DAR GROUP

Project

The Pearl

Job Ref.

Q09077

Section

Medina Centrale

Sheet no./rev.

1

Calc. by

Eng.IC

Date

09-Nov-07

Chk'd by

Dr.AE

Date

App'd by

Date

RC BEAM DESIGN (ACI318-05)

Flanged section details

Section width; b = 350 mm

Section depth; h = 850 mm

Maximum flange width; bf = 1775 mm

Flange depth; hf = 200 mm

Concrete details

Compressive strength of concrete; f'c = 40 N/mm2

Modulus of elasticity of concrete; E = 32727 N/mm2

Reinforcement details

Yield strength of reinforcement; fy = 415 N/mm2

Nominal cover to reinforcement

Cover to top reinforcement; cnom_t = 35 mm

Cover to bottom reinforcement; cnom_b = 40 mm

Cover to side reinforcement; cnom_s = 35 mm

Multiple layers of bottom reinforcement

Reinforcement provided - layer 1; 6 No. 9 bars

Area of reinforcement provided - layer 1; As_L1 = 3868 mm2

Depth to layer 1; dL1 = 786 mm

Reinforcement provided - layer 2; 6 No. 8 bars

Area of reinforcement provided - layer 2; As_L2 = 3040 mm2

Depth to layer 2; dL2 = 759 mm

Total area of reinforcement; As,prov = As_L1 + As_L2 = 6909 mm2

Centroid of reinforcement; dbot = (As_L1 dL1 + As_L2 dL2) / As,prov = 774 mm

Flanged section in flexure (Chapter 10) - Positive midspan moment

Factored bending moment at section; Mu = 1805.1 kNm

Depth to tension reinforcement; d = getvar("dbot", h - 50mm) = 774 mm

Effective flange width; beff = min(bf, 16 hf + b, Ls1 / 4) = 1775 mm

Tension reinforcement provided; 6 29 bars + 6 25 bars

Area of tension reinforcement provided; As,prov = 6909 mm2

Minimum area of reinforcement (exp.10-3); As,min = max(3 psi (f'c / 1 psi), 200 psi) b d / fy = 1029 mm2

PASS - Area of reinforcement provided is greater than minimum area of reinforcement required

Stress block depth factor (cl.10.2.7.3); 1 = min(max(0.85 - 0.05 (f'c - 4 ksi) / 1 ksi, 0.65), 0.85) = 0.76

DAR GROUP

Project

The Pearl

Job Ref.

Q09077

Section

Medina Centrale

Sheet no./rev.

2

Calc. by

Eng.IC

Date

09-Nov-07

Chk'd by

Dr.AE

Date

App'd by

Date

Depth of equivalent rectangular stress block; a = As,prov fy / (0.85 f'c beff) = 48 mm

Depth to neutral axis; c = a / 1 = 63 mm

Net tensile strain in extreme tension fibers; t = 0.003 (d - c) / c = 0.03415

Net tensile strain in tension controlled zone

Strength reduction factor (cl.9.3.2); f = min(max(0.65 + (t - 0.002) (250 / 3), 0.65), 0.9) = 0.90

Equivalent area of compression reinforcement; Asf = 0.85 f'c (beff - b) hf / fy = 23349 mm2

Nominal moment strength; Mn = As,prov fy (d - a / 2) = 2151.7 kNm

Required nominal moment strength; Mu / f = 2005.7 kNm

PASS - Nominal moment strength exceeds required nominal moment strength

Rectangular section in shear (Chapter 11)

Design shear force ; Vu = 596.7 kN

Concrete weight modification factor; = 1.00

Nominal concrete shear strength (exp.11-3); Vc = 2 psi (f'c / 1 psi) b d = 284.6 kN

Nominal reinforcement shear strength (exp.11-2); Vs = max(Vu / s - Vc, 0 kips) = 511.0 kN

Maximum reinforcement shear strength; Vs,max = 8 psi (f'c / 1 psi) b d = 1138.5 kN

Area of shear reinforcement required (exp.11-15); Asv,req = Vs / [min(fy, 60000 psi) d] = 1595 mm2/m

Shear reinforcement provided; 4 No.6 legs at 5.906 in c/c

Area of shear reinforcement provided; Asv,prov = 1900.153 mm2/m

Minimum area of shear reinforcement (exp.11-13); Asv,min = max(50 psi, 0.75 psi (f'c / 1 psi)) b / min(fy, 60000 psi)

Asv,min = 333.234 mm2/m

PASS - Area of shear reinforcement provided exceeds area of shear reinforcement required

Maximum longitudinal spacing (cl.11.5.5); svl,max = d / 2 = 387 mm

PASS - Longitudinal spacing of shear reinforcement provided is less than maximum

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