pondasi dan pile capPERENCANAAN PONDASI TIANG PANCANGTANAH 1H1mTANAH 3H2mTANAH 5H4mN3 b116kN/m3N8 b318kN/m3N43 b520kN/m3Cu/pr0.1 sat117kN/m3Cu/pr0.38 sat320kN/m3N60(1/0.6)*Ef*Cb*Cs*Cr*N sat520kN/m3c20cu10kN/m2c32cu38kN/m246c 50kN/m2 129336 545' 17.19kN/m3' 310.19kN/m3' 510.19kN/m3TANAH 2H4mTANAH 4H3m w9.81kN/m3kedalaman tiang=12mN7 b217kN/m3N38 b418kN/m3D tiang60cm0.6mCu/pr0.3 sat218kN/m3N60(1/0.6)*Ef*Cb*Cs*Cr*N sat418kN/m3Pv8260.02kNc28cu30kN/m241c40kN/m2kedalaman kritis=15 x diameter tiang pancang234440=9m' 28.19kN/m3' 48.19kN/m3Perhitungan Pokedalaman0-1kedalaman7-9.5Po 1=h1 x ' 1Po 4=(h4 x ' 4) + Po1 + Po2 + Po3=16kN/m2=281kN/m2kedalaman1-5kedalaman9.5-10Po 2=(h2 x ' 2) + Po1Po 5=(h5 x ' 5) + Po1 + Po2 + Po3 + Po4=84kN/m2=521.0950kN/m2kedalaman5-7kedalamanPo 3=(h3 x ' 3) + Po1 + Po2Po 6=10-12=136kN/m2(h6 x ' 6) + Po1 + Po2 + Po3 + Po4 + Po51058.4750kN/m2Diagram Tekanan Tanah Vertikalkedalaman0-1kedalaman7-9.5Po 1'=Po awal + Po 1=8kN/m2Po 4'=Po 3 + Po 4=208.5kN/m222kedalaman1-5kedalaman9.5-10Po 2'=Po 1 + Po 2=50kN/m2Po 5'=Po 4 + Po 5=401.0475kN/m222kedalaman5-7kedalaman10-12Po 3'=Po 2 + Po 3=110kN/m2Po 6'=Po 5 + Po 6=789.785kN/m222Tahanan Ujung Tiang (Qb)a. Qb akibat komponen gesekan (Granuler)Ab=0.2827m2

tanah 5 1=45fb=0.6*r*N602.5d0.6S diambil yang paling besar.=2.8333333333>2.5keruntuhan tunggalKapasitas Dukung Izin Berdasarkan Tiang TunggalEfisiensi KelompokEg=1-(n'-1) m + (m-1) n'90 m n'=arctan d/s=19.4400348282Eg=0.69399945181Kapasitas Dukung Kelompok Tiang (Qa)Qa=Eg x n x Qu=8316.7820kNQa>W8316.7820259291>8260.02OKKapasitas Dukung Izin Berdasarkan Kelompok TiangQg=2 x H x (b+l) x C + 1,3 x Cb x Nc x b x lTABEL KAPASITAS DUKUNG TERZAGHIb=jarak pilecap dengan dinding terluar pondasi (memanjang)=5mKeruntuhan geser umumKeruntuhan geser lokall=jarak pilecap dengan dinding terluar pondasi (arah lebar)=6.7mNcNq NNc'Nq 'N'C=digunakan rata-rata=15.6kN/m205.7105.710Nc=tabel terzaghi (5)=172.357.31.60.56.71.40.2Cb=dipakai C dasar pondasi=0kN/m2109.62.71.281.90.51512.94.42.59.72.70.9Qg=4380.48kN2017.77.4511.83.91.72525.112.79.714.85.63.2SF=2.53037.222.519.7198.35.7Qg=Qg=4380.48=1752.192kN3452.636.53523.711.79SF2.53557.841.442.425.212.610.14095.781.3100.434.920.518.8Kapasitas Dukung Izin (Qu)45172.3173.3297.551.235.137.7berdasarkan kelompok tiang=1752.192kN48258.3287.9780.166.850.560.4berdasarkan tiang tunggal=8316.7820259291kN/tiang50347.6415.11153.281.365.687.7Tabel 3.1 halaman 94 Teknik fondasi 1digunakan yang paling kecil=8316.7820259291kNCek Qu terhadap W>>>>>>>>Qu>W1752.192>>>>>>Sehingga Tiang Mampu Menahan Beban yang diterima

