Diket: Data SPT dw 2 m ML 7 Tm

γ b 1.80 MB 5 m

1.88 qo1 (beban lantai) 0.024

2.4 qo2 (beban berguna) 0.25

1 SF 3N 40 ton jml ketukan N saat kedalaman 20

DATA SPT

N - SPT

0 -- 2 10.00 1.80 -

2 --10 16.00 - 1.88 9.00

10 -- 21 10.00 - 1.83 8.50

L pile = 20.00 m 65.62Driil = 25 cm → 0.25 m 0.82021

Nh = 34.29Nrata= 1.71428571Ah = 0.53 m2As = 169.08 m2

Qu = 4Nh. Ah + 1/50 Nrata As= 78.2594735

Qs = Qu/SF= 26.0864912 ton

1. berat pile cap = 1.35 ton2. berat total pile = 9.424778 ton3. beban kolom akibat konstruksi = 40 ton4. berat qo1 (penutup lantai keramik/PMI) = 0.045 ton5. beban berguna qo2(bangunan masjid/PMI) = 0.75 ton6. beban lantai kerja = 0.3375 ton +

51.90728 ton

dicoba =

s l = 0.75 ms b = 0.50 m

Lg = = 1

ton/m2

γ sat ton/m2 ton/m2

γ beton ton/m2 ton/m2

γ w ton/m2

Kedalaman (m)

γb (ton/m³ )

γb (ton/m³ )

γb (ton/m³ )

3.2.4 menghitung Ʃv

Ʃv =

Ʃs + 1 D

Bg = = 0.75

Ukuran poer Lx = Lg + 2D

= 1.5 mUkuran poer Bx = Bg + 2D

= 1.25 m

tebal pile cap = 0.3 mn pile = 4

catatan berat spesi/rabat/pasir urug diabaikan1. berat pile capvolum = 0.5625 m3berat = 1.35 ton

2. berat total pilevolum = 3.92699082 m3berat = 9.42477796 ton

4. beban lantai keramikberat = 0.045 ton

5. beban bergunaberat = 0.75 ton

3. beban lantai kerjavolum = 0.1875 m3berat = 0.3375 ton

3.2.5 menghitung jumlah tiang pancangn = 1.98981448 dipakai = 4 pile

3.2.6gambar

3.2.7 kontrol talingn1 = 2n2 = 2P - 0.78539816kontrol taling= 1.27324 individual pile

sigma V= n = ML =Q1 = 13.3101528 1 51.90728 4 7Q2 = 22.6434862 2 51.90728 4 7

Ʃs + 1 D

Q3 = 3.31015282 3 51.90728 4 7Q4 = 12.6434862 4 51.90728 4 7QMAX = 22.6434862 AMANQS 26.0864912SELISIH = 15.205278 % AMAN

= 34.29

s x ƩX² = MB = s Y ƩY² =0.5 0.375 0.56 5 0.5 0.25 0.250.5 0.375 0.56 5 0.5 0.25 0.25

0.5 0.375 0.56 5 0.5 0.25 0.250.5 0.375 0.56 5 0.5 0.25 0.25