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Soal Baja & beton

formtulblkREKAPITULASI PENULANGAN BALOKProyek:Tump.Tul AtasLap.Tul AtasTump.Tul AtasTump.Tul AtasLap.Tul AtasTump.Tul AtasNo balokNo. BtgMt kgmMl kgmN kgTump.Tul TorsiLap.Tul TorsiTump.Tul TorsiNo balokNo. BtgMt kgmMl kgmN kgTump.Tul TorsiLap.Tul TorsiTump.Tul TorsiDimensiETABSTump.Tul BawahLap.Tul BawahTump.Tul BawahDimensiETABSTump.Tul BawahLap.Tul BawahTump.Tul BawahTul BegelTul BegelTul BegelTul BegelTul BegelTul Begel

%KONTROL LUAS TULANGANProyek : Rumah Tinggal Bapak Ronald Manyar SurabayaKodeKPK1aK1bK1cK1dK2aK2bb (mm)130600650300D150150h (mm)130150150300300300650Ag (mm2)1690090000975009000070714.28571428574500097500jml (bh)48812648d (mm)10131316131313A (mm2)314.28571428571062.28571428571062.28571428572413.7142857143796.7142857143531.14285714291062.2857142857%1.86%1.18%1.09%2.68%1.13%1.18%1.09%KodeK1dSLOOFB1aB1bB1cB1dB1eb (mm)D130150150150200200h (mm)300400550500500400350Ag (mm2)70714.2857142857520008250075000750008000070000jml (bh)6677686d (mm)13131613131313A (mm2)796.7142857143796.71428571431408929.5796.71428571431062.2857142857796.7142857143%1.13%1.53%1.71%1.24%1.06%1.33%1.14%KodeB1fB1gB2aB2bB1cb (mm)150150150150130h (mm)250400400300130Ag (mm2)3750060000600004500016900jml (bh)55544d (mm)1313121210A (mm2)663.9285714286663.9285714286565.7142857143452.5714285714314.2857142857%1.77%1.11%0.94%1.01%1.86%

C4Perhitungan Kolom Dengan Daktilitas TerbatasData :*Nama KolomC4*Dimensi Kolomh :300mmb :500mm*Selimut Beton:65mm*Kualitas betonK225Mpa*fy:400Mpa*f'c ( 0.083*K Beton ):25Mpa*Diameter :Tulangan:22mmSengkang:10mm*d':86mm*d:214mm*d'/h:0.2866666667*Nu :800kN74535*Mu240kNm122623380*Vu0kN*Ag1500cm2150000mm2Perhitungan tulangan kolom*f.Ag.0.85.fc20718.75untuk f0.6525500untuk f0.8*f.Ag.0.5.fc.h478125untuk f0.85*Nu0.3861236802untuk f0.65f.Ag.0.85.fc*Nu0.3137254902untuk f0.8f.Ag.0.85.fc*Mu0.5019607843f.Ag.0.5.fc.h*r :0.0175%( Iterasi Kolom CUR IV )*b :1( Iterasi Kolom CUR IV )*r0.000175r*b*As26.25mm2r*b*d*Atul380.2857142857mm21/4*22/7*D2*n Tul0.0690270473D22*n Pakai2D25Perhitungan tulangan geser*Diameter sengkang :10mm*fy sengkang240Mpa*Vc89.1666666667kN1/6*fc*b*d*Vn0kNVu/0.6*Vn Mn perlu, tdk perlu tul tekanPenulangan Lapangan / Tumpuan :Rn perlu = Mn perlu / ( b . d^2 ) balance = 0.85 . fc'/fy x 600/(600+fy) max = 0.75 . balancer min = 1.4 / fy.m = fy/0.85 . fc' min < perlu < maxAs perlu = perlu . b . dCoba diameter tulangan, didapat As1Jumlah tulangan = As / As1Geser Balok :Kuat geser balok beton Vc = 1/6 (fc' bw . d)Reduksi kekuatan terhadap geser = 0.6jika : Vu < 0.5 Vc ----> tidak perlu tul geserjika : 0.5 Vc < Vu < Vc ----> pakai tul geser minimalVs min = 1/3 (Mpa) . bw . dvs = vu < vcvu = Vu / bdvc = 1/6 fc'vs = (vu - vc)A sengk = (vu - vc) b y / (fy)A sengk min = b.y / (3 fy)II.C. Perhitungan Kolom :Menggunakan program desain beton bertulang dengan SAP 2000berdasarkan desain penulangan ACI dengan modifikasi ke SKSNI(Faktor beban dan reduksi kekuatan disesuaikan dengan SKSNI)II.D. Perhitungan Pondasi :Data :Allowable soil strength=(kg/cm2)Kuat tekan beton=fc'(kg/cm2)Kuat leleh baja tulangan=fy(kg/cm2)Concrete mass/vol.=2.4(ton/m3)Axial load=P(kg)Moment=M(kg.m)Try width of found.=B(cm)Try width of column=b(cm)Hitung pondasi strous :Coba jumlah pondasi : =nbuahdiameter strous = =fcmPmax. = Axial / n + M.X1 / 2.(X1^2+X2^2)Kekuatan geser cleaf(lekatan tanah) di kedalaman 5 m diambil 100 kg/cmMaka kekuatan ijin strous =Keliling x geser cleaf> P maxHitung pile cap :Thicknes of found.=tcmWeight of foundation=wkg/cm22 way shear ChekVu=Pkgb=1d=t - selimutbo = 4 x (d + b )fVc=0,6 [ 1/6 (1+2/b) fc'. bo . D ]fVc > Vu ..? If yes, ok tebal pilecap cukup1 way shear ChekfVc=0,6 [1/6 fc'. B . D ]fVc > Vu ..? If yes, ok tebal pilecap cukupReinforcement for bending momentMu=Mkg.mQ pile capL1PLtebal pile cap = t (m)Lebar pile cap = B (m)L1 = Jarak strous ke titik pusat (m)L = jarak kantilever total (m)Q (b.s. pile cap) = t.L.B (t/m)P (daya dukung strous)Mu = 1.2 x ( P.L1 - 1/2.Q.L^2)r min. = 1.4/fyRn = Mu / B.d^2m = fy / 0.85 fc'r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5>( r min.)As = r.B.d.try f didapat As1number = As / As1jarak tulangan (s)Sloof :Beban axial sloof=10% ax.kolomCoba penampang sloof= bcm= hcmCek tekan beton =Beban axial sloof / (b.h)< 75 kg/cm2 ?As min. 1% betonambil n besi =4buahf besi sloof> min 1,2 cm ?f besi begel sloof minimum = 8 mm

