slab design calculations
TRANSCRIPT
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SLAB DESIGN CALCULATIONS
Project Name : SSE WORKS OFFICE
Client Name : DHAN
Engineer Name : RAVI
Design File : C:\Users\ravitej\Desktop\SSE WORKS OFFICE\SSE WORKS.rcdx
Analysis File : C:\Users\ravitej\Desktop\SSE WORKS OFFICE\sseworks office.std
Analysis Last Modified : 04-08-2015 19:54:10
NOTES:
1. Slab is designed as per 1 M width of panel.
2. Density Of concrete assumed as 25 KN/Cum.
3. Maximum spacing of Main steel is smaller of 3*Deff and 300mm
4. Maximum spacing of Distribution steel is smaller of 5*Deff and 450mm
5. All 6 mm diameter bars assumed of Fe250 grade with Fy=250 N/sq.mm
Definitions Of Terms: :
1. α = Coefficient of Thermal Expansion
2. acr = Distance from the point considered to the surface of thenearest longitudinal bar
3. εm = Average steel strain at level considered
4. ε1 =Strain at level considered,Calculated ignoring the stiffening ofthe concrete in tension zone
5. ρact = Percentage steel provided
6. ρcrit = Percentage steel critical as per code
7. BM = Bending moment in KNM
8. D = Overall depth of slab in mm
9. Deff = Effective depth of slab in mm
10. Ec = Modulus of elasticity of concrete
11. Es = Modulus of elasticity of steel
12. Fck = Characteristic compressive strength of concrete cube inN/SqMM
13. Fst = Stress in steel
14. Fy = Yield Stress Of Steel in N/SqMM
15. Mu = Factored Bending moment in KNM
16. Sp = Spacing Between bars at outer most layer17. Tc = Permissible Shear stress in concrete in N/Sqmm
18. Temp1 = Peak Hydration temperature
19. Temp2 = Seasonal Temperature Variations
20. Tv = Shear stress due to Vu in N/Sqmm
21. V = Shear force in KN
22. Vu = Factored shear force in KN
23. Wcr = Surface Crack Width
Code References :
IS 456
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ELEMENT CLAUSE / TABLE
1. Moment Coeffs For 2-Way Slabs : Greschoff-Rankine Formulation and yield line theory
2. Ptmin : 26.5.2.1
3. Ptcalculated : 38
4. Shear Strength Of Concrete : 40.3
5. Modification Factor for Shear : 40.2.1.1
6. Max Nominal Shear Stress : 40.2.3
7. Basic Span To Depth Ratio : 23.2.18. Tensile Steel Factor : 23.2.1
9. Compression Steel Factor : 23.2.1
10. Flange correction factor : 23.2.1
11. spacing between main bars : 26.3.3
12. spacing between distribution bars : 26.3.3
13. crack width calculation : Annex-F
14. cracking : Clause 35.3.2
BS 8007 (For Early / Initial Thermal Cracking)
ELEMENT CLAUSE / TABLE
1. Surface Zone for suspended slab : Figure A.1
2. Surface Zone for ground slab : Figure A.2
3.Factors for the calculation ofminimum reinforcement
: Table A.1
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Slab No. : S1
Level = 3.35m
Design Code = IS Code
Grade Of Concrete = M25 N/Sqmm
Grade Of Steel = Fe415 N/Sqmm
Clear Cover = 20.000 mm
Long Span, Ly = 5.730 M
Short Span, Lx = 4.230 MImposed Load = 1.000 KN/Sqm
Live Load = 4.000 KN/Sqm
Slab Thickness = 150.000 mm
Effective Depth Along LX, Deffx = 125.000 mm
Effective Depth Along LY, Deffy = 115.000 mm
Self Weight = 3.750 KN/Sqm
Total Load, TL = 8.750 KN/Sqm
Span = 2-Way
Panel Type = Two Adjacent Edges Discontinuous
Design Moments:
Short Span Positive Moment At Midspan -
Moment Coefficient = 0.054
BM = 8.389 KNM
Mu = 1.5 X BM = 12.583 KNM
