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 PLATPROYEK - RUMAH MANYAR6. TYPE PLAT KANOPI ATAS ( tebal 10 cm )Tebal plat =0.12mPanjang arah x (lx) =3.3mPanjang arah y (ly) =4mly / lx =1.21Berat volume beton =2400kg/m3Tebal selimut beton =20mmd = 0.12*1000 - 20 - 5 =95mmb =1mBeban-beban yang bekerja :1. Beban matiPlat =0.12 * 2400 =288kg/m2Finishing lantai (keramik) =0kg/m2Plafond + instalasi=15kg/m2Total =369kg/m22. Beban hidupBeban hidup yang bekerja =125kg/m2Wu = 1.2 * qd + 1.6 * ql =642.8kg/m2lihat tabel PBI 71 :X untuk Mlx =25X untuk Mly =21X untuk Mtx =59X untuk Mty =54Mlx = 0.001 * Wu * lx2 * X =175.0023kgm =1.72kNmMly = 0.001 * Wu * lx2 * X =147.001932kgm =1.44kNmMtx = - 0.001 * Wu * lx2 * X =-413.005428kgm =-4.05kNmMty = - 0.001 * Wu * lx2 * X =-378.004968kgm =-3.70kNmMutu 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)x ( lap )1.722.1437781750.2970.001240.00252388175287oky ( lap )1.441.8007736670.2000.000830.00252388175287okx ( tump )4.055.0593164930.5610.002340.00252388175287oky ( tump )3.704.6305608580.5130.002140.00252388175287okket. :s max < 1.5 tebal plat (CUR)s max < 250 mm (CUR)s min > 40 mm (PBI)

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

airhujan1ATAP U500 - tinggi gel. 16 cmTinggi air hujan H (cm)Area basah A (m2)Keliling bsh S (m')3.50.00780.2853.40.00760.282ASR (A/S)0.00780.2850.02736842110.00760.2820.0269503546sudut (derajat)kemiringan tgn i0.05Tinggi air hujan H (cm)n KutteriRC-atasC-bwhCV (m/dt)Q hujan = IAV hujan = Q/A3.50.020.050.027368421173.033.784191237419.29870754920.71390117770.00343750.44070512823.40.020.050.026950354673.033.805702968519.18962162960.70442320790.00343750.4523026316

Struktur (3)PERHITUNGAN STRUKTUR BAJA KMR SONIBERHUBUNG SEMUA ANALISA DAN DESIGN RANGKA SUDAH DIHITUNG DENGAN SAP2000,JADI KITA HANYA TINGGAL MENGHITUNG BAUT DAN PONDASI SAJA.I. DATA-DATA PERENCANAANI.1. DATA UMUM BANGUNANNAMA =LUAS LANTAI = 24 m X 41 mJARAK PORTAL =mTINGGI KOLOM =mSUDUT ATAP =degree =III.2.4. Design of Bolt Connection :Beam to beam connect. :a. Loading :Geser vertical (Pv)=5184.00kgMoment (Mu)=8530.00kgmfy=240.00Mpa =2400.00kg/cm2Force due to Mu/l=426.50kgResultante geser=5201.51kgb. shear check :Resultan of shear=5201.51kgAllow. Shear = 0,6 (fy/1.5) =950.40kg/cm2Allow. Shear Load 1f1,2 =1074.33kgn=4.84pcs.

