perencanaan Batang TarikPu =S3 x 1.6 x 0.75=-1643.46x1.6x0.75=-1972.150kgBJ 37fu =3700kg/cm2fy =2400kg/cm21.5.5.1 Kontrol LelehPu = . fy . Ag ; dengan =0.9Ag perlu =Pu=1972.150=0.913cm2jfy0.9x2400Tidak Menentukan1.5.5.2 Kontrol PutusPu = . fu . 0,75 Ag ; dengan =0.75Ag perlu =Pu=1972.150=0.9475795097cm2jfu0.750.75x3700x0.75MenentukanAg perlu = 1/4 . p . d2d=Agx4=0.9475795097x4=1.098405983cmpp==>Pakai d =11mm1.5.6 Kontrol KelangsinganJarak kuda-kuda =400cmPanjang S3 =(jarak kuda-kuda)2 + (jarak miring gording)2=4002+1102=414.8493702538cmCek :d>Panjang S35001.1>414.84937025385001.1>0.8296987405OK1.6 Perencanaan Gording Ujung1.6.1 Perencanaan Pembebanan Mntx , Mnty dan Gaya Normal Akibat AnginGording Ini adalah Balok Kolom. Akibat beban mati dan beban hidup Menghasilkan Momen LenturBesaran Diambil Dari Perhitungan GordingMntx = MUX (1.2 D + 1.6 L + 0.8 W) x 0.75=199.170x0.75=149.377kgmMnty = MUY (1.2 D + 1.6 L + 0.8 W) x 0.75=25.097x0.75=18.823kgmNu = 1.6 x Rtotal (dari ikatan angin atap) x 0.75 =1618.144kg1.6.2 Perencanaan Profil Gording UjungWF100x50x5x7A =11.85cm2tf =7mmZx =41.8cm3W =9.3kg/mIx =187cm4Zy =8.9cm3a =100mmIy =14.8cm4h =70mm{=D - 2 x (tf + r)}bf =50mmtw =5mmiy =1.12cmix =3.98cmMutu Baja=BJ 37fu =3700kg/cm2 =370Mpafy =2400kg/cm2 =240Mpa1.6.3 Kontrol Tekuk ProfilLkx =400cm==>x =Lkx=400=100.5025125628ix3.98Ncrbx=p2 . E . A=p2x2000000x11.85lx 2100.52=23157.64kgLky =50cm==>y =Lkx=50=44.6428571429iy1.12Ncrby=p2 . E . A=p2x2000000x11.85ly 244.642=117366.49kgTekuk Kritis adalah arah X, Karena x > yw =2.2867Pn =Ag x fy=11.85x2400=12437.136kgw2.2867Pu=1618.144=0.15306572861Sbx =1.0751245373Muy = Mnty * SbySby =Cmy11- (Nu)NcrbyUntuk elemen Beban Tranversal, ujung sederhanaCmy =1Sby =1=1.01397984921- (1618.144)117366.49Sby =1.0139798492>1Sby =1.01397984921.6.5 Perhitungan Momen Ultimate Sbx dan SbyMux = Sbx . Mntx =1.0751245373x149.377=160.599kgmMuy = Sby . Mnty =1.0751245373x18.823=20.237kgm1.6.6 Perhitungan Persamaan InteraksiMnx =1003kgmMny =105kgmPu+Mux+Muy12xfcxPnfbxMnxfbxMny1618.144+160.599+20.23712x0.85x12437.1360.9x10030.9x1050.46857534091OK

Perencanaan AtapMerencanakan Pola BebanData PerencanaanPerencanaan Dimensi GordingPerencanaan Gording UjungPerencaan Penggantung GordingPerencanaan Ikatan AnginMerencanakan Pola BebanBeban MatiBeban HidupBeban AnginBeban Penutup AtapBeban Terbagi RataBeban ProfilBeban Pengikat dllBeban TerpusatBeban Tekanan AnginBeban Angin Hisap

Pre Design - DindingPre - Eliminary Design2Perencanaan Dinding2.1Data - Data perencanaanData Dinding :Jenis:Seng GelombangTebal:4mmBerat:4.15kg/m2Kedalaman Gelombang:25mmJarak Kolom Dinding (L):400cmJarak Gording Lt Dasar:125cmJarak Gording Lt 1:100cm2.2Perencanaan Regel Balok ( Dinding Samping )2.2.1 Perencanaan Profil WF untuk Regel Balok Dinding Dengan ukuran :WF100x50x5x7A =11.85cm2tf =7mmZx =41.795cm3W =9.3kg/mIx =187cm4Zy =8.9375cm3a =100mmIy =14.8cm4h =70mm{=D - 2 x (tf + r)}bf =50mmtw =5mmSx =37.5mmiy =1.12cmix =3.98cmr =mmMutu Baja=BJ 37fu =3700kg/cm2 =370Mpafy =2400kg/cm2 =240Mpa2.2.2 Perencanaan Pembebanan2.2.2.1 Perhitungan BebanBeban MatiLantai DasarBerat Gording=9.3kg/mBerat Seng Gelombang =4.15x1.25=5.1875kg/mBerat Total=14.4875kg/malat Pengikat dll 10 % =0.1x14.4875=1.44875kg/mBerat Total=15.93625kg/mMyd = 1/8 x q x (L/3)2 =0.125x15.93625x1.7777777778=3.5413888889kg/mLantai 1Berat Gording=9.3kg/mBerat Seng Gelombang =4.15x1=4.15kg/mBerat Total=13.45kg/malat Pengikat dll 10 % =0.113.45=1.345kg/mBerat Total=14.795kg/mMyd = 1/8 x q x (L/3)2 =0.125x14.795x1.7777777778=3.2877777778kg/mBeban AnginLantai DasarTekanan Angin=30kg/m2Angin Tekan ( C = 0.9 )=0.9x30=27kg/m2q = Angin Tekan x Jarak Gording =27x1.25=33.75kg/mAngin Hisap ( C = 0.4 )0.4x30=12kg/m2q = Angin hisap x Jarak Gording =12x1.25=15kg/mAkibat Beban Angin yg Tegak Lurus Dinding (tarik) :Mxw = 1/8 x q x (L)2 =0.125x33.75x16=67.5kgmN = q x Jarak Gording =15x1.25=18.75kg(Tarik)Akibat Beban Angin yg Tegak Lurus Gevel (tekan) :Mxw = 1/8 x q x (L)2 =0.125x15x16=30kgmN = q x Jarak Gording =33.75x1.25=42.1875kg(Tekan)Lantai 1Tekanan Angin=30kg/m2Angin Tekan ( C = 0.9 )=0.9x30=27kg/m2q = Angin Tekan x Jarak Gording =27x1=27kg/mAngin Hisap ( C = 0.4 )0.4x30=12kg/m2q = Angin hisap x Jarak Gording =12x1=12kg/mAkibat Beban Angin yg Tegak Lurus Dinding (tarik)Mxw = 1/8 x q x (L)2 =0.125x27x16=54kgmN = q x Jarak Gording =12x1=12kg(Tarik)Akibat Beban Angin yg Tegak Lurus Gevel (tekan)Mxw = 1/8 x q x (L)2 =0.125x12x16=24kgmN = q x Jarak Gording =27x1=27kg(Tekan)2.2.3 Kombinasi PembebananLantai Dasar1. U = 1.4 DMuy =1.4x3.5413888889=4.9579444444kgm2. U = 1.2D + 1.3W + L + 0.5 ( La atau Ha )Akibat Beban Angin yg Tegak Lurus Dinding (tarik) :Mux =1.2x0+1.3x67.5+0.5x0+0.5x0=87.75kgmMuy =1.2x3.5413888889+1.3x0+0.5x0+0.5x0=4.2496666667kgmNu =1.2x0+1.3x18.75+0.5x0+0.5x0=24.375kgAkibat Beban Angin yg Tegak Lurus Gevel (tekan) :Mux =1.2x0+1.3x30+0.5x0+0.5x0=39kgmMuy =1.2x3.5413888889+1.3x0+0.5x0+0.5x0=4.2496666667kgmNu =1.2x0+1.3x42.1875+0.5x0+0.5x0=54.84375kgLantai 11. U = 1.4 DMuy =1.4x3.2877777778=4.6028888889kgm2. U = 1.2D + 1.3W + L + 0.5 ( La atau Ha )Akibat Beban Angin yg Tegak Lurus Dinding (tarik) :Mux =1.2x0+1.3x54+0.5x0+0.5x0=70.2kgmMuy =1.2x3.2877777778+1.3x0+0.5x0+0.5x0=3.9453333333kgmNu =1.2x0+1.3x12+0.5x0+0.5x0=15.6kgAkibat Beban Angin yg Tegak Lurus Gevel (tekan) :Mux =1.2x0+1.3x24+0.5x0+0.5x0=31.2kgmMuy =1.2x3.2877777778+1.3x0+0.5x0+0.5x0=3.9453333333kgmNu =1.2x0+1.3x27+0.5x0+0.5x0=35.1kg2.2.4 Kontrol Kekuatan Profil2.2.4.1 Penampang ProfilUntuk SayapUntuk Badanbf170h16802tffytwfy501707016802724052403.5710.9714.0108.4OKOKPenampang Profil Kompak, maka Mnx = Mpx2.2.4.1 Kontrol Lateral BucklingJarak Baut Pengikat / pengaku lateral = LB =500mm=50cmLP =1.76xiYxEfy=1.76x1.12x200000=56.90cm240Ternyata :LBMnx54.84375OKLantai 1f Nn>Nu24174>1404OK2.2.6 Perhitungan Kuat Tekan2.2.6.1 Kontrol Kelangsinganlp200lpx =Lkx=400=100.5025125628