COMPRESSION MEMBER
NON SLENDER COLUMN
SLENDER COLUMN
Compression force designNu < Φn Nn
Φn = 0,85Nn = Ag x fcr = Ag fy/ω λc = 1/π x Lk/r x fy/E λc < 0,25 ω = 1 0,25 < λc < 1,2 ω = 1,43 / (1,6-0,67 λc) λc > 1,2 ω = 1,25 λc2
Batas kelangsingan λ = Lk / r < 200
Penampang kompakJika b/t > λp maka penampang kompak (tabel 7.5.1) Jika b/t > λr penampang tidak kompak (tabel 7.5.1) :
analisis rasional.
Tekuk elastis EulerPcr = π2 E I / L2
Fcr = Pcr / Ag = π2 E / (L/r)2
Pcr = fcr x Ag = π2 E / (L/r)2 x Ag
ELEMEN TERSUSUN : KOPEL
KOLOM
KOMPONEN STRUKTUR : GAYA KOMBINASI
I = … cm4
Mz = P x yy = - Mz / E IxJika y = 0, maka Nu < Φn Nn
Φn = 0,85Nn = Ag x fcr = Ag fy/ω
Jika y = 1 cm, maka Mz = P x y
Jika y = 2 cm, maka…
4 m
4 m
5 m5 m
DIKETAHUI : Beban q = 3 ton/m
Digunakan BJ 50
Portal bergoyang
HITUNG : Kolom
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