Struktur (2)PERHITUNGAN STRUKTUR BAJA GUDANGI. DATA-DATA PERENCANAANI.1. DATA UMUM BANGUNANNAMA =LUAS LANTAI = 24 m X 41 mJARAK PORTAL =6.00mTINGGI KOLOM =10.00mSUDUT ATAP =25.00degree =0.44radianII. DESIGN STRUKTUR SKUNDER :2.1. DESIGN GORDINGCOBA =C 125x50x20x4,5Wx =38.00cm3Wy =10.10cm3JARAK GORDING (Jg) =125.00cma.BEBAN TETAPTEKANAN HUJAN =20.00kg/m2t ATAP =0.40mm =3.14m2BERAT ATAP =3.93kg/m'BERAT GORDING =8.32kg/m'BERAT HUJAN =25.00kg/m' +TOTAL BEBAN TETAP =37.25kg/m'MtetapX =1/8 Q.cos25 L^2 =151.90kg.mMtetapY =1/8 Q.sin25 Ly^2 =17.71kg.mb.BEBAN HIDUP =100.00kgMhidupX =1/4 P.cos25 Lx =135.95kg.mMhidupY =1/4 P.sin25 Ly =31.70kg.mc.BEBAN ANGIN , SUDUT ATAP = 25 derajatTEKANAN ANGIN =25.00kg/m2KOF. TEKAN ANGIN ATAP = 0,02(SUDUT ATAP) - 0,4 =0.10KOF. TEKAN HISAP ATAP = - 0,4 =-0.40KOF. TEKAN ANGIN DINDING = + 0,9 =0.90KOF. TEKAN HISAP DINDING = - 0,4 =-0.40UNTUK GORDING, AMBIL TEKAN ATAP :Q angin = [0,02(SUDUT ATAP) - 0,4 ] *P*Jg =3.13kg/mM angin= 1/8 * Q*L^2 =14.06kg.md.TOTAL TEGANGAN :Mx = MtetapX + MhidupX + Mangin =301.91My = MtetapY + MhidupY =49.40TEGANGAN = Mx/Wx + My/Wy =1283.65< 1600 ?OK !GORDING BISA DIPAKAI !III. DESIGN STRUKTUR UTAMA :III.1. PEMBEBANAN KUDA-KUDAa.PEMBEBANAN GRAVITASIBERAT ATAP =18.84kg/mBERAT GORDING =41.60kg/m +60.44kg/mb.BEBAN HIDUP TERPUSAT =100.00kgc.BEBAN ANGIN , SUDUT ATAP = 25 derajatTEKANAN ANGIN =25.00kg/m2KOF. TEKAN ANGIN ATAP = 0,02(SUDUT ATAP) - 0,4 =0.10KOF. TEKAN HISAP ATAP = - 0,4 =-0.40KOF. TEKAN ANGIN DINDING = + 0,9 =0.90KOF. TEKAN HISAP DINDING = - 0,4 =-0.40BEBAN AKIBAT ANGIN :Q tekan atap = [0,02(SUDUT ATAP) - 0,4 ] *P*Jk =15.00kg/mQ hisap atap = - 0,4 *P*Jk =-60.00kg/mQ tekan dinding = 0,9 *P*Jk =135.00kg/mQ hisap dinding = - 0,4 *P*Jk =-60.00kg/mBEBAN DI RAK :Q = BETON + HIDUP = 2400 kg/m3 * 12cm*Jk + 400kg/m2=4128.00kg/msehingga :Q di batang kuda2 = GRAV. + ANGIN =75.44kg/m + P 100 kg.Q di kolom kiri = ANGIN tekan =135.00kg/mQ di kolom kanan = ANGIN hisap =-60.00kg/mQ di balok rak =4128.00kg/mc.ANALISA STRUKTURDengan bantuan program komputer SAP90 didapat :Elemen kuda2 =Moment =2539.00kg.mAxial =1634.00kgElemen balok =Moment =6985.00kg.mAxial =458.00kgPondasi utama =Fx =2136.00kgFy =11690.00kgMz =3016.00kg.mPondasi rak =Fx =1574.00kgFy =8094.00kgMz =1257.00kg.md.DESIGN ELEMENElemen kuda2 =WF 300x150x9x6.5Elemen kolom =WF 300x150x9x6.5Elemen balok rak =WF 300x150x9x6.5Elemen kokok & cantilever =WF 150x75III.2. Design Struktur1. Standart and Reference :- Peraturan Pembebanan Indonesia utk. Gedung 1983- AISC2. Material- Steel fy=2400.00kg/cm2- Concrete fc'=240.00kg/cm23. Design metode- Elastic design :for steel structure- Ultimate design :for concrete structure4. Structure analysis- Manual:for structure- SAP 90:for structure- COSMIC:for roofIII.2.1. Design balok rak :Try :Beam=WF 300x150x6.5x9fy=240.00MpaWeight=36.70kg/mIx=7210.00cm4flens width (bf)=150.00mmflens thickness (tf)=9.00mmweb deepth (d)=300.00mmweb thickness (tw)=6.50mmradius of giration ('r)=12.40cmSect. Area (A)=46.78cm2Span (L)=600.00cma. Loading :Roof panel 0.3x0.001x30 m3Roof weight / panel=141.30kgnumber of panels=20.00panelsRoof length=30.00mTotal roof weight=2826.00kgTotal Beam weight=220.20kgLive load=25.00kg/m2Total Weight=647.20kg/mMax. moment=1/8.Q.L^2=6985.00kg.cmb. Lateral support check :L193.25cmUse Fb = [ 2/3 - ( fy(L/r)^2 )/(1530e3.Cb) ] fyFb=0.61fy=145.62Mpac. Compact check :- Flensbf / 2.tf Vu ..?=31767.91>26899.00..?YESd. Reinforcement for bending momentMu=1961.00kg.mr min. = 1.4/fy=0.01Rn = Mu / B.d^2=0.12m = fy / 0.85 fc'=9.411/m=0.11(1-2.m.Rn/fy)^0,5=1.00r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5=0.00053383.33OKUse :B=200.00cmb=50.00cmt=35.00cmf=18.00mmn=16.00pcse. Design of Base Plat :Width of base plat (w)=50.00cmCritical cantilv.length (m)=5.00cmConc. Bearing stress (fp)=105.00kg/cm2Thickness of base plat (t)=2.m (fp / fy)^0.5=2.09cmf. Anker Bolt (6 bolt) :Geser ijin beton K300=6.50kg/cm2Jarak baut terjauh dari as=20.00cmjumlah baut angker (n)=6.00Gaya akibat Momen (P1)=4902.50kg1 baut memikul (P1 / 2) (tarik)=2451.25kgGaya akibat Normal (tekan)=4483.17kgA 1 baut=4.33cm2f=2.35cmL=144.60cmg. Sloof :Beban axial sloof ==3000.00kg> 10% ax.kolom ?Ok !Coba penampang sloof= b20.00cm= h30.00cmCek tekan beton =5.00kg/cm2< 75 kg/cm2 ?Ok !As min. 1% beton =6.00cm2ambil n besi =6.00buahf besi sloof =1.13cm> min 1,2 cm ?No !f besi begel sloof minimum = 8 mmh. Strous :Coba n =2.00buahf strous =50.00cmPmax. = Axial / n + M.X1 / 2.(X1^2+X2^2) =13449.50+980.50=14430.00kgKekuatan geser cleaf(lekatan tanah) di kedalaman 6 m diambil 100 kg/cmMaka kekuatan ijin strous =Keliling x geser cleaf=15700.00kg> P max ?Ok !3. Design of Main Foundation III (tangga) P-3 :Data :Allowable soil strength=1.00kg/cm2fc'=300.00kg/cm2fy=2400.00kg/cm2Concrete mass/vol.=2.40ton/m3Axial load (P)=4832.00kgMoment (M)=571.00kg.mTry width of found. (B)=120.00cmTry width of column (b)=30.00cmTry deepth of WF (l)=20.00cma. Foundation PlanThicknes of found.=25.00cmWeight of foundation=0.06kg/cm2Allowable soil strength net.=0.94kg/cm2Extrem soil stress=P/A+M / (1/6 B^3)=0.34+0.20=0.53kg/cm2Extrem soil stress < Allw. Soil strength nett. ?=0.53 Vu ..?=12488.07>4832.00..?YESd. Reinforcement for bending momentMu=571.00kg.mr min. = 1.4/fy=0.01Rn = Mu / B.d^2=0.13m = fy / 0.85 fc'=9.411/m=0.11(1-2.m.Rn/fy)^0,5=0.99r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5=0.00061330.00OKUse :B=120.00cmb=30.00cmt=25.00cmf=16.00mmn=8.00pcse. Design of Base Plat :Width of base plat (w)=30.00cmCritical cantilv.length (m)=5.00cmConc. Bearing stress (fp)=105.00kg/cm2Thickness of base plat (t)=2.m (fp / fy)^0.5=2.09cmf. Anker Bolt (6 bolt) :Geser ijin beton K300=6.50kg/cm2Jarak baut terjauh dari as=17.00cmjumlah baut angker (n)=6.00Gaya akibat Momen (P1)=1679.41kg1 baut memikul (P1 / 2) (tarik)=839.71kgGaya akibat Normal (tekan)=805.33kgA 1 baut=1.03cm2f=1.14cmL=70.43cmg. Sloof :Beban axial sloof ==3000.00kg> 10% ax.kolom ?Ok !Coba penampang sloof= b15.00cm= h20.00cmCek tekan beton =10.00kg/cm2< 75 kg/cm2 ?Ok !As min. 1% beton =3.00cm2ambil n besi =6.00buahf besi sloof =0.80cm> min 1,2 cm ?No !f besi begel sloof minimum = 8 mm4. Design of Main Foundation Gabungan P-4 :Data :Allowable soil strength=1.00kg/cm2fc'=300.00kg/cm2fy=2400.00kg/cm2Concrete mass/vol.=2.40ton/m3Axial load (P)kiri=5476.00kgMoment (M)kiri=1287.00kg.mAxial load (P)kanan=12348.00kgMoment (M)kanan=1355.00kg.mP total=17824.00kgTry width of found. (B)=150.00cmTry width of found. (L) =300.00cmTry width of column (b)=40.00cmTry deepth of WF (l)=30.00cma. Foundation PlanThicknes of found.=35.00cmWeight of foundation=0.08kg/cm2Allowable soil strength net.=0.92kg/cm2Extrem soil stress=P total /A=0.40=0.40kg/cm2Extrem soil stress < Allw. Soil strength nett. ?=0.40 Vu ..?=23825.93>5476.00..?YESd. Reinforcement for bending momentMu max. (dari SAP2000)=4000.00kg.mr min. = 1.4/fy=0.01Rn = Mu / B.d^2=0.32m = fy / 0.85 fc'=9.411/m=0.11(1-2.m.Rn/fy)^0,5=0.99r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5=0.00132537.50OKUse :B=150.00cmb=40.00cmt=35.00cmf=18.00mmn=10.00pcse. Design of Base Plat :Width of base plat (w)=40.00cmCritical cantilv.length (m)=5.00cmConc. Bearing stress (fp)=105.00kg/cm2Thickness of base plat (t)=2.m (fp / fy)^0.5=2.09cmf. Anker Bolt (6 bolt) :Geser ijin beton K300=6.50kg/cm2Jarak baut terjauh dari as=12.00cmjumlah baut angker (n)=6.00Gaya akibat Momen (P1)=5362.50kg1 baut memikul (P1 / 2) (tarik)=2681.25kgGaya akibat Normal (tekan)=912.67kgA 1 baut=2.25cm2f=1.69cmL=104.10cmg. Sloof :Beban axial sloof ==1500.00kg> 10% ax.kolom ?Ok !Coba penampang sloof= b15.00cm= h30.00cmCek tekan beton =3.33kg/cm2< 75 kg/cm2 ?Ok !As min. 1% beton =4.50cm2ambil n besi =6.00buahf besi sloof =0.98cm> min 1,2 cm ?No !f besi begel sloof minimum = 8 mmh. Strous :Coba n =2.00buahf strous =30.00cmPmax. = Axial / n + M.X1 / 2.(X1^2+X2^2) =8912.00+0.00=8912.00kgKekuatan geser cleaf(lekatan tanah) di kedalaman 6 m diambil 100 kg/cmMaka kekuatan ijin strous =Keliling x geser cleaf=9420.00kg> P max ?Ok !14.175. Design of Main Foundation Gabungan P-5Data :Allowable soil strength=1.00kg/cm2fc'=300.00kg/cm2fy=2400.00kg/cm2Concrete mass/vol.=2.40ton/m3Axial load (P)kiri=43900.00kgMoment (M)kiri=1235.00kg.mAxial load (P)kanan=38250.00kgMoment (M)kanan=1888.00kg.mP total=82150.00kgTry width of found. (B)=200.00cmTry width of found. (L) =490.00cmTry width of column (b)=50.00cmTry deepth of WF (l)=40.00cma. Foundation PlanThicknes of found.=50.00cmWeight of foundation=0.12kg/cm2Allowable soil strength net.=0.88kg/cm2Extrem soil stress=P total /A=0.84=0.84kg/cm2Extrem soil stress < Allw. Soil strength nett. ?=0.84 Vu ..?=48199.59>43900.00..?YESd. Reinforcement for bending momentMu max. (dari SAP2000)=24300.00kg.mr min. = 1.4/fy=0.01Rn = Mu / B.d^2=0.63m = fy / 0.85 fc'=9.411/m=0.11(1-2.m.Rn/fy)^0,5=0.98r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5=0.00265133.33OKUse :B=200.00cmb=50.00cmt=50.00cmf=20.00mmn=18.00pcse. Design of Base Plat :Width of base plat (w)=50.00cmCritical cantilv.length (m)=5.00cmConc. Bearing stress (fp)=105.00kg/cm2Thickness of base plat (t)=2.m (fp / fy)^0.5=2.09cmf. Anker Bolt (6 bolt) :Geser ijin beton K300=6.50kg/cm2Jarak baut terjauh dari as=12.00cmjumlah baut angker (n)=6.00Gaya akibat Momen (P1)=5145.83kg1 baut memikul (P1 / 2) (tarik)=2572.92kgGaya akibat Normal (tekan)=7316.67kgA 1 baut=6.18cm2f=2.81cmL=172.68cmg. Sloof :Beban axial sloof ==4500.00kg> 10% ax.kolom ?Ok !Coba penampang sloof= b15.00cm= h30.00cmCek tekan beton =10.00kg/cm2< 75 kg/cm2 ?Ok !As min. 1% beton =4.50cm2ambil n besi =6.00buahf besi sloof =0.98cm> min 1,2 cm ?No !f besi begel sloof minimum = 8 mmh. Strous :Coba n =5.00buahf strous =55.00cmPmax. = Axial / n + M.X1 / 2.(X1^2+X2^2) =16430.00+0.00=16430.00kgKekuatan geser cleaf(lekatan tanah) di kedalaman 6 m diambil 100 kg/cmMaka kekuatan ijin strous =Keliling x geser cleaf=17270.00kg> P max ?Ok !KESIMPULAN :NAMA PONDASIP(kg)M(kg.m)B(cm)t(cm)f (mm)n (pcs)t base plat (cm)n angker (pcsf (cm)L (cm)n strousf beton(cm)P-117500.001531.00170.0050.0016.0020.000.000.000.000.004.0050.00P-226899.001961.00200.0035.0018.0016.002.096.002.35144.602.0050.00P-34832.00571.00120.0025.0016.008.002.096.001.1470.43-P-4150.0035.0018.0010.002.096.001.69104.102.0030.00P-5200.0050.0020.0018.002.096.002.81172.685.0055.00PERHITUNGAN STRUKTUR BANGUNANHOTEL S O N N YJL. BRATANG BINANGUN - SURABAYAAGUSTUS 2003C . LAMPIRAN

