Perhitungan Tiang Pancang Group Pile
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Diketahui data tanah dan hasil uji triaxial seperti gambar di bawah ini. N = 600 ton L = 25 D real = 0.4 m D equiv= 0.45 m ML = 80 tm MB = 60 tm 4D = 1.6 1. Menghitung ukuran pile cape s l = 2D = 0.9 m s b = 2D = 0.9 m Lg = = 5.8 Bg = = 2.2 Ukuran poer L = Lg + 2D = 6.6 m Ukuran poer B = Bg + 2D = 3m kontrol taling n1 = 3 n2 = 7 kontrol taling= 0.606305 group pile 2. Menghitung beban yang dipikul masing2 tiang pancang n = 21 MB = 60 ML = 80 N = 600 N = n = ML = s x ƩX² = MB = 1 600 21 80 3 2.7 29 60 2 600 21 80 2 1.8 29 60 3 600 21 80 1 0.9 29 60 4 600 21 80 0 0 29 60 5 600 21 80 1 0.9 29 60 6 600 21 80 2 1.8 29 60 7 600 21 80 3 2.7 29 60 Ʃs + 1 D Ʃs + 1 D
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Perhitungan Tiang Pancang Group Pile
Transcript of Perhitungan Tiang Pancang Group Pile
Diketahui data tanah dan hasil uji triaxial seperti gambar di bawah ini.
N = 600 ton L = 25D real = 0.4 mD equiv= 0.45 mML = 80 tmMB = 60 tm4D = 1.6
1. Menghitung ukuran pile cape
s l = 2 D = 0.9 ms b = 2 D = 0.9 m
Lg = = 5.8
Bg = = 2.2
Ukuran poer L = Lg + 2D
= 6.6 mUkuran poer B = Bg + 2D
= 3 m
kontrol talingn1 = 3n2 = 7kontrol taling= 0.606305 group pile
2. Menghitung beban yang dipikul masing2 tiang pancangn = 21MB = 60ML = 80N = 600
N = n = ML = s x ƩX² = MB =1 600 21 80 3 2.7 29 602 600 21 80 2 1.8 29 603 600 21 80 1 0.9 29 604 600 21 80 0 0 29 605 600 21 80 1 0.9 29 606 600 21 80 2 1.8 29 607 600 21 80 3 2.7 29 60
Ʃs + 1 D
Ʃs + 1 D
8 600 21 80 3 2.7 29 609 600 21 80 2 1.8 29 60
10 600 21 80 1 0.9 29 6011 600 21 80 0 0 29 6012 600 21 80 1 0.9 29 6013 600 21 80 2 1.8 29 6014 600 21 80 3 2.7 29 6015 600 21 80 3 2.7 29 6016 600 21 80 2 1.8 29 6017 600 21 80 1 0.9 29 6018 600 21 80 0 0 29 6019 600 21 80 1 0.9 29 6020 600 21 80 2 1.8 29 6021 600 21 80 3 2.7 29 60
Q MAKS = 40.30542Q MIN = 16.83744
3. Menghitung daya dukung keseimbangan (Qg)n = 21f = --------> c = 7.5 75 = 4.725 t/m²
0 ° -----> Nc = 5.14Depth/Kedlman = 25 mBg = 2.2Lg = 5.8
Qg = ((2D x (Bg + Lg) x f) + (1,3 x c x Nc x Bg x Lg) 2529.467 Ton
Sf = 3Qgs = 843.1558 > Q=N = 600 AMAN
4. Kapasitas /kekuatan satu tiang pancangQ ult = Q frict + Q tip
Q frict = = 166.9106
Q tip = C x Nc x A tip = 6.168 ton
