PT. SASMITO Data-data Pondasi Dimensi Tiang Pancang Diameter Tiang Pancang
: 30x30 cm
Panjang Tiang Pancang
: 20 m
Perhitungan Luas Penampang tiang (m2) A = PxL
= 30x30 cm = 900 cm2 0.09 m2
Keliling Tiang Pancang (m) P = 2 x (P+L) = 2 x (30+30) = 120 cm 1.20 m JHP JHP dari grafik Conus JHP
= 40
= JHP conus x 10 = 40 x 10 = 400 kg/cm
Conus (Cn)
=
250 + 250 = 250.00 2
Daya Dukung Ijin
Q ult =
Cn + A JHP + p + SF1 SF 2 =
250 + 900 400 + 120 + = 84600 kg 84,60 ton 3 5
Spesifikasi data-data dari analisa SAP 2000 Beban vertikal
= 190.00 ton
Beban horizontal (Hx)
= 3.23 ton
Beban horizontal (Hy)
= 3.13 ton
Momen (Mx)
= 8.60 t.m
Momen (My)
= 8.70 t.m
Data-data Pondasi Daya dukung ijin 1 tiang pancang, Qd = 84.60 t Dimensi tiang pancang, uk
= 30x30 cm
2
PT. SASMITO Perhitungan Pmax dan Pmin Gaya-gaya yang terjadi : Vo
= V (190.00 ton)
Mox
= Mx – Hy x Df = 8.60 – 3.13 x 0.60 = 6.72 t.m
Moy
= My – Hx x Df = 8.70 – 3.23 x 0.60 = 6.76 t.m
Jumlah Tiang Pancang V EkxQd
n=
Ek dimisalkan 0.8
190 > 2,8 3 0.8 x84.60
=
Pmax = P1 ; Pmin = P2 Jarak tepi Poer ke tiang Pancang 1.5 D ≤ S’ ≤ 2 D 45 ≤ S’ ≤ 60 dipakai 45 cm .... (oke) Jarak antar tiang pancang S ≥ 2.5 D – 5D S ≥ 75 – 150 cm, dipakai 90 cm.... (oke) Sy = Sx = 3.0 D Sy = Sx = 3.0x0.30= 0.90 m
; Dy max = 0.00 x Sy = 0.00 m ; Dx max = 0.50 x Sx = 0.45 m
Σ Dyi2 = 3 x (Dymax)2 x 1 = 0.00 m Σ Dxi2 = 3 x (Dxmax)2 x 2 = 0.405 m Pi =