pondasi sekunderI. Design of skunder Foundation :Data :Allowable soil strength=0.40kg/cm2fc'=300.00kg/cm2fy=2400.00kg/cm2Concrete mass/vol.=2.40ton/m3Axial load (P)=8093.00kgMoment (M)=1257.00kg.mTry width of found. (B)=200.00cmTry width of column (b)=40.00cmTry deepth of WF (l)=30.00cma. Foundation PlanThicknes of found.=25.00cmWeight of foundation=0.06kg/cm2Allowable soil strength net.=0.34kg/cm2Extrem soil stress=P/A+M / (1/6 B^3)=0.20+0.09=0.30kg/cm2Extrem soil stress < Allw. Soil strength nett. ?=0.30 Vu ..?=20813.46>8093.00..?YESd. Reinforcement for bending momentMu=1257.00kg.mr min. = 1.4/fy=0.01Rn = Mu / B.d^2=0.17m = fy / 0.85 fc'=9.411/m=0.11(1-2.m.Rn/fy)^0,5=0.99r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5=0.00072216.67OKUse :B=200.00cmb=40.00cmt=25.00cmf=14.00mmn=16.00pcsII. Design of Base Plat :Width of base plat (w)=40.00cmCritical cantilv.length (m)=5.00cmConc. Bearing stress (fp)=105.00kg/cm2Thickness of base plat (t)=2.m (fp / fy)^0.5=2.09cmIII. Anker Bolt (6 bolt) :Geser ijin beton K300=6.50kg/cm2Jarak baut terjauh dari as=15.00cmjumlah baut angker (n)=6.00Gaya akibat Momen (P1)=4190.00kg1 baut memikul (P1 / 2) (tarik)=2095.00kgGaya akibat Normal (tekan)=1348.83kgA 1 baut=2.15cm2f=1.66cmL=101.90cmIV. Sloof :Beban axial sloof ==2136.00kg> 10% ax.kolom ?Ok !Coba penampang sloof= b25.00cm= h40.00cmCek tekan beton =2.14kg/cm2< 75 kg/cm2 ?Ok !As min. 1% beton =10.00cm2ambil n besi =6.00buahf besi sloof =1.46cm> min 1,2 cm ?Ok !f besi begel sloof minimum = 8 mmV. Strous :Coba n =2.00buahf strous =30.00cmPmax. = Axial / n + M.X1 /1.(X1^2+X2^2) =4046.50+1257.00=5303.50kgKekuatan geser cleaf(lekatan tanah) di kedalaman 6 m diambil 100 kg/cmMaka kekuatan ijin strous =Keliling x geser cleaf=9420.00kg> P max ?Ok !

