standar pondDesign PondasiGudang Oli PH 4,5A. Data teknisGaya
aksial Perlu/vertikal (Pu)=32750kgGaya aksial Perlu/horizontal
(Ph)=0kgMomen perlu (M1)=5230kgmf'c=30Mpafy=240MpaLebar kolom
pondasi(b)=300mmTinggi kolom pondasi (h)=1200mmB. Hasil Analisa1200
mmLebar pondasi (B)=1100mmTebal pondasi (d)=0.3mm300
mmTulangan=dia16 - 250Jumlah tul.per lebar pondasi=5bh0.3C.
AnalisaData penyelidikan tanahg(Wet density)=1700t/m3f(angle of
internal friction)=45oc(cohesion)=0kg/cm2t(timbunan tanah
merah)=0cmB=1100Analisa Terzaghiqult =
1,3.c.Nc.+q.Nq+0,4.g.B.NgTabel Tersaghi untuk nilai
:f,Nc,Nq,Ngf=05Nc=5.77.3Nq=11.6B=1100Ng=00.5Untuk sudut geser
(f)=45oNc=20.1Nq=6.4Ng=4.5qult =
1,3.c.Nc.+q.Nq+0,4.g.B.Ng=336.600kg/cm2B=1100SF ( safety
factor)=1.5qa tanah = qult/SF=224.400kg/cm2Daya dukung
gelamf10-600=0kg/cm20kg/m2Rencana jumlah gelam=0bhDaya dukung gelam
totalf10-600=0kg/cm2qa tanah + gelam=224.400kg/cm2=22.44N/mm2Pu/B^2
r min =0.0005833333r min =1.4/FY=0.0005833333rb
=b1*((0.85*f'c)/fy)+(600/(600+fy))=0.2903125>r =0.0018278357r
max =0.75*rb=0.217734375Lengan momen
(a)=(Aperlu*fy)/(0.85*f'c*b)=6.8812639086mmfMn
=fAs*fy(d-0.5a)=61234937.726463Nmm=6123.4937726463kgm>
Mu5230kgmOk!
Page &P of &Ngelamf10-6mbbMuPud=gelamf10-6mPh
pond platDesign PondasiTanki Depo BBM Modul3 Blok VA. Data
teknisGaya aksial Perlu/vertikal (Pu)=718.3333333333kgGaya aksial
Perlu/horizontal (Ph)=0kgMomen perlu
(Mu)=10kgmf'c=22.5Mpafy=240MpaLebar kolom (b)=150mmdimensi
PondasiLebar pondasi (B)=500mmTebal pondasi (d)=100mmB.
AnalisaBerat tangki=2000kgBerat minyak tanah=17430kg150Berat
sendiri plat (t:10 cm)=2880kgBerat total=22310kg100Daya dukung
tanah + gelam=18000kgBerat sisa (untuk satu
kolom)=718.3333333333kgData penyelidikan tanahg(Wet
density)=1.289t/m3f(angle of internal
friction)=4.5oc(cohesion)=0.05kg/cm2500t(timbunan tanah
merah)=0cmAnalisa Terzaghiqult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng125Tabel
Tersaghi untuk nilai
:f,Nc,Nq,Ngf=05Nc=5.77.3Nq=11.6300500Ng=00.5Untuk sudut geser
(f)=4.5oNc=7.14Nq=1.54Ng=0.45500125panjang pon500qult =
1,3.c.Nc.+q.Nq+0,4.g.B.Ng=0.466kg/cm2lebar pon500mmSF ( safety
factor)=1.5D gelam100mmqa tanah = qult/SF=0.311kg/cm2jml gelam arah
x2bhDaya dukung gelamf10-600=0.02kg/cm2x125Rencana jumlah
gelam=4bhy125Daya dukung gelam totalf10-600=0.08kg/cm2luas
perlu62500qa tanah + gelam=0.391kg/cm2=0.03909468N/mm2jml gelam
arah y2Pu/B^2 r =0.01048r max =0.75*rb=0.2008007812Lengan momen
(a)=(Aperlu*fy)/(0.85*f'c*b)=13.151372549fMn
=fAs*fy(d-0.5a)=9399233.35529412Nmm=939.9233355294kgm>
Mu10kgmOk!