I.DATA BANGPERHITUNGAN STRUKTURRUMAH TINGGAL - MANYAR SURABAYAI. DATA-DATA BANGUNANData Bangunan :Nama :Rumah Tinggal ManyarAlamat :Kertajaya Indah Timur IX / 06 blok O-361Jumlah Lantai :2 (dua)Tinggi struktur :8.77mLuas Bangunan :500m2Perhitungan Struktur :Sistem struktur :Rangka beton bertulangMetoda analisa :- Analisa statis by SAP 2000- Gaya dalam pelat by PBI 71Metoda desain :Kekuatan BatasStandard/Ref. :- PBI 71- PBI 83- SKSNI 90Data teknis :Tinggi kolom h1 :4.27mTinggi kolom h2 :4.5mPerletakan kolom :jepitMutu bahan beton fc' :20MpaMutu baja deform fy :400MpaMutu baja polos fy :240Mpa

tandonPERHITUNGAN PLATPROYEK - RUMAH MANYARPERHITUNGAN TANDON AIR BAWAH1. Plat dinding tandon :Pa (tekanan tanah aktif) = ca .w .h^2/2ca (coefisien tekanan aktif) =0.3w (berat jenis tanah) =1800kg/m3h (kedalaman bangunan) =2mPa =1080kg/mMu = 1,2 x Pa x 1/3h =864kg.m8.4672kN.m2. Plat lantai tandon :Tebal plat =0.15mPanjang arah x (lx) =2mPanjang arah y (ly) =2mly / lx =1.00Berat volume beton =2400kg/m3Tebal selimut beton =20mmd = t*1000 - 20 - 5 =125mmb =1mBeban-beban yang bekerja :1. Beban matiPlat =0.15 * 2400 =360kg/m2Finishing lantai (keramik) =0kg/m2Plafond + instalasi=0kg/m2Total =369kg/m22. Beban hidupBeban hidup yang bekerja =2000kg/m2Wu = 1.2 * qd + 1.6 * ql =3642.8kg/m2lihat tabel PBI 71 :X untuk Mlx =44X untuk Mly =44X untuk Mtx =0X untuk Mty =0Mlx = 0.001 * Wu * lx2 * X =641.1328kgm =6.28kNmMly = 0.001 * Wu * lx2 * X =641.1328kgm =6.28kNmMtx = - 0.001 * Wu * lx2 * X =0kgm =0.00kNmMty = - 0.001 * Wu * lx2 * X =0kgm =0.00kNmMutu beton =20MPaMutu baja =240MPaf=0.8Rn perlu = Mn perlu / ( b . d^2 ) balance = 0.85 . fc'/fy x 600/(600+fy) =0.0505952381 max = 0.75 . balance =0.0379464286r min u/ plat dg.Tul.fy240Mpa (altf SKSNI dan CUR) =0.0025m = fy/0.85 . fc' =14.1176470588 min < perlu < maxAs perlu = perlu . b . dArahMuMnRn=Mn/bd2r perlucek rAs perlutul.pakaiAs adaAs ada>AsperlukNmkNmN/mm2> minmm2 (mm)s (mm)1. Plat vertikalx ( lap )8.4710.5840.8470.003530.0035284418100502ok2. Plat lantaiy ( lap )6.287.85387680.5030.002090.00253138100502ok