tangga utama-a sbg balokPERHITUNGAN PLATPROYEK - RUMAH MANYAR1. TYPE PLAT TANGGA UTAMA-a ( tebal 14 cm )Tebal plat =0.14mPanjang arah x (lx) =1mPanjang datar =4.3mBerat volume beton =2400kg/m3Tebal selimut beton =20mmt bordes =170d = 0.14*1000 - 20 - 5 =115mmd bordes =145mmb =1mL miring =4.4147480109mBeban-beban yang bekerja :1. Beban matiPlat =t * 2400 =336kg/m2Finishing lantai (keramik) =66kg/m2Anak tgga =12=166.3515104785kg/m2Total =568kg/m22. Beban hidupBeban hidup yang bekerja =200kg/m2Wu = 1.2 * qd + 1.6 * ql =1002.0218125742kg/m2(plat tangga)Wu = 1.2 * qd + 1.6 * ql =802.4kg/m2(plat bordes)Dari SAP (dianalisa sebagai balok) didapat :Mu lap.plat tangga =3944kgm =38.65kNmMu tump.plat bordes =8656kgm =84.83kNmMutu beton =20MPaMutu baja =400MPaf=0.8Rn perlu = Mn perlu / ( b . d^2 ) balance = 0.85 . fc'/fy x 600/(600+fy) =0.0255 max = 0.75 . balance =0.019125r min u/ plat dg.Tul.fy240Mpa (altf SKSNI dan CUR) =0.0025m = fy/0.85 . fc' =23.5294117647 min < perlu < maxAs perlu = perlu . b . dArahMuMnRn=Mn/bd2r perlucek rAs perlutul.pakaiAs adaAs ada>AsperlukNmkNmN/mm2> minmm2 (mm)s (mm)utama di plat38.6548.3144.5670.011420.01141635161313161501340okutama di bordes84.83106.0365.0430.012610.01260832341828191501889okpembagi26310200393ok20% tul.utamapembagi36610200393ok20% tul.utamatangga pakai t =140mmbordes pakai t =170mmtulangan utama : 16- s =150mmtulangan bordes : 19- s =150mmtulangan pembagi : 10- s =200mmPERHITUNGAN GESER PADA PLAT TANGGAVc = 1/6 (fc' bw . d) =0.6jika : Vu < 0.5 Vc ----> tidak 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)fc' =20Mpafy sengk =240MpaVubhdvuvcvc > vu ?kgmmmmMpaMpaPLAT TANGGA3,3691,0001401050.32085714290.4472135955ok, tdk perlu tul gsrBORDES5,9631,0001701350.44170370370.4472135955ok, tdk perlu tul gsrDESAIN BALOK TANGGAI. LENTUR :Mu = 1/8 Q . L^2Mn perlu = Mu/ = Mu / 0.8qU bordes =802.4kg/m2qU plat =1002.0/ 2 =501kg/m2Mu =dimensi balok = b (lebar), h (tinggi) dan d ( h-0.5tul-cover)E (modulus elastisitas baja tul) = 200 000 Mpaxb (garis netral kondisi seimbang) = ( cu / ( cu + y ) ) x dx max = 0.75 . xbC max = 0.85 . fc' . b . 1 . xmaxutk fc' < 27.5 Mpa 1 = 0.85 (C.K.Wang hal 46)Mn max = Cmax ( d - 1 . x/2) -----> jika Mn max > Mn perlu, tdk perlu tul tekanRn perlu = Mn perlu / ( b . d^2 ) balance = 0.85 . fc'/fy x 600/(600+fy) max = 0.75 . balance min = 1.4 / fy perlu = 1/m [ 1-1- (2.m.Rn perlu)/fy ]m = fy/0.85 . fc' min < perlu < maxAs perlu = perlu . b . dE baja =200,000Mpafc' =20Mpa perhitungan ini hanya berlaku utuk fc' < 27.5 Mpa, diatas itu nilai 1 hrs digantify =400MpaMuMuMn perlubhdxb.xmaxCmaxMn max betonMn max betonRn perlu balance max minm perlu perlu > min perlu < maxAs perlutul pakaiAs ada> As perlu(kg.m)(N.mm)(N.mm)(mm)(mm)(mm)(mm)(mm)(N)(N.mm)> Mn perlumm2jml (mm)mm2Lantai -1B1alt-1 tumpu11,727.001.17E+081.47E+08150550485000.00.00.04.154532894000000005161004.80lt-1 lap.9,982.009.98E+071.25E+08150550485000.00.00.03.536330463700000000416803.840B1blt-1 tumpu6,590.006.59E+078.24E+07150500435000.00.00.02.902188752400000000413530.660lt-1 lap.2,842.002.84E+073.55E+07150500435000.00.00.01.25159642400000000313397.9950B1clt-1 tumpu5,375.005.38E+076.72E+07150500435000.00.00.02.367111463400000000413530.660lt-1 lap.3,027.003.03E+073.78E+07150500435000.00.00.01.333069097600000000313397.9950AtapB2aatap tumpu13971.40E+071.75E+07150400335000.00.00.01.037350560600000000212226.080atap lap28602.86E+073.58E+07150400335000.00.00.02.123709809200000000312339.120B2batap tumpu6816.81E+068.51E+06150300235000.00.00.01.027614305100000000212226.080atap lap3463.46E+064.33E+06150300235000.00.00.00.522106533900000000212226.080blk.tangga6486.48E+068.10E+06150400335000.00.00.00.481176208500000000212226.080blk.tandon10521.05E+071.32E+07150350285000.00.00.01.079306453300000000212226.080GarasiB-utamatepitumpu2,690.002.69E+073.36E+07150400335000.00.00.01.9974753100000000313397.9950lap5,491.005.49E+076.86E+07200400335000.00.00.03.058030741800000000416803.840B-utama-dlmtumpu400.004.00E+065.00E+06200350285000.00.00.00.307787011400000000213265.330lap2,027.002.03E+072.53E+07200350285000.00.00.01.559710680200000000313397.9950B-anaktumpu400.004.00E+065.00E+06150250185000.00.00.00.973946919900000000213265.330lap1,930.001.93E+072.41E+07150250185000.00.00.04.699293888500000000313397.9950macam tul. :polos6,8,10deform12,13,16,19,22

