ANALISA PONDASI Fly Ash Verticak Bin

7/29/2019 ANALISA PONDASI Fly Ash Verticak Bin

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PERHITUNGAN PONDASI

Perhitungan Daya Dukung

Daya dukung maximum sebuah tiang pondasi dihitung berdasarkan pada hasil Standard Penetration

dengan menggunakan metode dari Luciano Decourt (1982).

Dimana

QP = daya dukung dari unsur point bearing

QS = daya dukung dari unsur skin friction

NP = harga rata-rata SPT di sekitar 4B diatas dan dibawah dasar pondasi (B = diameter tian

NS = harga rata-rata SPT di sepanjang tiang yang terbenam (D), dengan batasan 3 < N < 50.

AP = luas penampang dasar tiang (m2)

AS = luas selimut tiang (m2)

K = koefisien karakteristik tanah :

12 t/m2 , lempung

20 t/m2 , lanau berlempung

25 t/m2 , lanau berpasir40 t/m2 , pasir

Kemampuan Tiang mini pile berdasarkan hasil test tanah oleh Petrosol adalah sbb :

Data Tanah Digunakan Bor log No.5

Diambil kedalaman rencana adalah : 8 m

Berdasarkan Hasil test Tanah oleh diperoleh daya Dukung sbb :

Kedalaman f 30 f 50 f 50(m) Q ijin Q ijin Q ijin

3 99.17 219.97 ton

4 114.17 243.14 ton

5 131.06 271.55 ton

6 147.94 333.32 ton

7 165.30 363.52 ton8 194.14 391.27 ton

SF = 3

Perhitungan Beban Maksimum Pada Tiang Pancang

Gaya-gaya dalam dari SAP 2000

Joint nomor 127

Hx = 14960.50 Kg

Hy = 7307.20 Kg

Mx = 73701.63 Kg - m

My = 2515.54 Kg - m

P = 321361.80 Kg

Kedalam Pondasi Rencana = 8.00 m

Pijin tanah = 391,271.51 Kg

Diameter Pondasi = 50.00 cmDimensi Poer; B = 2.50 m

H = 2.50 m

t = 0.80 m

m = 2

n = 2

s = 75 cm

q = 33.69h = 0.6257

PERENCANAAN PONDASI

satuan

== s

sppspL A

NAKNQQQ 1

3..


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Pijin bahan = 309,250.53 kg

Pijin tiang = 309,250.53 kg

Pijin kelompok = 193,487.51 kg

Wpoer = 12,000.00 kg

SX2

= 0.56 m

Xmax = 0.38 m

Pmax = 139,718.82 kg < Pijin kelompok oke

6. Kontrol Gaya Horisontal

Kemampuan tambahan tiang menahan gaya mendatar bila diijinkan adanya pergeseran posisi ujun

sebesar d --------> d = 1 cm

N = 5 (Nilai SPT)

Eo = 28 N

= 140

ko = 0,2 . Eo. D^-3/4

= 1.49

k = ko.y^-0,5

= 1.49

Diameter tiang D = 50.00 cm

fc' = 29.05 Mpa K-350

Mod. Elastisitas tiang E = 4700 fc'

= 253320.844 kg/cm2

Momen Inersia Tiang I = 290510.1413 cm4

b = (k.D/(4E.I))0.25

(cm-1)

b = 0.003987972 (cm-1)

Gaya mendatar ijin Ha = k.D.d/b kg

Ha = 18,670.18 kg

= 18.67 ton

Gaya total H yang terjadi = 73.92 ton

Gaya H per tiang = 18.48 ton < Ha Ok

2.50

2.50 m

Join Reakasi Max

0,75 m 0,75 m

0,75 m

0,75 m


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Test (SPT)

pondasi)

.


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tiang


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TABLE: Joint Reactions

Joint utputCas CaseType F1 F2 F3

Text Text Text Tonf Tonf Tonf

125 COMB1 Combination 7.3072 -13.3234 271.8681


129 COMB1 Combination -0.123 -9.0821 305.2701


146 COMB1 Combination 0.5149 -0.6369 50.3926148 COMB1 Combination 0.2202 -1.5577 49.7994

150 COMB1 Combination -0.0295 -0.9736 56.8481






162 COMB1 Combination 0.3157 -4.4388 -4.5004


901 COMB1 Combination 0.7923 1.0535 5.4129

903 COMB1 Combination -0.0362 1.8056 5.7208


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M1 M2 M3

Tonf-m Tonf-m Tonf-m

73.22468 36.46016 5.82524

73.70163 2.51554 5.79211

44.42274 2.33579 5.65176

45.96728 35.75161 5.66026

2.63469 0.85129 0.000049383.84792 0.32358 0.0005

3.32674 0.08611 0.00043

5.0549 0.26871 0.00212

2.80496 0.26199 0.00141

4.96446 0.48425 -0.00102

4.71592 0.61756 -0.00111

4.09066 0.20496 0.00162

12.31453 0.88003 -0.00196

6.63586 1.18609 -0.00284

-0.2064 0.84042 -0.00004359

-0.98054 0.15655 0.00035


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Bearing capacity of Single Pile Maximun (QL,ton)

