Sheet1Catatan : Yang Berwarna Merah DiisiMutu beton=K225bk =225kg/cm2Mutu Baja=U 32*au =2780kg/cm2Beban hidup=450kg/m2Tebal plat lantai=15cmukuran balok memanjang=65x85cm ------->> di ujung =65x70cmukuran balok melintang=60x85cmukuran kolom=65x65cmt =3mAdukan spesi u lantai t=3cm( 1 cm beratnya =25kg/m2)Beban horisontal tidak diperhitungkanRencanakan secara kekuatan batasa. Penulangan plat lantaib. Penulangan balokc. Penulangan kolomd. Gambar penulangan tsbPENYELESAIANA. PERENCANAAN PLAT LANTAIBeban Plat :berat sendiri=0.15x2400=360kg/m2spesi t =3cm=3x25=75kg/m2beban hidup=450kg/m2q total885kg/m223.00m2.5m3.75m2.5m3.0017m3.00typeDenah platMomenBesar MomenMUCUqAtulanganA = qbh(2ko.bk/*au)A MIN = 0,25%.b.htplatkgm(1,5 M)(cm2)Mlx0.094qlx2q minA min 8 - 13lx519.9375779.916.9800.03.75( 3,87 cm2)0.03.75Mly0.012qlx2q min20%.A 6 - 20Aly66.37599.562519.5400.00.75( 1,41 cm2)0.03.75Mtx-0.094qlx2q minA min 8 - 13ly =23-519.9375-779.906256.9800.03.75( 3,87 cm2)0.03.75lx =2.5Mty-ly / lx =9.200.0Mlx0.058qlx2q minA min 8 - 13461.97692.967.4100.03.75( 3,87 cm2)0.03.75lyMly0.036qlx2- 8 - 12B286.74430.119.4000.03753.95( 4.12cm2)3.953.75lxMtx-0.058qlx2q minA min 8 - 13ly =3.75-461.97-692.967.4100.03.75( 3,87 cm2)0.03.75lx =3Mty-0.036qlx2- 8 - 12ly / lx =1.25-286.74-430.119.4000.03753.95( 4.12cm2)3.953.75Mlx0.063qlx2- 10 - 11.5lx784.05468751,176.085.6900.0646.73(6.83 cm2)6.733.75Mly0.013qlx2q min20%.A 6 - 20Cly161.7890625242.6812.5200.01.35( 1,41 cm2)0.03.75Mtx-0.063qlx2- 10 - 11.5ly =17-784.0546875-1,176.085.6900.0646.73(6.83 cm2)6.733.75lx =3.75Mty-0.038qlx220%.A 6 - 20ly / lx =4.53-472.921875-709.387.3200.03751.35( 1,41 cm2)3.953.75Catatan :CU =hMU2.ko.b.bkA =qbh(2ko.bk/*au)A min =0,25%.b.htB. PERENCANAAN BALOK DAN KOLOMPembebanan balok yang berasal dari pelat sbb :122.50ma45o45o45o45o3.75m45o45o45o45ob2.50m3.00m17m3.00mq2 =1209kg/mq1 =1326kg/mq2beban balok---->beban plat type Aq3 =2212.5kg/mbeban plat typeB & CCDEFq5 =1659.375kg/m0.9375m0.9375m0.9375m0.9375mq4 =1659.375kg/m5.35mAB3m17m3mBeban yang bekerja pada balok :1. Berat sendiri balok :Bagian DE=0.65x0.85x2400=1326kg/m ( = q1 )Bagian CD ( berupa Voute ) : = bagian EFBerat total =0.7+0.85x0.65x2400x32=3627kg3627dibagikan merata sepanjang CD (atau EF)==1209kg/m3( = q2 )2. Berat Plat type A :q3=885x2.50=2212.5kg/m3. Plat Type B : q4=q lx =0.5(885) (3.75)=1659.375kg/m4. Plat Type C : q5=q lx =0.5(885) (3.75)=1659.375kg/mPERHITUNGAN MEKANIKA TEKNIKNYAInersia dan kekuatan :4I balok=1/12(65) (85)=3326510.41666667cm4I kolom=1/12(65) (65)=1487552.08333333cmKDE=3326510.42=1956.77cm1700KDA=1487552.08=2780.47cm535Koef Cross :DE=1956.77=0.4131956.77+2780.47DA=0.587Momen PrimerAkibat beban q1=1326kg/mMFDE=-MFED=1/12(1326) (17) =31935kgmAkibat beban q2=1209kg/m- MDC=MEF=1/2(1209) (3) =5441kgmAkibat beban q3=2212.5kg/mMFDE=-MFED=1/12(2212.5) (17) =53284.38kgm- MDC=MEF=1/2(2212.5) (3) =9956kgmAkibat beban q4=1659kg/m- MDC=MEF= (1659.4) (2.0625) (1.03+0.94) +0.5(1659.375) (0.94)(0.667) (0.94)=7224.11kgmAkibat beban q5=1659.4kg/m0.93750.9375MFDE=- MFED=1/8(1659.4).