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