Wu bordes kg/m2Wu bordes kg/m2Wu plat kg/m2

tangga utama-a bagian atasPERHITUNGAN PLATPROYEK - RUMAH MANYAR1. TYPE PLAT TANGGA UTAMA-a bagian atas ( tebal 14 cm )Tebal plat =0.14mPanjang arah x (lx) =1mPanjang datar =3.88mBerat volume beton =2400kg/m3Tebal selimut beton =20mmt bordes =140d = 0.14*1000 - 20 - 5 =115mmd bordes =0mmb =1mL miring =4.0067942298mBeban-beban yang bekerja :1. Beban matiPlat =t * 2400 =336kg/m2Finishing lantai (keramik) =66kg/m2Anak tgga =12=183.2886736576kg/m2Total =585kg/m22. Beban hidupBeban hidup yang bekerja =200kg/m2Wu = 1.2 * qd + 1.6 * ql =1022.3464083892kg/m2(plat tangga)Dari SAP (dianalisa sebagai balok) didapat :Mu lap.plat tangga =869kgm =8.52kNmMu tump.plat tangga =1800kgm =17.64kNmMutu 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)lap di plat8.5210.645251.0060.004190.004192363748210150523oktum di plat17.6422.052.0840.008680.0086838374999131201106okpembagi9610200393ok20% tul.utamapembagi20010200393ok20% tul.utamatangga pakai t =140mmbordes pakai t =140mmtulangan utama : 10- s =150mmtulangan bordes : 13- s =120mmtulangan pembagi : 10- s =200mmPERHITUNGAN GESER PADA PLAT TANGGAVc = 1/6 (fc' bw . d) =0.6jika : Vu < 0.5 Vc ----> tidak 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)fc' =20Mpafy sengk =240MpaVubhdvuvcvc > vu ?kgmmmmMpaMpaPLAT TANGGA2,5961,0001401050.24723809520.4472135955ok, tdk perlu tul gsrBORDES1,00017013500.4472135955ok, tdk perlu tul gsr

