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D (mm) = 125

fck (MPa) = 25

fy (MPa) = 415

bar dia (mm) = 3 2

spacing (mm) = 125 100

As (mm2/m) = 628.0 502.4Max.dia (mm) = 10 8

Eff. Cover d'(mm) = 30.0 29.0

% Steel = 0.6611 0.5288

Ec (MPa) = 25000 d (mm) = 95

m = 16.0 N.A., x (mm) = 33.9

fcb (MPa) = 11.2 fcb' (MPa) = 7.0

fs (MPa) = 332.0 fs' (MPa) = 190.3

Strain In Steel 0.001419

Strain In Conc. 0.000360

64

0.110

CLR COVER,TENSION (mm) = 25

CLR COVER,COMP. (mm) =

REINF.TENSION

REINF.COMP.

Strain incl.stiffening effect,

em=0.001059

acr (mm) =

Crack Width (mm) =

CRACKWIDTH AT MIDWAY BETWEEN TWO BARS

CHECK FOR CRACK WIDTH

REINF. DETAILS

Service B.M. M(kN.m) =

10

25

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Fy fy 415 N/mmFck fck 25 N/mmService Moment M 20 kN mWidth if Section b 1000 mm

Over all Depth of Section D 200 mmEffective Cover C 25Diameter of Bar 10 mmSpacing / Number of Bar Spacing 125 mm C/C

Effecitve Depth d = D-C 175 mmNumber of Bars in Section 9Area of Reinforcement As 706.8583 mmPt 0.0040

Modulas Of Elasticity for Steel Es 200 kN/mmModulas Of Elasticity for Concrete 5000 (fck)^0.5 25 kN/mmLong Term Modulas of Elasticity Ece = Ec/2 12.5 kN/mmm (WSM = 280 / 3 cbc) Es / Ece 16

Depth of N.A. / d 0.301Depth of N.A. x 52.61 mm

Lever Arm Z d-(x/3) 157.5 mmTensile Stress in Steel fs 179.7 N/mmConcrete Compressive Stress fcb = 2*M/z/b/x 4.83 N/mmPermissible Stress in Steel fs = 0.8 fy 332.0 N/mmPermissible Stress in Concrete fcb = 0.45 fck 11.3 N/mm

Crack Width CheckInput values in Red

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Strain In Steel 1 =(D-x) fs / (d-x) / Es 0.00108Strain In Concrete 2 =b*(D-x)*(a-x)/3/Es/As/(d-x) 0.000419Strain due to stiffining effect m = 1 - 2 0.00066

acr = a - /2 142 mmClear Cover Cmin = C - /2 20 mmCrack Width Wcr = 3 * acr * m/(1+2((acr-Cmin)/(D-x))) 0.106435 mm

CRACKWIDTH AT MIDWAY BETWEEN TWO BARS

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b (mm) = 450 12 0 0 0

D (mm) = 1950 16 0 0 0

fck (MPa) = 40 20 0 0 0

fy (MPa) = 415 25 0 0 0

32 6 6 6

Bars in Layer = 6 6 6

As, (mm2) = 4825 4825 4825Max.dia (mm) = 32 32 32

Ec (MPa) = 31623 As (mm2) = 14476.5m = 12.6 Eff. Cover : Tension, d't (mm) = 81.5

fcb (MPa) = 17.8 Steel Ratio: 0.0172

fs (MPa) = 332.0

d (mm) = 1869 fcb' (MPa) = 13.1

N.A., x (mm) = 859.3 fs' (MPa) = 174.7

44

0.11

pt, fraction =

acr (mm) =

Crack Width (mm) =

CRACKWIDTCRACKWIDTH AT MIDWAY BETWEEN TWO BARS

Strain In Steel

Strain In Conc.

#REF!

39

REINF. PROVIDED, TENSION

Space betn.Bars (mm) =

39 39

bar dia (mm)

Service B.M., M(kN.m) =

Nos.: Layer1

Nos.:Layer 2

Nos.:Layer 3

4000

35

clear cover to mainReinf.(mm) =

32

CHECK FOR CRACK WIDTH

vert. dist.betn barsin layers (mm) =

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0 0 0

0 0 0

0 0 0

4 4 0

0 0 0

4 4 0

1964 1964 0

25 25 12

3927.044.5

0.0023

0.000944

0.000061

52

0.13

Comp.Reinf, d'c (mm) =

acr (mm) =

Crack Width (mm) =

H AT CORNER OF THE BEAM

Strain incl.stiffining

effect0.000883

9595

#REF!

-

REINF. PROVIDED, COMP.