Diameter : 0.300 m

Depth(m) Elevation(mLWS) N N' Np' K Ap

1.00 0.000 58 36.5 36.5 0 0.070652.00 0.000 58 36.5 35.7 0 0.07065

3.00 -1.000 53 34 34.8 20 0.07065

4.00 -2.000 53 34 33.7 20 0.07065

5.00 -3.000 51 33 33.8 20 0.07065

6.00 -4.000 54 34.5 34.0 20 0.07065

7.00 -5.000 54 34.5 34.5 20 0.07065

8.00 -6.000 54 34.5 34.5 25 0.07065

9.00 -7.000 54 34.5 34.5 25 0.07065

10.00 -8.000 54 34.5 34.5 25 0.07065

11.00 -9.000 54 34.5 34.5 25 0.07065

12.00 -10.000 54 34.5 34.5 25 0.07065

13.00 -11.000 54 34.5 34.5 25 0.0706514.00 -12.000 54 34.5 34.5 25 0.07065

15.00 -13.000 54 34.5 25.5 25 0.07065

16.00 -14.000 7.5

17.00 -15.000 7.5

18.00 -16.000 7.5

19.00 -17.000 7.5


Diameter : 0.500 m


1.00 0.000 58 36.5 36.5 20 0.19625

2.00 0.000 58 36.5 35.7 20 0.19625

3.00 -1.000 53 34 34.8 20 0.19625

4.00 -2.000 53 34 33.7 20 0.19625

5.00 -3.000 51 33 33.8 20 0.19625

6.00 -4.000 54 34.5 34.0 25 0.19625

7.00 -5.000 54 34.5 34.5 25 0.19625

8.00 -6.000 54 34.5 34.5 25 0.19625

9.00 -7.000 54 34.5 34.5 25 0.19625

10.00 -8.000 54 34.5 34.5 25 0.19625

11.00 -9.000 54 34.5 34.5 25 0.19625

12.00 -10.000 54 34.5 34.5 25 0.19625

13.00 -11.000 54 34.5 34.5 25 0.1962514.00 -12.000 54 34.5 34.5 25 0.19625

15.00 -13.000 54 34.5 25.5 25 0.19625

16.00 -14.000 7.5

17.00 -15.000 7.5

18.00 -16.000 7.5

29.00 -17.000 7.5



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Diameter : 0.500 m


2.00 -2.000 21 18 23.8 20 0.19625

4.00 -4.000 44 29.5 26.3 20 0.19625

6.00 -6.000 48 31.5 31.2 20 0.19625

8.00 -8.000 50 32.5 31.5 20 0.19625

10.00 -10.000 46 30.5 32.8 20 0.1962512.00 -12.000 56 35.5 33.2 20 0.19625

14.00 -14.000 52 33.5 35.2 20 0.19625

16.00 -16.000 58 36.5 25.8 20 0.19625

18.00 -18.000 7.5

20.00 -20.000 7.5

22.00 -22.000 7.5

24.00 -24.000 7.5

26.00 -26.000 7.5

28.00 -28.000 7.5

30.00 -30.000 7.5

32.00 -32.000 7.5

34.00 -34.000 7.5

36.00 -36.000 7.5

38.00 -38.000 7.5


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B5

Qp Ns1 Ns qs As Qs QL ( ton )

0.0 50.0 50.0 17.7 0.94 16.7 16.70.0 50.0 50.0 17.7 1.88 33.3 33.3

49.2 50.0 50.0 17.7 2.83 50.0 99.2

47.6 50.0 50.0 17.7 3.77 66.6 114.2

47.8 50.0 50.0 17.7 4.71 83.3 131.1

48.0 50.0 50.0 17.7 5.65 99.9 147.9

48.7 50.0 50.0 17.7 6.60 116.6 165.3

60.9 50.0 50.0 17.7 7.54 133.2 194.1

60.9 50.0 50.0 17.7 8.48 149.9 210.8

60.9 50.0 50.0 17.7 9.42 166.5 227.4

60.9 50.0 50.0 17.7 10.37 183.2 244.1

60.9 50.0 50.0 17.7 11.31 199.8 260.7

60.9 50.0 50.0 17.7 12.25 216.5 277.460.9 50.0 50.0 17.7 13.19 233.1 294.0

45.0 50.0 50.0 17.7 14.14 249.8 294.8

B5


143.3 50.0 50.0 17.7 1.57 27.8 171.0

140.0 50.0 50.0 17.7 3.14 55.5 195.5

136.7 50.0 50.0 17.7 4.71 83.3 220.0

132.1 50.0 50.0 17.7 6.28 111.0 243.1

132.8 50.0 50.0 17.7 7.85 138.8 271.5

166.8 50.0 50.0 17.7 9.42 166.5 333.3

169.3 50.0 50.0 17.7 11.00 194.3 363.5

169.3 50.0 50.0 17.7 12.57 222.0 391.3

169.3 50.0 50.0 17.7 14.14 249.8 419.0

169.3 50.0 50.0 17.7 15.71 277.5 446.8

169.3 50.0 50.0 17.7 17.28 305.3 474.5

169.3 50.0 50.0 17.7 18.85 333.0 502.3

169.3 50.0 50.0 17.7 20.42 360.8 530.0169.3 50.0 50.0 17.7 21.99 388.5 557.8

125.1 50.0 50.0 17.7 23.56 416.3 541.4


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B3


93.2 21.0 49.0 17.3 0.00 0.0 93.2

103.4 44.0 48.8 17.3 0.00 0.0 103.4

122.3 48.0 48.8 17.3 0.00 0.0 122.3

123.6 50.0 48.8 17.3 0.00 0.0 123.6

128.9 46.0 48.8 17.3 0.00 0.0 128.9130.2 50.0 48.8 17.3 0.00 0.0 130.2

138.0 50.0 48.8 17.3 0.00 0.0 138.0

101.4 50.0 48.9 17.3 0.00 0.0 101.4


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BH-5 :

Depth (m)Elevation

(mLWS)N

1.00 -1.000 58

2.00 -2.000 58

3.00 -3.000 53

4.00 -4.000 53

5.00 -5.000 51

6.00 -6.000 54

7.00 -7.000 54

ANALISA PONDASI Fly Ash Verticak Bin

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