ANALISA PONDASI Fly Ash Verticak Bin

PERENCANAAN PONDASI PERHITUNGAN PONDASI Perhitungan Daya Dukung

Daya dukung maximum sebuah tiang pondasi dihitung berdasarkan pada hasil Standard Penetration dengan menggunakan metode dari Luciano Decourt (1982).





  N s     1 As       3

Q L = Q p  Qs =  N  p . K . A p   Dimana QP = QS = NP = NS = AP = AS = K=

daya dukung dari unsur point bearing daya dukung dari unsur skin friction harga rata-rata SPT di sekitar sekitar 4B diatas dan dibawah dasar pondasi pondasi (B = diameter tian harga rata-rata rata-rata SPT di sepanjang sepanjang tiang yang terbenam terbenam (D), dengan batasan 3 < N < 50. luas penampang penampang dasar dasar tiang (m2) luas selimut selimut tiang tiang (m2) (m2) koefisien koefisien karakteris karakteristik tik tanah tanah : 12 t/m2 t/m2 , lempu lempung ng 20 t/m2 , lanau berlempu berlempung ng 25 t/m2 , lanau lanau berpa berpasir sir 40 t/m2 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 : 8m Berdasarkan Hasil test Tanah oleh diperoleh daya Dukung sbb : f 30 f 50 f 50 Kedalaman (m) Q ijin Q ijin Q ijin 3 99.17 219.97 4 114.17 243.14 5 131.06 271.55 6 147.94 333.32 7 165.30 363.52 8 194.14 391.27 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 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 cm Dimensi Poer; B = 2.50 m H= 2.50 m t= 0.80 m m= 2 n= 2 s= 75 cm q= 33.69 h= 0.6257

satuan ton ton ton ton ton ton

Pijin bahan =

309,250.53 kg

Pijin tiang =

309,250.53 kg

Pijin kelompok =

193,487.51 kg

Wpoer =

12,000.00 kg

2

SX = Xmax = Pmax =

Join Reakasi Max

0.56 m 0.38 m 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 0.25

b = (k.D/(4E.I)) b = 0.003987972 Gaya mendatar ijin Ha = k.D.d/b Ha = 18,670.18 = 18.67 Gaya total H yang terjadi = Gaya H per tiang =

(cm-1) (cm-1) kg kg ton

73.92 ton 18.48 ton < Ha

Ok

2.50

0,75 m

0,75 m

0,75 m

2.50 m 0,75 m

Test (SPT)

pondasi) .

tiang

TABLE: Joint Reactions Joint utputCas Text

Text

CaseType

F1

Text

Tonf

F2 Tonf

F3 Tonf  

125

COMB1

Combination

7.3072

-13.3234

271.8681

127

COMB1

Combination

0.7104

-14.9605

321.3618

129

COMB1

Combination

-0.123

-9.0821

305.2701

131

COMB1

Combination

6.1829

-8.143

189.2306

146

COMB1

Combination

0.5149

-0.6369

50.3926

148

COMB1

Combination

0.2202

-1.5577

49.7994

150

COMB1

Combination

-0.0295

-0.9736

56.8481

152

COMB1

Combination

0.1939

-2.3887

50.1296

154

COMB1

Combination

0.0301

-0.0411

96.5261

156

COMB1

Combination

0.2257

-3.2283

100.0936

158

COMB1

Combination

0.2568

-0.1557

126.2471

160

COMB1

Combination

0.052

-5.1697

110.51

162

COMB1

Combination

0.3157

-4.4388

-4.5004

163

COMB1

Combination

0.6208

-6.7381

87.3648

901

COMB1

Combination

0.7923

1.0535

5.4129

903

COMB1

Combination

-0.0362

1.8056

5.7208

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

0.00004938

3.84792

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

Bearing capacity of Single Pile Maximun (QL,ton) Diameter : 0.300 m Depth(m)

Elevation(mLWS)

N

N'

Np'

K

Ap

1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00 19.00

0.000 0.000 -1.000 -2.000 -3.000 -4.000 -5.000 -6.000 -7.000 -8.000 -9.000 -10.000 -11.000 -12.000 -13.000 -14.000 -15.000 -16.000 -17.000

58 58 53 53 51 54 54 54 54 54 54 54 54 54 54

36.5 36.5 34 34 33 34.5 34.5 34.5 34.5 34.5 34.5 34.5 34.5 34.5 34.5 7.5 7.5 7.5 7.5

