ANALISA PONDASI BC 11

GA

Gambar Reaksi Perletakan P3

Perhitungan Gaya akibat Tekanan Tanah Aktif

10 m Pa = Pa = 22.22 Ton= 2.22 ton/m1

3.00 m

W = Berat Pas. Batu Kali Pengisi Rangka portal Beton

Pa = H = Gaya Latereal Akibat Tekanan Tanah Aktif

1.58 Ton/m3 (gamma tanah urugan)

30

Bj Pas. Batu Kali = 2.10 Ton/m3 ----- > W = 15 Ton/m2

= 4.20 Ton/m1

Ka = Koefisien Tekanan Tanah Aktif

=

= 0.281237

Selanjutnya Beban yang bekerja akan di analisa dengan bantuan SAP2000

0.5 g H^2 Ka

g t=

q = o

tg2(45o-q/2)

akibat tanah urug (Pa)

Reaksi Perletakan P3

Akibat Reaksi Perletakan dan Pas,Batu Kali Isian Beban Akibat Tekanan TanahAktif

PERENCANAAN PONDASI

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

DimanaQP = daya dukung dari unsur point bearingQS = daya dukung dari unsur skin friction NP = harga rata-rata SPT di sekitar 4B diatas dan dibawah dasar pondasi (B = diameter tiang pondasi)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 , lempung20 t/m2 , lanau berlempung25 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.5Diambil kedalaman rencana adalah : 8 m

Berdasarkan Hasil test Tanah oleh diperoleh daya Dukung sbb :Kedalaman satuan

(m) Q ijin Q ijin Q ijin3 99.17 219.97 ton4 114.17 243.14 ton5 131.06 271.55 ton6 147.94 333.32 ton7 165.30 363.52 ton8 194.14 391.27 ton

SF = 3Perhitungan Beban Maksimum Pada Tiang PancangGaya-gaya dalam dari SAP 2000

Joint nomor 1Hx = -25158.30 KgHy = -55787.40 KgMx = 263.79 Kg - mMy = 15897.22 Kg - m

P = 1004000.00 Kg Kedalam Pondasi Rencana = 8.00 m

391,271.51 KgDiameter Pondasi = 50.00 cm

Dimensi Poer; B = 3.00 mH = 3.00 mt = 0.80 m

m = 3n = 3s = 100 cm

q = 26.57

f 30 f 50 f 50

Pijin tanah =

Join Reakasi Max

== s

sppspL A

NAKNQQQ 1

3..

h = 0.6064

309,250.53 kg 309,250.53 kg 187,543.03 kg 17,280.00 kg 2.25 m 0.50 m 126,060.86 oke

6. Kontrol Gaya HorisontalKemampuan tambahan tiang menahan gaya mendatar bila diijinkan adanya pergeseran posisi ujung tiang sebesar d 1 cm

N = 5 (Nilai SPT)Eo = 28 N

= 140ko = 0,2 . Eo. D^-3/4

= 1.49k = ko.y^-0,5

= 1.49Diameter tiang D = 50.00 cm

fc' = 29.05 Mpa K-350Mod. Elastisitas tiang E =

= 253320.84399 kg/cm2Momen Inersia Tiang I = 290510.14126 cm4

(cm-1)0.0039879718 (cm-1)

Gaya mendatar ijin Ha = kgHa = 18,670.18 kg

= 18.67 ton

Gaya total H yang terjadi = -12.44 tonGaya H per tiang = -2.07 ton < Ha Ok

3

3 m

Pijin bahan =Pijin tiang =

Pijin kelompok =Wpoer =

SX2 =Xmax =Pmax = kg < Pijin kelompok

-----------> d =

4700 Öfc'

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

b =k.D.d/b

1 m 1 m

1 m

1 m

PERENCANAAN PONDASI

Daya dukung maximum sebuah tiang pondasi dihitung berdasarkan pada hasil Standard Penetration Test (SPT)

harga rata-rata SPT di sekitar 4B diatas dan dibawah dasar pondasi (B = diameter tiang pondasi)harga rata-rata SPT di sepanjang tiang yang terbenam (D), dengan batasan 3 < N < 50.

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

TABLE: Joint ReactionsJoint OutputCase CaseType F1 F2 F3Text Text Text Tonf Tonf Tonf

1 COMB1 Combinatio -25.158 -55.787 886.1933 COMB1 Combinatio -14.379 -13.527 603.4205 COMB1 Combinatio 13.421 -16.053 563.6477 COMB1 Combinatio 23.412 4.149 808.9559 COMB1 Combinatio 22.200 1.747 703.17611 COMB1 Combinatio -21.572 -1.253 756.80313 COMB1 Combinatio -28.516 -1.823 791.20015 COMB1 Combinatio 24.845 -0.130 686.42217 COMB1 Combinatio -20.150 9.564 576.43319 COMB1 Combinatio 30.464 9.180 518.62932 COMB1 Combinatio -0.564 0.060 16.35434 COMB1 Combinatio 0.630 0.056 19.85836 COMB1 Combinatio 0.087 0.100 4.44837 COMB1 Combinatio 0.503 -3.279 33.38439 COMB1 Combinatio -0.803 -2.033 28.84541 COMB1 Combinatio -0.870 2.110 20.87543 COMB1 Combinatio 0.702 3.611 25.059171 COMB1 Combinatio -1.327 -4.456 209.897173 COMB1 Combinatio -1.496 4.738 183.248183 COMB1 Combinatio -0.258 0.638 33.203

M1 M2Tonf-m Tonf-m

0.264 15.897-9.994 19.380-7.328 -20.2243.299 -13.398

-2.004 -28.6951.137 33.7002.110 22.5240.297 -25.9021.212 14.9321.253 -5.9555.580 2.3305.585 -3.004