Nos.: Layer1

Nos.: Layer2

Nos.:Layer 3

pc, fraction =

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B1

415

b (mm) = 350 b (mm) =

D (mm) = 425 Comp.Steel, d'c Tension Steel, d't D (mm) =

fck (MPa) = 20 35 35 fck (MPa) =

fy (MPa) =

Tension, Ast = Comp, Asc =

1007 012

200 16

600 20

Stirrup Dia.(mm) = 8 25No. of Legs = 2 As, (mm2) =

101 Max.dia (mm) =Ast (mm2) =

1500

Stirrup Dia.(mm) = 8No. of Legs = 2

259 Asc for Xu=Xu,lim

200 0157

CALCULATIONS F

Eff. Depth, d (mm) =

Eff. Depth, d (mm) = 390 Ast,lim (mm2) = 1307 xu,max (mm) =

xu,max (mm) = 187.20 Ast,min (mm2) = 305 Mu,lim (kN.m) =

Mu,lim (kN.m) = 147.25 Ast,max(mm2) = 5950

Eps,s = 0.00285 fs (MPa) = 352.55

k =Mu / b/d2 = 2.25 Ast1 = 1007

Asc = 0 Ast2 = 0

1.484 -

2.80 -

0.45 1.11

0.457 0.647

101 -

259 259

300 300

2. Sv = (0.87*fy*Asv/0.4/b (mm) =

3. Sv,max , 300mm = EVALUATIO

Tv (MPa) =

Tc,max (MPa) =

pt (%) =

Tc (MPa) =

1.Sv= 0.87*fy*Asv/(Tv-Tc)/b, (mm) =

DESIGN CALCULATIONS FOR FLEXURE

DESIGN CALCULATIONS FOR

SHEAR

FOR DESIGN

SHEAR

FOR MINIMUM

SHEAR REINF.

STRESS-STRAIN

CURVE

Eff. Cover : TensionSteel, (mm) = 40

Stirrups Spacing for Minimum Shear Reinf (mm) =

Provide Spacing (mm) =

SHEAR CAPACITY, Vu for Min. shear reinf. (kN) =

Eff. Cover : TensionSteel, (mm) = 40

Design Spacing of Stirrups, Sv (mm) =

FACTORED SHEAR CAPACITY FOR MIN. SHEAR STIRRUPS

Ast' for minimum Shear Reinf. Region (mm2) = Space betn. Bars(mm) =

Factored SF at Critical Section, Vu,c (kN) =

Ast' at Critical Section for SF (mm2) =

Factored B.M., Mu(kN.m) =

120 bar dia (mm)

DESIGN FOR FLEXURE Area of Steel, (mm2)

3

RECTANGULAR BEAM DESIGN :LIMIT STATE OF COLLAPSE IN

FLEXURE & SHEAR : IS 456

fy (MPa) = RECT. BEAM : CAO

Effective Cover (mm)

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289 289 VALID UPTO4. Sv,max= 0.75 d, (mm) =

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B1

100 100

450 100

350 450 525

425 100 525

20 100 100

415

50 288.2

nos in layer 1 nos in layer2 500 288.2

0 0 0

3 0 3 50 144.0

0 0 0 500 144.0

0 0 0

603 0 603

16 0 16

603.2

79.25Eff. Cover : Tension Reinf, d't (mm) = 33.0

Eff. Cover : Comp.Reinf, d'c (mm) = 33.0

R LIMIT STATE OF COLLAPSE IN FLEXURE

392.0 Ast,lim (mm2) = 1313188.16 Ast,min (mm2) = 305

148.76 Ast,max (mm2) = 5950

xu (mm) = 43.98 121.1

C1 (kN) = 110.82 305.10

a1 (mm) = 373.7 341.6

Eps,s = 0.00087 0.00255

fs (MPa) = 174.71 346.3C2 (kN) = 105.38 208.88

a2 (mm) = 359.0 359.0

C1+C2 (kN) = 216.20 513.98

ENSION , T (kN) = 217.78 217.78

Mu (kN.m) = 79.25 C > T

VERSION REBAR CALCULATOR

RESULT&CALCULATIONS

LEARN, ITERATEYOURSELF

FACTORED BM, Mu(kN.m) =

Ast < Ast,lim

126 - 126

REINF. PROVIDED, TENSION

vert. dist. betn barsin layers (mm) =

25

REINF.PROVIDED,

COMPRESSION

ACITY IN FLEXURE FOR LIMIT STATEF COLLAPSE : IS 456

clear cover to mainReinf.(mm) =

25

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7/5/2009 bar dia (mm) nos.

12 0

16 0

20 0

25 0

32 15

As, cal (mm2) = 12060

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3 0 3

1 490 135.0 490.0 135.0 135.0 135.0

2 490 275.0 490.0 135.0 135.0 275.0

3 490 415.0 490.0 135.0 135.0 415.0

4 490 415.0 490.0 135.0 135.0 415.0

5 490 415.0 490.0 135.0 135.0 415.0

6 490 415.0 490.0 135.0 135.0 415.0

7 490 415.0 490.0 135.0 135.0 415.0

8 490 415.0 490.0 135.0 135.0 415.0

9 490 415.0 490.0 135.0 135.0 415.0

10 490 415.0 490.0 135.0 135.0 415.0

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