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Design of corbel
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aci, aci, aci, aciDescripción completa
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Design of Corbel (ACI 318-08, Section 11.8)
Design Shear (Factored) V Design Tension (Factored)(Min = 20% of V) N Grade of Concrete f'c Grade of Steel fy Width of Corbel b Total Depth of Corbel h Eccentricity of Load V av Cover to Main Reinforcement co Assume Dia of Main Reinforcement db Effective Depth d = h - co - db/2 Strength Reduction Factor φ (Section 11.8.3.1) Check av/d < 1 Design for Flexure + Tension (Section 11.8.3) Design Moment Mu = V×av + N×(h-d) Assume area of Steel for Flexure Af Mu ≤ φMn Now, Design Moment ≤ Design Capacity a = Af×fy/ (0.85×f'c×b) Depth of Equiv. Rect. Stress Block Fexural Capacity of Section φMn = φ×Af×fy×(d-a/2) Mu ≤ φMn Check An = N/(φ×fy) Area of Steel Required for Direct Tension Total Area of Steel Required As = Af + An Design for Shear (Section 11.8.3.2 and 11.6) Coefficient of Friction µ Avf = V/(φ×µ×fy) Area of Shear Friction Rein Reqd Check
= = = = = = = = = = =
163 40.75 32 420 1000 300 150 70 16 222 0.75 OK
kN kN N/mm² N/mm² mm mm mm mm mm mm
= =
27.6 550
kNm mm²
= =
8.5 37.7 OK 129 679
mm kNm
= =
= =
1.4 370 OK
mm² mm²
mm²
Design Reinforcement (Section 11.8.3.5, 11.8.4, 11.8.5) Area of Main Reinforcement (Asc) shall be larger of 1) or 2) 1) Asc = Af + An 2)Asc = 2/3×Avf + An Therefore, Area of Main Reinforcement Reqd Asc Minimum Area of Main Reinf Asc = 0.04×f'c×b×d/fy Check Area of Strirrups Parallel to Main Reinforcement Ah = 0.5×(Asc-An)