-0.118 3.000-3.346 -3.184-3.759 0.1903.669 2.9792.956 -3.045

-6.600 2.4856.301 2.306

-0.757 0.733

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 0.070653.00 -1.000 53 34 34.8 20 0.070654.00 -2.000 53 34 33.7 20 0.070655.00 -3.000 51 33 33.8 20 0.070656.00 -4.000 54 34.5 34.0 20 0.070657.00 -5.000 54 34.5 34.5 20 0.070658.00 -6.000 54 34.5 34.5 25 0.070659.00 -7.000 54 34.5 34.5 25 0.07065

10.00 -8.000 54 34.5 34.5 25 0.0706511.00 -9.000 54 34.5 34.5 25 0.0706512.00 -10.000 54 34.5 34.5 25 0.0706513.00 -11.000 54 34.5 34.5 25 0.0706514.00 -12.000 54 34.5 34.5 25 0.0706515.00 -13.000 54 34.5 25.5 25 0.0706516.00 -14.000 7.517.00 -15.000 7.518.00 -16.000 7.519.00 -17.000 7.5

Bearing capacity of Single Pile Maximun (QL,ton)Diameter : 0.500 mDepth(m) Elevation(mLWS) N N' Np' K Ap

1.00 0.000 58 36.5 36.5 20 0.196252.00 0.000 58 36.5 35.7 20 0.196253.00 -1.000 53 34 34.8 20 0.196254.00 -2.000 53 34 33.7 20 0.196255.00 -3.000 51 33 33.8 20 0.196256.00 -4.000 54 34.5 34.0 25 0.196257.00 -5.000 54 34.5 34.5 25 0.196258.00 -6.000 54 34.5 34.5 25 0.196259.00 -7.000 54 34.5 34.5 25 0.19625

10.00 -8.000 54 34.5 34.5 25 0.1962511.00 -9.000 54 34.5 34.5 25 0.1962512.00 -10.000 54 34.5 34.5 25 0.1962513.00 -11.000 54 34.5 34.5 25 0.1962514.00 -12.000 54 34.5 34.5 25 0.1962515.00 -13.000 54 34.5 25.5 25 0.1962516.00 -14.000 7.517.00 -15.000 7.518.00 -16.000 7.529.00 -17.000 7.5

Bearing capacity of Single Pile Maximun (QL,ton)Diameter : 0.500 mDepth(m) Elevation(mLWS) N N' Np' K Ap

2.00 -2.000 21 18 23.8 20 0.196254.00 -4.000 44 29.5 26.3 20 0.196256.00 -6.000 48 31.5 31.2 20 0.196258.00 -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 0.1962514.00 -14.000 52 33.5 35.2 20 0.1962516.00 -16.000 58 36.5 25.8 20 0.1962518.00 -18.000 7.520.00 -20.000 7.522.00 -22.000 7.524.00 -24.000 7.526.00 -26.000 7.528.00 -28.000 7.530.00 -30.000 7.532.00 -32.000 7.534.00 -34.000 7.536.00 -36.000 7.538.00 -38.000 7.5

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 99.247.6 50.0 50.0 17.7 3.77 66.6 114.247.8 50.0 50.0 17.7 4.71 83.3 131.148.0 50.0 50.0 17.7 5.65 99.9 147.948.7 50.0 50.0 17.7 6.60 116.6 165.360.9 50.0 50.0 17.7 7.54 133.2 194.160.9 50.0 50.0 17.7 8.48 149.9 210.860.9 50.0 50.0 17.7 9.42 166.5 227.460.9 50.0 50.0 17.7 10.37 183.2 244.160.9 50.0 50.0 17.7 11.31 199.8 260.760.9 50.0 50.0 17.7 12.25 216.5 277.460.9 50.0 50.0 17.7 13.19 233.1 294.045.0 50.0 50.0 17.7 14.14 249.8 294.8

B5Qp Ns1 Ns qs As Qs QL ( ton )

143.3 50.0 50.0 17.7 1.57 27.8 171.0140.0 50.0 50.0 17.7 3.14 55.5 195.5136.7 50.0 50.0 17.7 4.71 83.3 220.0132.1 50.0 50.0 17.7 6.28 111.0 243.1132.8 50.0 50.0 17.7 7.85 138.8 271.5166.8 50.0 50.0 17.7 9.42 166.5 333.3169.3 50.0 50.0 17.7 11.00 194.3 363.5169.3 50.0 50.0 17.7 12.57 222.0 391.3169.3 50.0 50.0 17.7 14.14 249.8 419.0169.3 50.0 50.0 17.7 15.71 277.5 446.8169.3 50.0 50.0 17.7 17.28 305.3 474.5169.3 50.0 50.0 17.7 18.85 333.0 502.3169.3 50.0 50.0 17.7 20.42 360.8 530.0169.3 50.0 50.0 17.7 21.99 388.5 557.8125.1 50.0 50.0 17.7 23.56 416.3 541.4

B3Qp Ns1 Ns qs As Qs QL ( ton )

93.2 21.0 49.0 17.3 0.00 0.0 93.2103.4 44.0 48.8 17.3 0.00 0.0 103.4122.3 48.0 48.8 17.3 0.00 0.0 122.3123.6 50.0 48.8 17.3 0.00 0.0 123.6128.9 46.0 48.8 17.3 0.00 0.0 128.9130.2 50.0 48.8 17.3 0.00 0.0 130.2138.0 50.0 48.8 17.3 0.00 0.0 138.0101.4 50.0 48.9 17.3 0.00 0.0 101.4

BH-5 :

Depth (m) N

1.00 -1.000 582.00 -2.000 583.00 -3.000 534.00 -4.000 535.00 -5.000 516.00 -6.000 547.00 -7.000 54

Elevation (mLWS)