130675218-Beam-Design

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Summary Results 10 MarClear spacing between parallel bars meet requirement

Meet minimum reinforcement ratio requirement

Meet maxiimum reinforcement ratio requirement

Steel/Concrete shear capacity ok

Minimum Capacity, 1.2 Mcr 159.49 kNm

Minimum with (min. steel ratio), Mmin 274.89 kNm

Bending Moment Capacity Mu= 1054.99kNm

Required Capacity Mz max= 405.00kNm

Capacity Status PASS

Cross-Section Dimensions

Depth of Beam h = 800mm

Width of Beam b = 400mm

MATERIAL

STRENGTH REDUCTION FACTOR(Flexural) f = 0.9

STRENGTH REDUCTION FACTOR(Shear) f = 0.85

REINFORCE BAR fy= 500MPa

CONCRETE fc' = 25MPa

CLEAR COVER c= 40mm

Clear spacing between two layers 25mm

Reinforcement data

Number of layers NLay= 1

First layer bars

Number of Reinforce Bars (1) N = 3

BAR (1) SIZE db(1) = 25mm

AREA OF ONE BAR (1) Ab(1) = p/4*db2(1) = 491mm2


BAR (2) SIZE db(2) = 25mm

AREA OF ONE BAR (2) Ab(2) = p/4*db2(2) = 491mm2

Second layer bars

Number of Reinforce Bars(2nd layer) 4

Bar size db(2nd layer) = 25mm

AREA OF ONE BAR Ab(2nd layer) = p/4*db2(2nd layer) = 491mm2

Third layer bars

Number of Reinforce Bars(3rd layer) 0

Bar size db(3rd layer) = 31.8 mm

AREA OF ONE BAR Ab(3rd layer) = p/4*db2(3rd layer) = 794mm2

Fourth layer bars

Number of Reinforce Bars(4th layer) 0

Bar size db(4th layer)

= 31.8 mm

AREA OF ONE BAR Ab(3rd layer) = p/4*db2(4th layer) = 794mm2

Total Area of Tensile Reinforcement Bars As= 3927 mm2

Sharing steel

STIRRUP SIZE db(stirrup) = 10

Spacing S(stirrup) = 150mm

Leg 2

Total Area of Shearing steel Av= 157.08 mm2

FLEXURAL CAPACITY CALCULATION

Check limits for reinforcement, based on 7.6, ACI 318-99 66.67mm

Clear spacing between parallel bars meet requirement

BENDING MOMENT CAPACITY

0

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Center of gravity of steel dcg= 87.50mm

EFFECTIVE DEPTH OF BEAM d= 712.50mm

STEEL RATIO r = As/(b d) = 1.38%

MINIMUM STEEL RATIO rmin =1.4/fy = 0.28%


Factorb1based on 10.2.7.3 b = 0.850

Reinforcement ratio producing balanced strain condition

rb = 0.85b1fc'/fy(600/(600 + fy)) = 1.97%

MAXIMUM STEEL RATIO rmax= 0.75 rb= 1.48%

Meet maxiimum reinforcement ratio requirement

Depth of equivalent rectangular stress block a = Asfy/(0.85 f'cb) = 231.00mm

Bending Moment Capacity Mu= fAsfy( d - a/2) = 1054.99kNm

SHEAR CAPACITY CALCULATION

Check limit of spacing

Shearing strength capacity of the section, Vc Vc= 0.85*0.166*(f'c)^(1/2)

= 201.1kN

Shearing strength provided by concrete, Vs Vs= Av*fy/bs= 373.1kN

Max. allowable shear strength by steel, Vs Vs = 0.664*(f'c)^(1/2)bd = 946.2kN

Steel/Concrete shear capacity ok

Section shear capacity 574.13kN

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h, 2011

Scale 3

Max 800

Factor 0.00

Beam Stirrups

x y x y x y x y

1 0 0 0.15 0.15 0 0 0 0

2 1.5 0 1.35 0.15 0 0 0 0

3 1.5 3 1.35 2.85 0 0

4 0 3 0.15 2.85 0 0

5 0 0 0.15 0.15

X-Axis 0.000 1.5

1.500 1.5

Y-Axis 0.75 0

0.75 3

LAYER 1 4 LAYER 2 LAYER 3 LAYER

Gap 3 Gap 3 Gap -1 Gap

Clear 0.75 Clear 0.75 Clear 1.125 Clear

Clear 0.25 x y Clear s 0.25 x y Clear s -1.125 x y Clear s

1 0.234 0.234 1 0.23 0.421875 0

2 0.578 0.234 2 0.58 0.421875 0

3 0.922 0.234 3 0.92 0.421875 0

4 1.266 0.234 4 1.27 0.421875 0

0 0.00 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 00 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

