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ACI 318-14 Column Design

#ACI318-14 Column design
b = 12
h = 12
fc = 3000
fy = 50000
AsTop = 1.325
AsBot = 1.325
cover = 1.5
db = 0.75
dt = 3/8
P_u = 15000
M_u = 245000


phi = 0.65
;Strength reduction factor for tied columns
alpha_n = 0.85
;Factor for confined concrete

;Effective depth (distance from extreme compression fiber to centroid of tension steel)
d = h - cover - db

;Concrete and Steel Contribution
Ag = b * h
Ac = Ag - (AsTop + AsBot)
alpha_n
;Axial Capacity Calculation
P_n=alpha_n*fc*Ac+fy*(AsTop+AsBot)
P_n_phi = phi * P_n

;Moment Capacity Calculation (ACI 318-14)
a = (AsTop * fy + AsBot * fy) / (0.85 * fc * b)
c = a / 0.85
M_n = fy * AsBot * (d - c / 2)
M_n_phi = phi * M_n

;Factored Axial Capacity (φPn)
P_n_phi
;Factored Moment Capacity (φMn)
M_n_phi

;Interaction Check: ACI 318-14 (Pu/φPn + Mu/φMn ≤ 1)
interaction = P_u / P_n_phi + M_u / M_n_phi;

interaction < 1

;Ties Spacing Calculation (ACI 318-14 Section 25.7.2)
minTieSpacing = min(b / 2, 16 * db, 48 * dt);
;Minimum Tie Spacing
minTieSpacing

;Maximum Tie Spacing per ACI 318-14 (≤ 6" or 150mm)
maxTieSpacing = min(minTieSpacing, 6);
;Recommended Tie Spacing
maxTieSpacing