36.5 35.7 34.8 33.7 33.8 34.0 34.5 34.5 34.5 34.5 34.5 34.5 34.5 34.5 25.5

0 0 20 20 20 20 20 25 25 25 25 25 25 25 25

0.07065 0.07065 0.07065 0.07065 0.07065 0.07065 0.07065 0.07065 0.07065 0.07065 0.07065 0.07065 0.07065 0.07065 0.07065

N'

Np'

K

Ap

36.5 36.5 34 34 33 34.5 34.5 34.5 34.5 34.5 34.5 34.5 34.5 34.5 34.5 7.5 7.5 7.5 7.5

36.5 35.7 34.8 33.7 33.8 34.0 34.5 34.5 34.5 34.5 34.5 34.5 34.5 34.5 25.5

20 20 20 20 20 25 25 25 25 25 25 25 25 25 25

0.19625 0.19625 0.19625 0.19625 0.19625 0.19625 0.19625 0.19625 0.19625 0.19625 0.19625 0.19625 0.19625 0.19625 0.19625

Bearing capacity of Single Pile Maximun (QL,ton) Diameter : 0.500 m Depth(m) Elevation(mLWS) N 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00 29.00

0.000 0.000 -1.000 -2.000 -3.000 -4.000 -5.000 -6.000 -7.000 -8.000 -9.000 -10.000 -11.000 -12.000 -13.000 -14.000 -15.000 -16.000 -17.000

58 58 53 53 51 54 54 54 54 54 54 54 54 54 54

Bearing capacity of Single Pile Maximun (QL,ton)

Diameter : Depth(m) 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00 26.00 28.00 30.00 32.00 34.00 36.00 38.00

0.500 m Elevation(mLWS) -2.000 -4.000 -6.000 -8.000 -10.000 -12.000 -14.000 -16.000 -18.000 -20.000 -22.000 -24.000 -26.000 -28.000 -30.000 -32.000 -34.000 -36.000 -38.000

N

N'

Np'

K

Ap

21 44 48 50 46 56 52 58

18 29.5 31.5 32.5 30.5 35.5 33.5 36.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5

23.8 26.3 31.2 31.5 32.8 33.2 35.2 25.8

20 20 20 20 20 20 20 20

0.19625 0.19625 0.19625 0.19625 0.19625 0.19625 0.19625 0.19625

B5 Qp

Ns1

Ns

qs

As

Qs

QL ( ton )

0.0 0.0 49.2 47.6 47.8 48.0 48.7 60.9 60.9 60.9 60.9 60.9 60.9 60.9 45.0

50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0

50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0

17.7 17.7 17.7 17.7 17.7 17.7 17.7 17.7 17.7 17.7 17.7 17.7 17.7 17.7 17.7

0.94 1.88 2.83 3.77 4.71 5.65 6.60 7.54 8.48 9.42 10.37 11.31 12.25 13.19 14.14

16.7 33.3 50.0 66.6 83.3 99.9 116.6 133.2 149.9 166.5 183.2 199.8 216.5 233.1 249.8

16.7 33.3 99.2 114.2 131.1 147.9 165.3 194.1 210.8 227.4 244.1 260.7 277.4 294.0 294.8

Qp

Ns1

Ns

qs

As

Qs

B5 QL ( ton )

143.3 140.0 136.7 132.1 132.8 166.8 169.3 169.3 169.3 169.3 169.3 169.3 169.3 169.3 125.1

50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0

50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0

17.7 17.7 17.7 17.7 17.7 17.7 17.7 17.7 17.7 17.7 17.7 17.7 17.7 17.7 17.7

1.57 3.14 4.71 6.28 7.85 9.42 11.00 12.57 14.14 15.71 17.28 18.85 20.42 21.99 23.56

27.8 55.5 83.3 111.0 138.8 166.5 194.3 222.0 249.8 277.5 305.3 333.0 360.8 388.5 416.3

171.0 195.5 220.0 243.1 271.5 333.3 363.5 391.3 419.0 446.8 474.5 502.3 530.0 557.8 541.4

Qp

Ns1

Ns

qs

As

Qs

B3 QL ( ton )

93.2 103.4 122.3 123.6 128.9 130.2 138.0 101.4

21.0 44.0 48.0 50.0 46.0 50.0 50.0 50.0

49.0 48.8 48.8 48.8 48.8 48.8 48.8 48.9

17.3 17.3 17.3 17.3 17.3 17.3 17.3 17.3

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

93.2 103.4 122.3 123.6 128.9 130.2 138.0 101.4

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