Wu kg/m2

tangga belakangPERHITUNGAN PLATPROYEK - RUMAH MANYAR1. TYPE PLAT TANGGA BELAKANG ( tebal 12 cm )Tebal plat =0.12mPanjang arah x (lx) =1mPanjang datar =1.875mBerat volume beton =2400kg/m3Tebal selimut beton =20mmt bordes =120d = t*1000 - 20 - 5 =95mmd bordes =95mmb =1mL miring =2.125mBeban-beban yang bekerja :1. Beban matiPlat =t * 2400 =288kg/m2Finishing lantai (keramik) =66kg/m2Anak tgga =5=144kg/m2Total =498kg/m22. Beban hidupBeban hidup yang bekerja =200kg/m2Wu = 1.2 * qd + 1.6 * ql =917.6kg/m2(plat tangga)Wu = 1.2 * qd + 1.6 * ql =744.8kg/m2(plat bordes)Dari SAP (dianalisa sebagai balok) didapat :Mu lap.plat tangga =658kgm =6.45kNmMu tump.plat bordes =1980kgm =19.40kNmMutu beton =20MPaMutu baja =400MPaf=0.8Rn perlu = Mn perlu / ( b . d^2 ) balance = 0.85 . fc'/fy x 600/(600+fy) =0.0255 max = 0.75 . balance =0.019125r min u/ plat dg.Tul.fy240Mpa (altf SKSNI dan CUR) =0.0025m = fy/0.85 . fc' =23.5294117647 min < perlu < maxAs perlu = perlu . b . dArahMuMnRn=Mn/bd2r perlucek rAs perlutul.pakaiAs adaAs ada>AsperlukNmkNmN/mm2> minmm2 (mm)s (mm)utama di plat6.458.06051.1160.002790.002791031926510120654okutama di bordes19.4024.2552.6880.006720.006718836663810120654okpembagi538200251ok20% tul.utamapembagi1288200251ok20% tul.utamatangga pakai t =120mmbordes pakai t =120mmtulangan utama : 10- s =120mmtulangan bordes : 10- s =120mmtulangan pembagi : 8- s =200mmPERHITUNGAN GESER PADA PLAT TANGGAVc = 1/6 (fc' bw . d) =0.6jika : Vu < 0.5 Vc ----> tidak 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)fc' =20Mpafy sengk =240MpaVubhdvuvcvc > vu ?kgmmmmMpaMpaPLAT TANGGA1,2491,000120850.14694117650.4472135955ok, tdk perlu tul gsrBORDES3,4501,000120850.40588235290.4472135955ok, tdk perlu tul gsr

Wu bordes kg/m2Wu bordes kg/m2Wu plat kg/m2

TANGGAPERHITUNGAN PLATPROYEK - RUMAH MANYAR1. TYPE PLAT TANGGA BELAKANG ( tebal 12 cm )Tebal plat =0.12mPanjang arah x (lx) =2mPanjang arah y (ly) =2mly / lx =1.00Berat volume beton =2400kg/m3Tebal selimut beton =20mmd = 0.12*1000 - 20 - 5 =95mmb =1mL miring =2.8284271247mBeban-beban yang bekerja :1. Beban matiPlat =0.12 * 2400 =288kg/m2Finishing lantai (keramik) =66kg/m2Anak tgga =6=129.8248050258kg/m2Total =484kg/m22. Beban hidupBeban hidup yang bekerja =200kg/m2Wu = 1.2 * qd + 1.6 * ql =900.589766031kg/m2(pelat)Wu = 1.2 * qd + 1.6 * ql =744.8kg/m2(bordes)Dari SAP didapat :Mu lap.plat tangga =260kgm =2.55kNmMu tump.plat tangga =8458.28kNmMu lap. plat bordes =4564.47kNmMu tump. plat bordes =51kgm =0.50kNmMutu 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)x ( lap )2.553.1850.4410.001840.00252388150335oky ( lap )8.2810.351251.1470.004780.004778970545410150523okx ( tump )4.475.5860.6190.002580.00257894742458150335oky ( tump )0.500.624750.0690.000290.00252388150335oktangga pakai t=120mm : 10 - 150 mm

