PERHITUNGAN PONDASI TELAPAK.xls
2
Design Pondasi Gudang Oli PH 4,5 A. Data teknis Gaya aksial Perlu/vertikal (Pu) = 32750 kg Ga ya aksial Per lu /hor izontal (Ph ) = 0 kg Momen perlu (M1) = 5230 kgm f'c = 30 Mpa fy = 240 Mpa Lebar kolom pondasi(b) = 300 mm Tinggi kolom pondasi (h) = 1200 mm B. Hasil Analisa Lebar pondasi (B) = 1100 mm Tebal pondasi (d) = 0.3 mm 300 mm Tulangan = dia 16 - 250 Jumlah tul.per lebar pondasi = 5bh C. An alisa Data penyelidikan tanah g (Wet density) = 1700 t/m f (angle of internal friction) = 45 o c (cohesion) = 0 kg/cm t (timbunan tanah merah) = 0 cm Analisa Terz aghi qult = 1,3.c.Nc.+q.Nq+ 0,4.g.B.Ng Tabel Tersaghi untuk nilai :f,Nc,Nq,Ng f = 0 5 Nc = 5.7 7.3 Nq = 1 1.6 g = 0 0.5 Untuk sudut geser (f) = 45 o Nc = 20.1 Nq = 6.4 Ng = 4.5 qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng = 336.600 kg/cm SF ( safety factor) = 1.5 qa tanah = qult/SF = 224.400 kg/cm Daya dukung gelamf10-600 = 0 kg/cm Rencana jumlah gelam = 0 bh Daya dukung gelam totalf10-600 = 0 kg/cm qa tanah + gelam = 224.400 kg/cm = 22.44 N/mm Pu/B^2 <s'lentur B^2 Pu/s'lentur, B^2 = 14594.47415 mm B= 121 mm 1 2 0 0 m 0 . 3 B=1100 B 1 1 0 0 B=1100 gelam f 10-6m b b Mu Pu d gelam f 10-6m Ph Page 1 of 2
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Transcript of PERHITUNGAN PONDASI TELAPAK.xls
7/15/2019 PERHITUNGAN PONDASI TELAPAK.xls
http://slidepdf.com/reader/full/perhitungan-pondasi-telapakxls 1/2
Design Pondas i
Gudang Oli PH 4,5
A. Data teknis
Gaya aksial Perlu/vertikal (Pu) = 32750 kg
Gaya aksial Perlu/horizontal (Ph) = 0 kg
Momen perlu (M1) = 5230 kgm
f'c = 30 Mpa
fy = 240 Mpa
Lebar kolom pondasi(b) = 300 mm
Tinggi kolom pondasi (h) = 1200 mm
B. Hasi l Anal isa
Lebar pondasi (B) = 1100 mm
Tebal pondasi (d) = 0.3 mm 300 mm
Tulangan = dia16 - 250
Jumlah tul.per lebar pondasi = 5 bh
C. An alisa
Data penyelidikan tanahg (Wet density) = 1700 t/m
f (angle of internal friction) = 45 o
c (cohesion) = 0 kg/cm
t (timbunan tanah merah) = 0 cm
Analisa Terzaghi
qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng
Tabel Tersaghi untuk nilai :f,Nc,Nq,Ng
f = 0 5
Nc = 5.7 7.3
Nq = 1 1.6g = 0 0.5
Untuk sudut geser (f) = 45o
Nc = 20.1
Nq = 6.4
Ng = 4.5
qult = 1,3.c.Nc.+q.Nq+0,4.g.B.Ng = 336.600 kg/cm
SF ( safety factor) = 1.5
qa tanah = qult/SF = 224.400 kg/cm
Daya dukung gelamf10-600 = 0 kg/cm
Rencana jumlah gelam = 0 bh
Daya dukung gelam totalf10-600 = 0 kg/cm
qa tanah + gelam = 224.400 kg/cm = 22.44 N/mm
Pu/B^2 <s'lentur
B^2 Pu/s'lentur, B^2 = 14594.47415 mm
B = 121 mm
1 2 0 0 m
0 . 3
B=1100
B = 1 1 0 0
B=1100
gelam
f10-6m
b
b
Mu
Pu
d =
gelam
f10-6m
Ph
Page 1 of 2
7/15/2019 PERHITUNGAN PONDASI TELAPAK.xls
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1. One way action
diambil lebar pondasi = 1100 mm
qu= Pu/B^2 = 0.270661157 N/mm
Vu < Vc
qu*B(0.5*B-0.5*b-d)0.6*1/6(sqrt(f'c =
Tebal pondasi (d) 390.7598194 mmdiambil tebal pondasi = 400 mm
qu= Pu/B^2<s'lentur = 0.271 N/mm < 22.440 N/mm Ok!
2. Two way action
bc =B/b = 3.666666667
bo =2*((B+d)+(B+d)) = 6000 mm
Vc =(1+2/bc)*2*sqrtf'c*bo*d = 40631055.2 N
Vcmax=4*sqrt*f'c*bo*d = 52581365.52 N
Vc < Vcmax……..ambil Vc = 40631055.2 N
fVc=0.6*Vc = 24378633.1 N
Vu =qu*((B^2-(B+d)*(b+d)) = 43305.78512 N < 2.4E+07 N Ok!
3. Tinjauan terhadap momen lentur
M1 (momen akibat reaksi kolom) = 5230000 kgmm
M2 (momen akibat gaya horisontal) = 0 kgmm
AS = Mu/f0,9*d*fy = 756.6550926 mm
dicoba tulangan f = 16 mm
Jarak = 250 mm
As perlu = 804 mm
r = As perlu/B*d = 0.001827836 > r min = 0.0006
r min =1.4/FY = 0.000583333
rb =b1*((0.85*f'c)/fy)+(600/(600+fy) = 0.2903125 > r = 0.0018
r max =0.75*rb = 0.217734375
Lengan momen (a)=(Aperlu*fy)/(0.8 = 6.881263909 mm
fMn =f As*fy(d-0.5a) = 61234937.73 Nmm
= 6123.493773 kgm > Mu 5230 kgm Ok!
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