platPERHITUNGAN PLAT* Untuk Plat 1Type plat : VI ATebal plat =0.12mPanjang arah x (lx) =2mPanjang arah y (ly) =3mly / lx =1.50Berat volume beton =2400kg/m3Tebal selimut beton =20mmd = 0.12*1000 - 20 =100mmb =1mBeban-beban yang bekerja :1. Beban matiPlat =0.12 * 2400 =288kg/m2Total =288kg/m22. Beban hidupBeban hidup yang bekerja =250kg/m2Wu = 1.2 * qd + 1.6 * ql =745.6kg/m2lihat tabel PBI 71 :X untuk Mlx =26X untuk Mly =43X untuk Mtx =76X untuk Mty =94Mlx = 0.001 * Wu * lx2 * X =77.5424kgm =0.76kNmMly = 0.001 * Wu * lx2 * X =128.2432kgm =1.26kNmMtx = - 0.001 * Wu * lx2 * X =-226.6624kgm =-2.22kNmMty = - 0.001 * Wu * lx2 * X =-280.3456kgm =-2.75kNmMutu beton =25MPaMutu baja =240MPaf=0.8Rn perlu = Mn perlu / ( b . d^2 ) balance = 0.85 . fc'/fy x 600/(600+fy) =0.0632440476 max = 0.75 . balance =0.0474330357r min u/ plat dg.Tul.fy240Mpa (altf SKSNI dan CUR) =0.0025m = fy/0.85 . fc' =11.2941176471 min < perlu < maxAs perlu = perlu . b . dLuas tul = 3.14 / 4 * D2n = As perlu / Luas tulArahMuMnRn=Mn/bd2r perlucek rAs perlutul.pakaiAs adaAs ada>AsperlukNmkNmN/mm2> minmm2Luas Tul.n (mm)s (mm)x ( lap )0.760.94990.1190.000490.002525078.5410250314oky ( lap )1.261.57100.1570.000650.002525078.5410250314okx ( tump )2.222.77660.2780.001160.002525078.5410250314oky ( tump )2.753.43420.3430.001430.002525078.5410250314ok

airhujanATAP U672 - tinggi gel. 4.1 cmDebit hujan Q =lbr. Eff X pjg.atap X Intensitas hujanDebit hujan Q =10.08m3/jamTinggi basah H (cm)Area basah A (m2)Keliling bsh S (m')Data :4.10.024630750.83769- Panjang atap 30m3.50.020876850.79983- Sudut kemiringan atap 3 derajat30.0178020.7683- Air hujan maks. = 500 mm/jam2.50.0147750.736751.40.008156840.6562194Rumus :10.005777360.6303Rumus KutterASR (A/S)V = C (R.i)0.024630750.837690.0294031802C =23 + 1/n + 0.0015/i0.020876850.799830.02610160911 + ( 23 + 0.0015/I ) n/( R)0.0178020.76830.02317063650.0147750.736750.02005429250.008156840.65621940.01243005010.005777360.63030.0091660479sudut i (derajat)kemiringan tgn i30.0524077793Tinggi basah H (cm)n KutteriRC-atasC-bwhCV (m/dt)Q (m3/jam)4.10.020.05240777930.029403180273.0286217053.685967718119.81260480010.777743890268.9630951653.50.020.05240777930.026101609173.0286217053.850783921318.96461167320.701415685552.716060196730.020.05240777930.023170636573.0286217054.025721557618.14050491570.632144307340.51235865262.50.020.05240777930.020054292573.0286217054.252327480817.17380000360.556759905229.61405935981.40.020.05240777930.012430050173.0286217055.131059994914.23265792610.363262300710.667060873610.020.05240777930.009166047973.0286217055.810684547712.56798938330.27545759125.7291036091KESIMPULAN :Ketinggian air di atap U672 akibat hujan 500mm/jam adalah = sekitar 1.35 cm < tinggi gelombang (4.1 cm)

airhujan

tinggi basahkapasitas debit airtinggi basahKAPASITAS DEBIT AIR

airhujan1A