(17) (1-(2-))1717=479559.375x0.99=59566.73kgmJadiMFDE=- MFED=31934.5+53284.38+59566.73=144785.60kgm- MDC=MEF=5440.5+9956.25+7224.11=22620.86kgmCROSS : Tak ada pergoyangan.TITIKABDEBALOKADBEDCDADEEDEBEF0.00.00.00.60.40.40.60.0FEM0.00.0-22620.90.0144785.6-144785.60.022620.9BAL0.00.00.0-71703.2-50461.550461.571703.20.0CO-35851.635851.60.00.025230.8-25230.80.00.0BAL0.00.00.0-14808.9-10421.810421.814808.90.0CO-7404.57404.50.00.05210.9-5210.90.00.0BAL0.00.00.0-3058.5-2152.42152.43058.50.0CO-1529.21529.2TOTAL-44785.344785.3-22620.9-89570.6112191.5-112191.589570.622620.9Hasil Momen :22620.9112191.5112191.522620.9CDEF89570.689570.644785.344785.3ABMomen Lapangan :q1=1326+2212.50=3538.5kg/mq2=1659.375kg/mDE112191.5112191.50.9375m15.125m0.9375mRDER15.125+17DE=0.5(1659.375) +0.5(3538.5) (17)=43404.10546875kg2M lap=43404.10546875(8.5) -12567.3-0.5(3538.5) (8.5)-0.5(1659.375)(0.9375)(5-0.625) -1659.375(7.5625) (3.78)=177685.273974609kgmPenulangan balok ditabelkan As A = As BBalokPembebananketBesarnyaMU ( 1,5M )CuqA2 ( cm)A'2 ( cm)A = qbh(2ko.bk/*au)A MIN = 12 b h / *au3421.5kg/mq minA minMDC22620.9kgm33931.3kgm5.250.422.46 229.03 220.022.4CDh =80( 22.81 cm2)( 11.4 cm2)=1659.375kg/mq minA minEFMG2701.70kgm4052.5kgm13.330.419.76 227.93 220.019.71.031.030.9375h =70.2( 22.81 cm2)( 11.4 cm2)CGHDq minA minMH10806.8kgm16210.2kgm7.150.421.16 228.53 220.021.1h =75.3( 22.81 cm2)( 11.4 cm2)lintangdi D13134.2kg19701.2kgbu =4.21kg/cmDipakai sengkang praktis< *bu ( 9,5 kg/cm) 8 - 15Lintang65706585di H9806.5kg14709.8kgbu =3.34kg/cmDipakai sengkang praktis< *bu ( 9,5 kg/cm) 8 - 15-3538.5kg/mM Kiri112191.5kgm168287.2kgm2.360.40.05422.77 229.12 2222.7322.4h =80( 26.61 cm2)( 7,60 cm2)-1659.375kg/mM Kanan112191.5kgm168287.2kgm2.360.40.05422.77 229.12 2222.7322.4DEh =80( 26.61 cm2)( 7,6 cm2)-M lap177685.3kgm266527.9kgm1.870.40.05824.47 229.83 2224.4122.4DEh =80( 26.61 cm2)( 11,40 cm2)Lintang0.937515.1250.9Kiri =43404.1kg65106.2kgbu =13.91kg/cmDipakai sengkang praktisKanan< *bu ( 9,5 kg/cm) 8 - 15Catatan :1.ht =85cmh =80cm80Cu =Mu2(0.5) (0.65) (225)2.Untuk Voute CD = EFdi G : Tinggi Balok =70x1.97+85x1.03=75.15625cmh =70.16cm3di H : Tinggi Balok =70x0.9375+85x2.06=80.3125cmh =75.31cm33.Lintang pada potongan D : harus dikoreksi dengan adanya Voute.703mDx beton di D =Dx - (Mx/hx)tg Dimana tg =(85-70) /300=0.05085GDx beton di D =14464.79296875- (22620.90.85)0.050=13134.2H110.9375mDx beton di H =10479.3046875- (10806.80.803125)0.050=9806.512 bh12(65) (ht-5)4.A min ==*au2780Utk portal As 1 = 2Beban yg bekerja :q2 =1659.375kg/m- Berat sendiri balok=0.6x0.85x2400=1224kg/m1659.375kg/m1224kg/m- Berat Plat Type B = C :=q1 = q Lx=0.5(885) (3.75)=1659.375kg/m6085Karena Bentang balok kecil sekali, dpt dipastikan bahwatulangan utk memikul momen tumpuan dan lapangan6565merupakan tulangan minimum.jadiA =20.72cm( = A minimum )dipakai6 225.4m( 22.81 cm2)A' =0.4A=8.29cmdipakai3 22( 11.4 cm2)3.8mPenulangan Kolom :Beban normal yg dipikul kolom = ( luas bagian arsir ) x q3m8.5m2.51.875Normal yg dipikul kolom :Ujung atas-Berat balok=(0.65) (0.85) (3) + (0.6) (0.85) (1.875) (2400kg )=6273kg-Beban Plat=(3+0) (2.5+1.875) (885)=10237.5kg-N=16510.5kgUjung bawah kolom :N=16510.5+ (0.65x0.65x5.35) (2400)=21935.4kgMomen yg dipikul kolom :Ujung atas=89570.6kgmUjung bawah=44785.3kgYang paling menentukan adalah ujung atas :M=89570.63kgmMu=134355.9kgmN=16510.50kgNu=24765.8kgLk=0,7 . L=0.7(535)=374.5cmMueo1==5.425mNueo2=1/30 ht dan > 2 cm=2.17cmdipakaieo2=0.0216666667meo=eo1+eo2=5.447meo=8.380C2=6.96C1=1hte1=C1C2(Lk)xht=1.50cm=0.015m100hte2=0.15ht=0.10meu=eo+e1+e2=5.559meu=8.553ht'ou=24765.8/(65.65)=5.86=0.0262 ko . ' bk2(0.5)(225)225Dari nomogram untuk " FOUR FACE "U 32diperoleh q total=0.132(0.5) (225)Jadi A total=0.13(65) (65)2780=549.25x0.081=44.45cm A max=6 % . b . ht=0.06x65x65=253.5cm A min=1 % . b . ht=0.01x65x65=42.25cm Jadi utk kolom dipakai tulangan10 25 ( 49.09 cm2)disebar merata pada keempat sisiUntuk sengkang kolom, dipakai sengkang praktis 8 - 10

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