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**Reinforced Concrete Flexural Members**

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**Reinforced Concrete Flexural Members**

Concrete is by nature a continuous material Once concrete reaches its tensile strength ~400 psi, concrete will crack. Stress in steel will be ~ 4000 psi.

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**Design Criteria Serviceability**

Crack width limits Deflection limits Strength – must provide adequate strength for all possible loads

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**As area of steel in tension zone**

As’area of steel in compression zone d distance from center of tension reinforcement to outermost point in compression d’ distance from center of compression reinforcement to outermost point in compression

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**Strain and Stress in Concrete Beams**

cracked concrete ε s εs> εy εc=0.003 Strain d jd Stress T C fs fc cracked concrete fs=fy fc=f’c c M = Tjd = Cjd where j is some fraction of the ‘effective depth’, d T = Asfs at failure, T = AsFy C = T = force in As’ and concrete

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**Stress in Concrete at Ultimate**

ACI 318 approximates the stress distribution in concrete as a rectangle 0.85f’c wide and ‘a’ high, where a = β1c. Cconcrete = 0.85f’cabw Csteel = A’s f’s Asfy = 0.85f’cabw + A’s f’s

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Definitions β1 shall be taken as 0.85 for concrete strengths f’c up to and including 4000 psi. For strengths above 4000 psi, β1 shall be reduced continuously at a rate of 0.05 for each 1000 psi of strength above 4000 psi, but β1 shall not be taken less than 0.65. bw = width of web f’s = stress in compression reinforcement (possibly fy)

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**With No Compression Steel…**

Asfy = 0.85f’cabw For most beams, 5/6 ≤ j ≤ 19/20

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**Moment Equation recall, M = Tjd = Cjd and T = AsFy φ = 0.9 for flexure**

Mu ≤ ΦMn=0.9Tjd = 0.9Asfyjd substituting 5/6 ≤ j ≤ 19/20 0.75Asfyd ≤ Mu ≤ 0.85Asfyd

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**Reinforcement Ratio Reinforcement ratio for beams**

Compression reinforcement ratio

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Design Equations For positive moment sections of T-shaped beams, and for negative moment sections of beams or slabs where ρ ≤ ⅓ ρb. For negative moment sections where ρ ≥ ⅔ ρb and for positive moment sections without a T flange and with ρ ≥ ⅔ ρb. For intermediate cases where ⅓ ρb < ρ < ⅔ ρb regardless of the direction of bending.

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**Balanced Reinforcement Ratio, ρb**

To insure that steel tension reinforcement reaches a strain εs ≥ fy/Es before concrete reaches ε = (steel yields before concrete crushes) the reinforcement ratio must be less than ρb. Where ρb is the balanced reinforcement ratio or the reinforcement ratio at which the steel will yield and the concrete will crush simultaneously. For rectangular compression zones (negative bending) For positive bending (T-shaped compression zone) reinforcement ratio is usually very low (b very large) b = effective flange width, least of: bw + half distance to the adjoining parallel beam on each side of the web ¼ the span length of the beam bw + 16 hf

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**Balanced Reinforcement Ratio**

ρb for rectangular compression zone Fy, ksi f’c = 3000 psi 4000 5000 6000 40 0.0203 0.0271 0.0319 0.0359 50 0.0163 0.0217 0.0255 0.0287 60 0.0136 0.0181 0.0213 0.0239 Note: if ρ > ρb can add compression reinforcement to prevent failure due to crushing of concrete.

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**Depth of Beam for Preliminary Design**

The ACI code prescribes minimum values of h, height of beam, for which deflection calculations are not required. Minimum values of h to avoid deflection calculations Type of beam construction simply supported one end continuous both ends continuous cantilever beams or joists l /16 l /18.5 l /21 l /8 one way slabs l /20 l /24 l /28 l /10

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**Preliminary Design Values**

ρ ≤ 5/3 ρb practical maximum reinforcement ratio For typical d/bw ratios:

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**ACI 318 Approximate Moments and Shears**

Beam Analysis ACI 318 Approximate Moments and Shears

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**Compression Reinforcement**

If ρ > ρb must add compression reinforcement to prevent failure due to crushing of concrete

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**For serviceability, crack widths, in tension zones, must be limited.**

Crack Control For serviceability, crack widths, in tension zones, must be limited. ACI 318 requires the tension reinforcement in the flanges of T-beams be distributed over an effective flange width, b, or a width equal to 1/10 span, whichever is smaller. If the effective flange width exceeds 1/10 the span, additional reinforcement shall be provided in the outer portions of the flange.

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**Flexure Design Example p. 21 notes**

The partial office building floor plan shown had beams spanning 30 ft and girders spanning 24 ft. Design the slab, beams, and girders to support a live load of 80 psf and a dead weight of 15 psf in addition to the self weight of the structure. Use grade 60 reinforcing steel and 4000 psi concrete. 30 ft 30 ft 30 ft 30 ft 24 ft 24 ft 24 ft

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Reinforcing Steel

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COMPOSITE BEAMS-II ©Teaching Resource in Design of Steel Structures –

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