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0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

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-1

1.125

-1.125 x y

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

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0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

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BENDING MOMENT CAPACITY

Summary Results



Singly Reinforced Beam - Use other worksheet

Failure by tension yielding of steel

Bending Moment Capacity Mu= 1435.30kNm

STAAD.Pro Results Mz max= 43.00kNm

Capacity Status PASS

Cross-Section Dimensions

Depth of Beam h = 750 mm

Width of Beam b = 400 mm

MATERIAL

STRENGTH REDUCTION FACTOR(Flexural) f = 0.9

STRENGTH REDUCTION FACTOR(Shear) f = 0.85

REINFORCE BAR fy= 413 MPa

CONCRETE fc' = 25 MPa

COVER c= 40 mmClear spacing between two layers 25.000 mm

Tensile Reinforcement data


First layer bars


BAR (1) SIZE db(1) = 25 mm

AREA OF ONE BAR (1) Ab(1) = p/4*db2

(1) = 491 mm2




(2) = 491 mm2

Second layer bars

Number of Reinforce Bars(2nd layer) 4Bar size db(2nd layer) = 25 mm

AREA OF ONE BAR Ab(2nd layer) = p/4*db2

(2nd layer) = 491 mm2

Third layer bars


Bar size db(3rd layer) = 25 mm

AREA OF ONE BAR Ab(3rd layer) = p/4*db2

(3rd layer) = 491 mm2

Total Area of Tensile Reinforcement Bars As-As'= 4909 mm2

Compression Reinforcement Data


First layer bars


BAR (1) SIZE db(1) = 25 mmAREA OF ONE BAR (1) Ab(1) = p/4*db (1) = 491 mm

2




(2) = 491 mm2

Second layer bars

Number of Reinforce Bars(2nd layer) 0

Bar size db(2nd layer) = 20 mm

AREA OF ONE BAR Ab(2nd layer) = p/4*db2

(2nd layer) = 314 mm2

Third layer bars

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Bar size db(3rd layer) = 0 mm

AREA OF ONE BAR Ab(3rd layer) = p/4*db2(3rd layer) = 0 mm

2

Total Area of Compression Reinforcement Bars As'= 1964 mm2

Total Area of Reinforcement AS= 6872 mm2

STIRRUP SIZE db(stirrup) = 12

Spacing S(stirrup) = 125 mm

Leg 2

Total Area of Shearing steel Av= 226.19 mm2

FLEXURAL CAPACITY CALCULATION

Check limits for reinforcement, based on 7.6, ACI 318-99 45.20 mm


Center of gravity of steel dcg= 84.50 mm

d = 665.50 mm

EFFECTIVE DEPTH OF BEAM d' = 64.50 mm

STEEL RATIO r = (AS -AS')/(b d) = 1.84%

r'= (AS')/(b d) = 0.74%

MINIMUM STEEL RATIO rmin =1.4/fy = 0.34%


Factor b1based on 10.2.7.3 b = 0.850

Reinforcement ratio producing balanced strain condition

rb = 0.85b1fc'/fy(600/(600 + fy)) = 2.59%

MAXIMUM STEEL RATIO rmax= 0.75 rb= 1.94%

Singly Reinforced Beam - Use other worksheet

CHECK FOR TENSION FAILURE rmax =0.75 rb +r' = 2.68%

Total steel ratio, R= 2.58%

Failure by tension yielding of steel

Bending Moment Capacity

Depth of equivalent rectangular stress block a = Asfy/(0.85 f'cb) = 238.51 mm

M1' = fAS' fy( d - d') = 438.63 kNm

M2' = f(As -AS') fy( d - a/2) = 996.67 kNm

Total Moment Capacity, M = 1435.30 kNm

SHEAR CAPACITY CALCULATION

Check limit of spacing

Shearing strength capacity of the section, Vc Vc= 0.85*0.166*(f'c)^(1/2)

= 187.80kN

Shearing strength provided by concrete, Vs Vs= Av*fy/bs= 497.36MPa

Shear Capacity 685.16 kN

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130675218-Beam-Design