Wu bordes kg/m2Wu bordes kg/m2Wu plat kg/m2

tandon airPERHITUNGAN 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

PoerPONDASIProyek ManyarI. Design of Main Foundation P1 :Data :Allowable soil strength=0.50kg/cm2fc'=200.00kg/cm2fy=3200.00kg/cm2Concrete mass/vol.=2.40ton/m3Axial load (P)=13849.00kgMoment (M)=534.00kg.mTry width of found. (B)=100.00cmTry width of column (b)=15.00cmTry deepth of WF (l)=15.00cmV. Strous :Coba n =2.00buahf strous =30.00cmPmax. = Axial / n + M.X1 / 2.(X1^2+X2^2) =6924.50+534.00=7458.50kgKekuatan geser cleaf(lekatan tanah) di kedalaman 6 m diambil 100 kg/cmMaka kekuatan ijin strous =Keliling x geser cleaf=9420.00kg> P max ?Ok !a. Foundation PlanThicknes of found.=40.00cmWeight of foundation=0.10kg/cm2b. 2 way shear ChekVu=13849.00kgb=1.00D=34.00cmbo = 4 x (d + b )=196.00cmfVc=0,6 [ 1/6 (1+2/b) fc'. bo . D ]=894069.42N.=89406.94kg.fVc > Vu ..?=89406.94>13849.00..?YESc. 1 way shear ChekfVc=0,6 [1/6 fc'. B . D ]=152052.62N.15205.26kg.fVc > Vu ..?=15205.26>13849.00..?YESd. Reinforcement for bending momentMu=534.00kg.mQ pile cap =0.96t/mL1P strousLt =0.40mB =1.00mL1 =0.30mL =0.60mQ (b.s. pile cap) = t.L.B=0.96t/mP (daya dukung strous)=9.42tMu = 1.2 x ( P.L1 - 1/2.Q.L^2)=3.18t.mr min. = 1.4/fy=0.0044Rn = Mu / B.d^2=0.0275m = fy / 0.85 fc'=18.821/m=0.05(1-2.m.Rn/fy)^0,5=1.00r = 1/m [ 1-(1-2.m.Rn)/fy ]^0.5=0.000091487.50OKUse :B=100.00cmb=15.00cmt=40.00cmf=16.00mmn=10.00pcss jarak tul=10.00mmIV. Sloof :Beban axial sloof=1384.90kg( 10% ax.kolom)Coba penampang sloof= b15.00cm= h30.00cmCek tekan beton =3.08kg/cm2< 75 kg/cm2 ?Ok !As min. 1% beton =4.50cm2ambil n besi =4.00buahf besi sloof =1.20cm> min 1,2 cm ?No !f besi begel sloof minimum = 8 mm

lenturDESAIN BALOKI. LENTUR :Mu = momen negatif max. di tumpuanMn perlu = Mu/ = Mu / 0.8dimensi balok = b (lebar), h (tinggi) dan d ( h-0.5tul-cover)E (modulus elastisitas baja tul) = 200 000 Mpaxb (garis netral kondisi seimbang) = ( cu / ( cu + y ) ) x dx max = 0.75 . xbC max = 0.85 . fc' . b . 1 . xmaxutk fc' < 27.5 Mpa 1 = 0.85 (C.K.Wang hal 46)Mn max = Cmax ( d - 1 . x/2) -----> jika Mn max > Mn perlu, tdk perlu tul tekanRn perlu = Mn perlu / ( b . d^2 ) balance = 0.85 . fc'/fy x 600/(600+fy) max = 0.75 . balance min = 1.4 / fy perlu = 1/m [ 1-1- (2.m.Rn perlu)/fy ]m = fy/0.85 . fc' min < perlu < maxAs perlu = perlu . b . dE baja =200,000Mpafc' =20Mpa perhitungan ini hanya berlaku utuk fc' < 27.5 Mpa, diatas itu nilai 1 hrs digantify =400MpaMuMuMn perlubhdxb.xmaxCmaxMn max betonMn max betonRn perlu balance max minm perlu perlu > min perlu < maxAs perlutul pakaiAs ada> As perlu(kg.m)(N.mm)(N.mm)(mm)(mm)(mm)(mm)(mm)(N)(N.mm)> Mn perlumm2jml (mm)mm2Lantai -1B1alt-1 tumpu3,200.003.20E+074.00E+07150400380228171370,643113,907,706Tdk pelu tul tekan1.84672206830.02550.0191250.003523.52941176470.00489918140.0048991814ok279.25333897385161004.8oklt-1 lap.9,982.009.98E+071.25E+08150550485291218.25473,057185,553,603Tdk pelu tul tekan3.53633046370.02550.0191250.003523.52941176470.01002262670.0100226267ok729.1460924389416803.84okB1blt-1 tumpu6,590.006.59E+078.24E+07150500435261195.75424,288149,267,214Tdk pelu tul tekan2.90218875240.02550.0191250.003523.52941176470.00801036550.0080103655ok522.6763468144413530.66oklt-1 lap.2,842.002.84E+073.55E+07150500435261195.75424,288149,267,214Tdk pelu tul tekan1.2515964240.02550.0191250.003523.52941176470.00325352550.0035ok228.375313397.995okB1clt-1 tumpu5,375.005.38E+076.72E+07150500435261195.75424,288149,267,214Tdk pelu tul tekan2.36711146340.02550.0191250.003523.52941176470.00639960090.0063996009ok417.5739597708413530.66oklt-1 lap.3,027.003.03E+073.78E+07150500435261195.75424,288149,267,214Tdk pelu tul tekan1.33306909760.02550.0191250.003523.52941176470.00347471570.0035ok228.375313397.995okAtapB2aatap tumpu13971.40E+071.75E+07150400335201150.75326,75188,526,955Tdk pelu tul tekan1.03735056060.02550.0191250.003523.52941176470.00267773230.0035ok175.875212226.08okatap lap28602.86E+073.58E+07150400335201150.75326,75188,526,955Tdk pelu tul tekan2.12370980920.02550.0191250.003523.52941176470.00569019610.0056901961ok285.9323523893312339.12okB2batap tumpu6816.81E+068.51E+06150300235141105.75229,21343,563,387Tdk pelu tul tekan1.02761430510.02550.0191250.003523.52941176470.00265176340.0035ok123.375212226.08okatap lap3463.46E+064.33E+06150300235141105.75229,21343,563,387Tdk pelu tul tekan0.52210653390.02550.0191250.003523.52941176470.00132595040.0035ok123.375212226.08okblk.tangga6486.48E+068.10E+06150400335201150.75326,75188,526,955Tdk pelu tul tekan0.48117620850.02550.0191250.003523.52941176470.00122046440.0035ok175.875212226.08okblk.tandon10521.05E+071.32E+07150350285171128.25277,98264,073,085Tdk pelu tul tekan1.07930645330.02550.0191250.003523.52941176470.00278983280.0035ok149.625212226.08okGarasiB-utamatepitumpu2,690.002.69E+073.36E+07150400335201150.75326,75188,526,955Tdk pelu tul tekan1.997475310.02550.0191250.003523.52941176470.00532761110.0053276111ok267.7124577152313397.995oklap5,491.005.49E+076.86E+07200400335201150.75435,668118,035,940Tdk pelu tul tekan3.05803074180.02550.0191250.003523.52941176470.00849384660.0084938466ok569.0877238744416803.84okB-utama-dlmtumpu400.004.00E+065.00E+06200350285171128.25370,64385,430,780Tdk pelu tul tekan0.30778701140.02550.0191250.003523.52941176470.00077656220.0035ok199.5213265.33oklap2,027.002.03E+072.53E+07200350285171128.25370,64385,430,780Tdk pelu tul tekan1.55971068020.02550.0191250.003523.52941176470.00409672570.0040967257ok233.5133623067313397.995okB-anaktumpu400.004.00E+065.00E+0615025018511183.25180,44426,997,862Tdk pelu tul tekan0.97394691990.02550.0191250.003523.52941176470.00250892250.0035ok97.125213265.33oklap1,930.001.93E+072.41E+0715025018511183.25180,44426,997,862Tdk pelu tul tekan4.69929388850.02550.0191250.003523.52941176470.01408081550.0140808155ok390.7426296112313397.995okmacam tul. :polos6,8,10deform12,13,16,19,22

