crack width-kns 25-10-11
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7/31/2019 Crack Width-KNS 25-10-11
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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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