Area Of Steel Required (Mu) = 290.000 Sqmm/M
Area Of Steel Provided for CrackWidth
= 314.000 Sqmm/M
Area Of Steel Provided for ThermalCrack = 359.000 Sqmm/M
Steel Provided = T8 @ 140 c/c
= 359.000 Sqmm/M
Short Span Negative Moment At Continuous Support -
Moment Coefficient = 0.071
BM = 11.185 KNM
Mu = 1.5 X BM = 16.777 KNM
Area Of Steel Required (Mu) = 392.000 Sqmm/M
Area Of Steel Provided for Crack
Width
= 437.000 Sqmm/M
Steel Provided = T8 @ 115 c/c
= 437.000 Sqmm/M
Long Span Positive Moment At Midspan -
Moment Coefficient = 0.034
BM = 5.323 KNM
Mu = 1.5 X BM = 7.985 KNM
Area Of Steel Required (Mu) = 198.000 Sqmm/M
Area Of Steel Provided for CrackWidth
= 201.000 Sqmm/M
Area Of Steel Provided for ThermalCrack
= 359.000 Sqmm/M
Steel Provided = T8 @ 140 c/c
= 359.000 Sqmm/M
Long Span Negative Moment At Continuous Support -
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Moment Coefficient = 0.045
BM = 7.098 KNM
Mu = 1.5 X BM = 10.646 KNM
Area Of Steel Required (Mu) = 267.000 Sqmm/M
Area Of Steel Provided for CrackWidth
= 272.000 Sqmm/M
Steel Provided = T8 @ 185 c/c
= 272.000 Sqmm/MDistribution Steel @ 0.12% -
Area Of Steel Required = 150.000 Sqmm
Steel Provided = T8 @ 300 c/c
= 168.000 Sqmm/M
Shear Check :
Along Short Span
Shear Coefficient(Lx), SF1 = 0.511
V = SF1 x TL x Lx = 18.911 KN
Vu = 1.5 X V = 28.366 KN
Shear Stress, Tv = 0.227 N/Sqmm
Nominal Shear Stress, Tc = 0.421 N/Sqmm
Modification Factor 'K' = 1.300
K x Tc = 0.548
> 0.227 Slab Is Safe In Shear
Along Long Span
Shear Coefficient(Ly), SF2 = 0.400
V = SF2 x TL x Lx = 14.805 KN
Vu = 1.5 X V = 22.208 KN
Shear Stress, Tv = 0.193 N/Sqmm
Nominal Shear Stress, Tc = 0.343 N/Sqmm
Modification Factor 'K' = 1.300
K x Tc = 0.446
> 0.193 Slab Is Safe In Shear
Deflection Check:
Basic Span To Depth Ratio = 26
Span Correction Factor = 1.000
Tensile Steel Factor = 1.951
Compression Steel Factor = 1.000
Flange Correction Factor = 1.000Max Span To Depth Ratio = 26.00 x 1.00 x 1.95 x 1.00 x 1.00
= 50.732
Lx/d = 33.840
< 50.732 Slab Is Safe In Deflection
Crack Width Check as per IS 456
Bottom Along L Bottom Along B Top Along L Top Along B
BM (Unfactored) (KN-m) 8.3887 5.3231 11.185 7.0975Cmin (mm) 28 20 28 20
Reinforcement T8@140 T8@140 T8@115 T8@185
Ast Prv (Sqmm/M) 359 359 437 272
Xact (mm) 26.8139 27.8228 29.1962 24.5978
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Peak Hydration Temperature (phTemp) = 50 degree
Seasonal Temperature Variation (stTemp) = 20 degree
Coeffic't of Thermal Expansion (α) = 10 x 10^-6
Steel ratio (ρact) = As/Ac
Steel Ratio Permissible (ρcrit ) = 0.0064 (Reference Table A.1 BS 8007)
fct / fb = 0.67 (Reference Table A.1 BS 8007)
Crack Spacing (Smax) = (fct/fb) x (Bar Dia/2) x (ρact)
Wcr = Smax x α x (phTemp+stTemp)/2
Icr (mm^4) 39206870.2073 45179054.6877 46144663.9147 35637828.6474
acr (mm) 71.6938 68.9638 60.3842 90.7317
Check for Stress in Steel
Fst (N/sqmm) 227.7278 222.781 220.7951 221.7483
FstPerm (N/Sqmm) 228.25 228.25 228.25 228.25
Check for Stress in Concrete
Fc (N/sqmm) 0 0 0 0
FcPerm (N/Sqmm) 0 0 0 0
Crack Width Check
Epsilon-deff, E1 0.0014 0.0008 0 0.0014
Epsilon-m, Em 0.0007 0.0001 0 0.0004
Wcr (mm) 0.0724 0.0085 0.0857 0.0537
WcrPerm (mm) 0.2 0.2 0.2 0.2
Check for Early / Initial Thermal Cracking