geserPERHITUNGAN GESER PADA BALOKVc = 1/6 (fc' bw . d) =0.6jika : Vu < 0.5 Vc ----> tidak 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)fc' =20Mpafy sengk =240MpaVubhdy (per 1m)vuvcvsA sengkA sengk minA sengk > Amintul pakaiAs ada> As perlukgmmmmMpaMpaMpamm2mm2jrk (mm) (mm)lt-1B1a12,9391505505001,0001.72520.44721359551.27798640451,3312081331100101,570okB1b7,2741505004501,0001.07762962960.44721359550.630416034165720865720010785okB1c6,2281505004501,0000.92266666670.44721359550.475453071249520849520010785okatapB2a2,8421504003501,0000.54133333330.44721359550.0941197378982082082008502okB2b1,3371503002501,0000.35653333330.4472135955-0.0906802622(94)2082082008502okblk. Tangga20001504003501,0000.3809523810.4472135955-0.0662612145(69)2082082008502okblk tandon5971504003501,0000.11371428570.4472135955-0.3334993098(347)2082082008502okGarasiB-utamatepi40142004003501,0000.57342857140.44721359550.12621497591312782781508670okB-utama-dlm17962003503001,0000.29933333330.4472135955-0.1478802622(154)2782781508670okB-anak8581502502001,0000.2860.4472135955-0.1612135955(168)2082081508670ok``

lentur (2)PERHITUNGAN KOLOMPenulangan dipasang sama rata di semua sisi kolomDesain menggunakan diagram interaksi P-M terlampir (buku :CUR hal 181)fc' =20Mpa(diagram berlaku untk. fc' = 15, 20, 25, 30, 35Mpa)fy =400Mpa(diagram berlaku untk. fy = 400 Mpa)d'/h =0.15(diagram berlaku untk. d'/h = 0.15 )d' =50mm(selimut beton+sengkang+1/2diamter tul)h = tinggi penampang kolomSumbu vertikal =Pu / ( . Agr. 0.85. fc')Sumbu horisontal =Pu / ( . Agr. 0.85. fc') . (e/h)e = Mu / Pu =0.65(reduksi kekuatan kolom) = r. --->fc' 15 : =0.6fc' 20 : =0.8fc' 25 : =1.0fc' 30 : =1.2fc' 35 : =1.33typebhPuMuPuMueSb.ver.Sb.hor.d'/hrAs perlutul pakaiAs ada> As perlu(mm)(mm)kgkg.mNNmmmm 0.15mm2jmlD (mm)mm2K1a (Lantai-1)15045024,354932243,5409,320,000380.32651583710.030.1119008131061.32okK1b (Lantai-1)1504509008131061.32okK1c (teras)2502506258131061.32okK1d (garasi)250250221512162411.52okK2 (Lantai-2)150300450413530.66okDari hasil SAP2000 didapat As :typebhAs perlutul pakaiAs ada> As perlu(mm)(mm)mm2jmlD (mm)mm2K1a (Lantai-1)1506009008131061.32okK1b (Lantai-1)1505009008131061.32okK1c (teras)2502506258131061.32okK1d (garasi)250250221512162411.52okK2 (Lantai-2)150300450413530.66ok

masterbeam**** D E S I G N M O M E N C A P A C I T Y O F B E A M ****====> FY [Mpa]400BJTD 35====> F'C [Mpa]20K225Bar diameter [mm]12Width(mm)150Stirrups dia [mm]10Cover [mm]30Tens.Compr300350400450500550600650700750800barbarMn(kgm)Mu(kgm)Mn(kgm)Mu(kgm)Mn(kgm)Mu(kgm)Mn(kgm)Mu(kgm)Mn(kgm)Mu(kgm)Mn(kgm)Mu(kgm)Mn(kgm)Mu(kgm)Mn(kgm)Mu(kgm)Mn(kgm)Mu(kgm)Mn(kgm)Mu(kgm)Mn(kgm)Mu(kgm)221826164322782050273024573183286436353271408736784539408549914492544348995895530663485713322891260235703213424838234926443456045044628356546961626576396875831774868996809696748706332739246534173075409536864774429654524907613055176808612774876738816573488843795995218569

begelB130PERHITUNGAN GESER BALOKBeton :20MpaTul utama :12mmJumlah kaki2Baja :240MpaSengkang :10mmB ( cm )15jarak3035404550556065707580mmfVn (kg)fVn (kg)fVn (kg)fVn (kg)fVn (kg)fVn (kg)fVn (kg)fVn (kg)fVn (kg)fVn (kg)fVn (kg)75972911572134141525717099189422078522627244702631228155100773992051067112137136031506916534180001946620932223981505750683979289017101061119512284133731446215551166402004755565665567457835892581015911059119601286113761