Jumat, 01 Maret 2013

CONTOH PERHITUNGAN PENULANGAN PONDASI TELAPAK



Teknik Sipil - Contoh hasil analisa dari ETABS didapat :

Pu = 37897,756 kg = 378977,56 N
Mu = 0,043 Kgm
σt = 0,2 Mpa
γ = 18 Kn/m3 ·
Menentukan ukuran pondasi
A (luas) pondasi = 3031820,48 mm2
Pondasi telapak = B x L = B2 = 1741,2124 ≈ 1800 mm
Beban :
  1. Pu = 378,97756 Kn 
  2. Berat pondasi = ((0,2252 x 2,25) + (1,82x0,3))x 24 = 26,062 Kn 
  3. Berat tanah = (1,82-0,2252) x 2,25 x 1,8 = 129,7 Kn 
Pu + Berat pondasi + Berat tanah
378,97756 Kn + 26,062 Kn + 129,7 Kn
= 534,740 Kn

Tekanan tanah (σt) = N/A = 0,165 Mpa ≤ σt = 0,2 Mpa


AKSI SATU ARAH  (one way slab)


d = tebal pondasi -80 = 300-80 = 220mm
S = 567,5 mm
Vu = qu x (bw x S) = 119483,203 N
Vc = 330000 N
ØVc = 0,75 x 330000 =247500 N > 119483,203 N ……….(OK) 

AKSI DUA ARAH (two way slab)
 

β=1
αs = 40
bo = (2 x (C1 + d)) + (2x(C2 + d)) = (2 x (225+220)) + (2 x (225+220)) = 1680 mm
Vu = qu x ( B x L)-(C + D)2 = 355814.896 N
Vc = 924000 N ØVc = 0,75 x 924000 = 693000 N
  

e = 0,01 mm
e max = 300 mm
e = 0,01 ≤ e max = 300 mm


 

Mu = 47217796,74 Nmm
d = 300-80 = 220 mm
 Jd = 0,9 x 220 = 198mm
As perlu = 993,641 mm2
Asmin = ρmin x b x d = 0,0018 x 1800 x 220 = 712,8 mm2
Maka dipakai tulangan 6D13 = 796 mm2

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