Procedure: Buckling and Calculate

BEAM DESIGN
DESIGN LOAD
1. Calculate factored point load (P.43, Table 4.2)
2. Calculate max shear, V for all axis
3. Calculate max moment, M for all axis
SECTION PROPERTIES
1. Write down all section properties (Section table)
SECTION CLASSIFICATION
1.

Obtain design strength, py (P.32, Table 3.2)

2.

Calculate ε 

3.
4.
5.

Classify flange (P.66-68, Table 7.1-7.2, 7.3)
Classify web (P.66-68, Table 7.1-7.2, 7.3)
Conclude classification (選最差)

275 py LOCAL PLATE BUCKLING (有 COMPRESSION 先計)(FOR CLASS 4 SLENDER)
1. (想計新 section modulus) Effective plastic modulus (P.70-71, C7.5.2-C7.5.4)
2. (想計新 design strength) Effective stress method for slender cross-sections (P.71,
3.

7.13)
( 想 計 新

section

properties)

Effective

width

method

(P.234-235,

C11.3.4.4.1-C11.3.4.4.3)
TENSION CAPACITY
1. Calculate gross area, ag
2. Obtain hole dimensions (P.154, Table 9.4)
3. Calculate net area, an = ag – bolt hole area (P.154, C9.3.4.2)
4. Obtain effective net area coefficient, Ke (P.155, C9.3.4.4)
5. Calculate effective area, ae = Kean (P.155, 9.10)
6. Check ae ≤ ag (總之選最細做 ae) (P.155, 9.10)
7.

Calculate tension capacity, Pt
a. Single and double angle, channel and T-sections (P.108-109, C8.6.3)
b. Other sections: Pt = pyae (P.108, 8.66)

1

SHEAR CAPACITY
1.
2.
3.

Calculate shear area, Av (P.74, C8.2.1) pyAv Calculate Vc 
(P.74, 8.1)
3
Check Vc ≥ V (Safe) (P.74, 8.1)

MOMENT CAPACITY
1. Check shear condition
a. V < 0.6 Vc Low shear condition (P.75, C8.2.2.1)
b. V > 0.6 Vc High shear condition (P.75, C8.2.2.2)
2. Calculate Mc (P.72, C8.2.2.1-C8.2.2.2)
3. Check Mc if need (總之選最細做 Mc) (P.72, C8.2.2.1-C8.2.2.2)
4.

Check Mc ≥ M (Safe) (P.75, C8.2.2)

DEFLECTION
1. Calculate unfactored imposed load, P
2. Calculate max deflection, vmax (Deflection table)
3. Calculate deflection limit, vlim (P.46 Table 5.1)
4. Check vmax ≤ vlim (Safe) (P.46 Table 5.1)
LATERAL-TORSIONAL BUCKLING
1. No need check lateral-torsional buckling condition (P.81, C8.3.5.1)
2.
3.

(Assume