penulangan pile capPERHITUNGAN BEBAN MAX YG DITERIMA TIANGPv842tonJumlah Tiang12x max2.55m0.8y max1.7mf'c33.2N/mm2Mx0tmfy400N/mm2My0tmA efektif1717500mm2Sx^213.005Sy^25.78nx4ny3Pmax untuk 1 tiang70.1666666667ton101.7996ok,lebih kecil dari kapasitas dukung 1 tiangPenulangan Arah X0.2533Pmax70.1666666667tonMx547.3tm5369.01kNmTebal pelat (h)1800mmPenutup Beton (p)70mmDiameter Tulangan25mmTinggi efektif (dx)1717.5mm1.7175m

m=14.1743Rn=2.2752p=0.0059

p min=0.0035

B=0.8271pb=0.0350p max=0.0263p min < p < p maxAs max=p max xA efektifAs min < As max< As=45101.0654196429mm2As min=p minxA efektif=6011.25mm2As=pxA efektif=10198.102288301mm2n=20.775403383621tulanganAs ada=10308.3508945915>10198.102288301AMANDipakai 21D25

S min=(0.25*pi()*d^2)*(b/As)=48.1338427725mm48mm

Penulangan Arah YMy364.87tm3579.3420kNmTebal Pelat1800mmPenutup Beton (p)70mmDiameter Tulangan25mmTinggi efektif (dy)1717.5mm1.7175mm=14.1743Rn=1.5168p=0.0039

p min=0.0035B=0.8271pb=0.0350p max=0.0263p min < p < p maxAs max=p maxxA efektif=45101.0654196429mm2As min=p minxA efektif=6011.25mm2As=pxA efektif=6697.7423845925mm2n=13.651449446314tulanganAs ada=6868.75>6011.25AmanDipakai 15D25S min=(0.25*pi()*d^2)*(b/As)=73.2894494797mm73mm

penurunanJumlah tiang12buahkedalaman tiang12mjarak panjang0.75m4buahKedalaman tanah keras10mjarak lebar0.75m2buahqc rata-rata250kN/m2beban per tiang688.335kNTebal lapisan mampat8mdata tanah2V : 1H4TANAH 1H1mTANAH 3H2mTANAH 5H4mN3 b116kN/m3N8 b318kN/m3N43 b520kN/m3Cu/pr0.1 sat117kN/m3Cu/pr0.38 sat320kN/m3N60(1/0.6)*Ef*Cb*Cs*Cr*N sat520kN/m3c20cu10kN/m2c32cu38kN/m246c 50kN/m2 129336 545' 17.19kN/m3' 310.19kN/m3' 510.19kN/m3TANAH 2H4mTANAH 4H3m w9.81N7 b217kN/m3N38 b418kN/m3Cu/pr0.3 sat218kN/m3N60(1/0.6)*Ef*Cb*Cs*Cr*N sat418kN/m3c28cu30kN/m241c40kN/m2234440' 28.19kN/m3' 48.19kN/m3panjang kelompok tiang=2.25mlebar kelompok tiang=0.75mKedalaman dasar pondasi=4marea pembebananpanjang=4.25mlebar=2.75mTekanan pada dasar pondasi=706.7396791444kN/m2po'=137.34kN/m2C=52.0524049881delta p=278.2322526316kN/m2penurunan segera3.02586466171.1071968892Si0.1701664912m170.1664911667mm

Sheet1Pile NumKoordinatDistribution LoadsX-DirectionY-DirectionXYX2Y2Dist. Load ( P )PPermControlDistanceMoment X (kN-m)DistanceMoment Y (kN-m)( m )( m )( m )( m )( ton )( kN )( ton )x ( m )LeftRighty ( m )AboveBelow1-2.5501.7006.5032.89070.167688.335101.800OK2.1501479.9200.0001.300894.8360.0002-0.8501.7000.7232.89070.167688.335101.800OK0.450309.7510.0001.300894.8360.00030.8501.7000.7232.89070.167688.335101.800OK0.4500.000309.7511.300894.8360.00042.5501.7006.5032.89070.167688.335101.800OK2.1500.0001479.9201.300894.8360.0005-2.5500.0006.5030.00070.167688.335101.800OK2.1501479.9200.0000.0000.0000.0006-0.8500.0000.7230.00070.167688.335101.800OK0.450309.7510.0000.0000.0000.00070.8500.0000.7230.00070.167688.335101.800OK0.4500.000309.7510.0000.0000.00082.5500.0006.5030.00070.167688.335101.800OK2.1500.0001479.9200.0000.0000.0009-2.550-1.7006.5032.89070.167688.335101.800OK2.1501479.9200.0001.3000.000894.83610-0.850-1.7000.7232.89070.167688.335101.800OK0.450309.7510.0001.3000.000894.836110.850-1.7000.7232.89070.167688.335101.800OK0.4500.000309.7511.3000.000894.836122.550-1.7006.5032.89070.167688.335101.800OK2.1500.0001479.9201.3000.000894.836

43.3523.12842.008260.021221.595369.015369.013579.343579.34