Bottom Along L Bottom Along B Top Along L Top Along B
Depth (mm) 150 150 - -Surface Zone Thk (mm) 75 75 - -
Area of Concrete (Ac)(Sqmm)
75000 75000 - -
Reinforcement T8@140 T8@140 - -
Area of Steel (As)(Sqmm/M)
359 359 - -
Steel Check
ρact 0.0048 0.0048 - -
ρcrit 0.0064 0.0064 - -
Crack Width Check
Smaxbot (mm) 559.8275 559.8275 - -
Wcr (mm) 0.1959 0.1959 - -
WcrPerm (mm) 0.2 0.2 - -
Where
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Slab No. : S2
Level = 3.35m
Design Code = IS Code
Grade Of Concrete = M25 N/Sqmm
Grade Of Steel = Fe415 N/Sqmm
Clear Cover = 20.000 mm
Long Span, Ly = 6.230 M
Short Span, Lx = 5.730 MImposed Load = 1.000 KN/Sqm
Live Load = 4.000 KN/Sqm
Slab Thickness = 150.000 mm
Effective Depth Along LX, Deffx = 125.000 mm
Effective Depth Along LY, Deffy = 115.000 mm
Self Weight = 3.750 KN/Sqm
Total Load, TL = 8.750 KN/Sqm
Span = 2-Way
Panel Type = One Long Edge Discontinuous
Design Moments:
Short Span Positive Moment At Midspan -
Moment Coefficient = 0.036
BM = 10.224 KNM
Mu = 1.5 X BM = 15.336 KNM
Area Of Steel Required (Mu) = 356.804 Sqmm/M
Area Of Steel Required (Mu + Defl.) = 451.000 Sqmm/M
Area Of Steel Provided for Crack
Width
= 457.000 Sqmm/M
Steel Provided = T8 @ 110 c/c
= 457.000 Sqmm/M
Short Span Negative Moment At Continuous Support -
Moment Coefficient = 0.047
BM = 13.632 KNM
Mu = 1.5 X BM = 20.448 KNM
Area Of Steel Required (Mu) = 484.000 Sqmm/M
Area Of Steel Provided for CrackWidth
= 524.000 Sqmm/M
Steel Provided = T10 @ 150 c/c = 524.000 Sqmm/M
Long Span Positive Moment At Midspan -
Moment Coefficient = 0.028
BM = 7.900 KNM
Mu = 1.5 X BM = 11.851 KNM
Area Of Steel Required (Mu) = 298.325 Sqmm/M
Area Of Steel Required (BM + Defl.) = 385.000 Sqmm/M
Area Of Steel Provided for CrackWidth
= 387.000 Sqmm/M
Steel Provided = T8 @ 130 c/c
= 387.000 Sqmm/M
Long Span Negative Moment At Continuous Support -
Moment Coefficient = 0.037
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BM = 10.534 KNM
Mu = 1.5 X BM = 15.801 KNM
Area Of Steel Required (Mu) = 404.000 Sqmm/M
Area Of Steel Provided for CrackWidth
= 419.000 Sqmm/M
Steel Provided = T8 @ 120 c/c
= 419.000 Sqmm/M
Distribution Steel @ 0.12% -
Area Of Steel Required = 150.000 Sqmm
Steel Provided = T8 @ 300 c/c
= 168.000 Sqmm/M
Shear Check :
Along Short Span
Shear Coefficient(Lx), SF1 = 0.395
V = SF1 x TL x Lx = 19.800 KN
Vu = 1.5 X V = 29.699 KN
Shear Stress, Tv = 0.238 N/Sqmm
Nominal Shear Stress, Tc = 0.454 N/SqmmModification Factor 'K' = 1.300
K x Tc = 0.591
> 0.238 Slab Is Safe In Shear
Along Long Span
Shear Coefficient(Ly), SF2 = 0.360
V = SF2 x TL x Lx = 18.050 KN
Vu = 1.5 X V = 27.074 KN
Shear Stress, Tv = 0.235 N/Sqmm
Nominal Shear Stress, Tc = 0.414 N/Sqmm
Modification Factor 'K' = 1.300
K x Tc = 0.538
> 0.235 Slab Is Safe In Shear
Deflection Check:
Basic Span To Depth Ratio = 26
Span Correction Factor = 1.000
Tensile Steel Factor = 1.795
Compression Steel Factor = 1.000
Flange Correction Factor = 1.000
Max Span To Depth Ratio = 26.00 x 1.00 x 1.80 x 1.00 x 1.00= 46.676
Lx/d = 45.840
< 46.676 Slab Is Safe In Deflection
Crack Width Check as per IS 456
Bottom Along L Bottom Along B Top Along L Top Along B
BM (Unfactored) (KN-m) 10.2241 7.9004 13.6322 10.5339
Cmin (mm) 28 20 30 20Reinforcement T8@110 T8@130 T10@150 T8@120