MuPub=B=d=gelamf10-6mB=bB=bgelamf10-6m
pond pompaDesign PondasiTanki Depo BBM Modul3 Blok Vtitik aA.
Data teknisMomen perlu (Mu)=0kgmf'c=17.5Mpafy=240MpaDaya dukung
tiang pancang=1351kgLebar kolom (b)=200mmdimensi PondasiLebar
pondasi (B)=1000mmTebal pondasi (d)=200mmB. AnalisaBerat pipa +
pompa=1531.9kgBerat air=1458.395kg200Berat total=2990.295kgDaya
dukung T.Pancang=2702kg200Berat sisa (untuk satu
kolom)=288.295kgGaya aksial Perlu/vertikal (Pu)=288.295kgData
penyelidikan tanahg(Wet density)=1.289t/m3f(angle of internal
friction)=4.5oc(cohesion)=0.05kg/cm21000t(timbunan tanah
merah)=0cmAnalisa Terzaghiqult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng125Tabel
Tersaghi untuk nilai
:f,Nc,Nq,Ngf=05Nc=5.77.3Nq=11.63001000Ng=00.5Untuk sudut geser
(f)=4.5oNc=7.14Nq=1.54Ng=0.451000125panjang pon500qult =
1,3.c.Nc.+q.Nq+0,4.g.B.Ng=0.469kg/cm2lebar pon500mmSF ( safety
factor)=1.5D gelam100mmqa tanah = qult/SF=0.312kg/cm2jml gelam arah
x2bhDaya dukung T. Listrik DPC-9-100=1.233kg/cm2x125Rencana jumlah
T. Listrik=2bhy125Daya dukung T. Listrik total=2.466kg/cm2luas
perlu62500qa tanah + T. Listrik=2.778kg/cm2=0.27784936N/mm2jml
gelam arah y2Pu/B^2 r =0.00262r max =0.75*rb=0.1895117188Lengan
momen (a)=(Aperlu*fy)/(0.85*f'c*b)=8.4544537815fMn
=fAs*fy(d-0.5a)=19696307.1569748Nmm=1969.6307156975kgm>
Mu0kgmOk!
MuPub=B=d=gelamf10-6mB=bB=bgelamf10-6m
pile cap1Design Pile Cap (Tanpa tulangan geser)A. Data
teknisGaya aksial (b. mati+b. hidup) (Pu)=160000kgGaya aksial
Perlu/horizontal (Ph)=0kgMomen perlu (M1)=70kgmMutu beton (K125
,K175, K225)=225kg/cm2fy=320MpaLebar kolom pondasi(b)=60cmLebar
tiang pancang(b')=35cmLebar pile cap (B)=220cmTebal pile cap
(ht)=60cmPenutup beton (Pb)=7.5cm60B. Analisaa.Tebal pile cap dan
penulanganBerat sendiri pile cap=6969.6kgBeban pertiang (ada
4tiang)=81742.4kg0.50.30.60.30.5Geser Ponsh=ht-Pb=52.5cmB=220luas
bidang geser =4(b+h)*h=4(60+h)*htbpu =Pu/(4(b+h)*h) tertarik
keatasP1 = P3=1228.5kgB=200tiang 2,4----> tertekan kebawahP2 =
P4=1375.5kgGeser PonsB=200h=ht-Pb=8cmluas bidang geser
=4(b+h)*h=4(20+h)*htbpu =Pu/(4(b+h)*h) 0.8Ok !!!
&R&9Mydoc/titip/jal/design/pondasi.xlsT.
Pancang35x35MuPud=PhT. Pancang35x352111qtbb