Q ult = Q frict + Q tip = 173.0786
α c t/m² =
Ø =
f x ( π . D ) X L
Q is = Q ult / SF = 57.69288 Jadi Qis = 57.69288 > Q maks = 40.30542
5 kontrol efisiensiefisiensi group Eg=
arc tan d/s = 26.33 °n1= 3n2= 7
Eg= 55 %
Q all = Q is x Eg x n = 671.4425 ton > Q =N 600
prosentase selisih antara Q all dan N (10 s/d 20%)
prosentase = 11.90708 %
L Pile = 25 m0.75
2/3 L = 16.66667
Hmat = 3 1.986667 m z1 = 0.993333h2 = 6.933333 1.986667 m z2 = 2.98H = 9.933333 1.986667 m z3 = 4.966667
1.986667 m Z4 = 6.9533331.986667 m z5 = 8.94
b. Menghitung tegangan efektig tanah
= 13.245
σv1 + (ϒd x (z2-z1)) = 14.735
= 16.225
σv3 + (ϒd x (z4-z3)) = 17.715
σv4 + (ϒd x (z5-z4)) = 19.205
Ø =
ϒd =
Δh1 =
Δh2 =
Δh3 =
Δh4 =
Δh5 =
σv1 = (ϒd x 2/3L) + (ϒd x z1)
σv2 =
σv3 = σv3 + ((ϒd x (z3-z2))
σv4 =
σv4 =
1−Ø ( −1 + −1 )/(90 )(� )� � (� )� � � � �
1−Ø ( −1 + −1 )/(90 )=(� )� � (� )� � � � �
A1 = 21.69338A2 = 45.4804A3 = 77.16111A4 = 116.7355A5 = 164.2036
27.6582113.1925
7.7759385.139824
3.6543.4.3 Menhitung tegangan angka pori
Cc = 0.82
0.4015580.2276990.1394360.0907220.0620270.921443
3.4.4 Menghitung Sce = 2.65
0.2185650.1239350.0758940.0493790.0337610.501534 m = 50.1534 cm
3.4.5 Menghitung waktu penurunanCv = 0.00015 cm/detiku = 0.9Tv = 0.848H = 993.3333 cmt1 = 176.8838t2 = 53.06513total = 229.9489
3.4.6 menghitung settlement of immediateE lempung sedang = 90
0.5Lg/ Bg = 2.636364 → Ip = 0.73
Si = 0.539421 m - 53.94209 cm
3.4.7 menghitung Ss
c. Menghitung penyebaran tegangan tanah (Δp)
Δp1 =Δp2 =Δp3 =Δp4 =Δp5 =
Δe1 =Δe2 =Δe3 =Δe4 =Δe5 =Ʃδe =
ΔSc 1 =
ΔSc 2 =
ΔSc 3 =
ΔSc 4 =
ΔSc 5 =
ƩSc =
µ lempung jenuh =
H = 9.933333 mep = 2.375
-1.762249Ss = 2.711999
3.4.8 menghitung S totalS total = 3.752954 m
Cα =
s Y ƩY² = Arah ML Arah MB1 0.9 12.6 1 - +1 0.9 12.6 2 - +1 0.9 12.6 3 - +1 0.9 12.6 4 + +1 0.9 12.6 5 + +1 0.9 12.6 6 + +1 0.9 12.6 7 + +
0 0 12.6 8 - +0 0 12.6 9 - +0 0 12.6 10 - +0 0 12.6 11 + +0 0 12.6 12 + +0 0 12.6 13 + +0 0 12.6 14 + +1 0.9 12.6 15 - -1 0.9 12.6 16 - -1 0.9 12.6 17 - -1 0.9 12.6 18 + -1 0.9 12.6 19 + -1 0.9 12.6 20 + -1 0.9 12.6 21 + -
alfa 0.63
selisih = 40.52597
KN/m²
ton ----> aman
Q x y25.450 43.74 11.3427.892 19.4430.374 4.8632.857 68.0435.34037.82340.305
21.12323.60626.08928.57131.05433.53736.02016.83719.32021.80324.28626.76829.25131.734