Ast Prv (Sqmm/M) 457 387 524 419
Xact (mm) 29.7578 28.7381 31.3774 29.7548
Icr (mm^4) 47854158.7011 48074734.7669 52447032.331 51386516.0126
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Peak Hydration Temperature (phTemp) = 50 degree
Seasonal Temperature Variation (stTemp) = 20 degree
Coeffic't of Thermal Expansion (α) = 10 x 10^-6
Steel ratio (ρact) = As/Ac
Steel Ratio Permissible (ρcrit ) = 0.0064 (Reference Table A.1 BS 8007)
fct / fb = 0.67 (Reference Table A.1 BS 8007)
Crack Spacing (Smax) = (fct/fb) x (Bar Dia/2) x (ρact)
Wcr = Smax x α x (phTemp+stTemp)/2
acr (mm) 58.1808 64.195 75.3923 59.4643
Check for Stress in Steel
Fst (N/sqmm) 193.3783 175.5066 228.1126 216.6388
FstPerm (N/Sqmm) 228.25 228.25 228.25 228.25
Check for Stress in Concrete
Fc (N/sqmm) 0 0 0 0
FcPerm (N/Sqmm) 0 0 0 0
Crack Width Check
Epsilon-deff, E1 0.0014 0.0011 0 0.0014
Epsilon-m, Em 0.0008 0.0004 0 0.0008
Wcr (mm) 0.0692 0.0493 0.112 0.0814
WcrPerm (mm) 0.2 0.2 0.2 0.2
Check for Early / Initial Thermal Cracking
Bottom Along L Bottom Along B Top Along L Top Along B
Depth (mm) 150 150 - -
Surface Zone Thk (mm) 75 75 - -Area of Concrete (Ac)(Sqmm)
75000 75000 - -
Reinforcement T8@110 T8@130 - -
Area of Steel (As)(Sqmm/M)
457 387 - -
Steel Check
ρact 0.0061 0.0052 - -
ρcrit 0.0064 0.0064 - -
Crack Width Check
Smaxbot
(mm) 439.8645 519.8398 - -
Wcr (mm) 0.154 0.1819 - -
WcrPerm (mm) 0.2 0.2 - -
Where
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Slab No. : S3
Level = 3.35m
Design Code = IS Code
Grade Of Concrete = M25 N/Sqmm
Grade Of Steel = Fe415 N/Sqmm
Clear Cover = 20.000 mm
Long Span, Ly = 6.230 M
Short Span, Lx = 5.730 MImposed Load = 1.000 KN/Sqm
Live Load = 4.000 KN/Sqm
Slab Thickness = 150.000 mm
Effective Depth Along LX, Deffx = 125.000 mm
Effective Depth Along LY, Deffy = 115.000 mm
Self Weight = 3.750 KN/Sqm
Total Load, TL = 8.750 KN/Sqm
Span = 2-Way
Panel Type = Two Adjacent Edges Discontinuous
Design Moments:
Short Span Positive Moment At Midspan -
Moment Coefficient = 0.041
BM = 11.806 KNM
Mu = 1.5 X BM = 17.709 KNM
Area Of Steel Required (Mu) = 415.429 Sqmm/M
Area Of Steel Required (Mu + Defl.) = 603.000 Sqmm/M
Area Of Steel Provided for Crack
Width
= 604.000 Sqmm/M
Steel Provided = T10 @ 130 c/c
= 604.000 Sqmm/M
Short Span Negative Moment At Continuous Support -
Moment Coefficient = 0.055
BM = 15.742 KNM
Mu = 1.5 X BM = 23.612 KNM
Area Of Steel Required (Mu) = 566.000 Sqmm/M
Area Of Steel Provided for CrackWidth
= 628.000 Sqmm/M
Steel Provided = T10 @ 125 c/c = 628.000 Sqmm/M
Long Span Positive Moment At Midspan -
Moment Coefficient = 0.034
BM = 9.768 KNM
Mu = 1.5 X BM = 14.652 KNM
Area Of Steel Required (Mu) = 373.067 Sqmm/M
Area Of Steel Required (BM + Defl.) = 546.000 Sqmm/M
Area Of Steel Provided for CrackWidth
= 561.000 Sqmm/M
Steel Provided = T10 @ 140 c/c
= 561.000 Sqmm/M
Long Span Negative Moment At Continuous Support -
Moment Coefficient = 0.045
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BM = 13.024 KNM
Mu = 1.5 X BM = 19.536 KNM
Area Of Steel Required (Mu) = 508.000 Sqmm/M
Area Of Steel Provided for CrackWidth
= 524.000 Sqmm/M
Steel Provided = T10 @ 150 c/c
= 524.000 Sqmm/M
Distribution Steel @ 0.12% -
Area Of Steel Required = 150.000 Sqmm
Steel Provided = T8 @ 300 c/c
= 168.000 Sqmm/M
Shear Check :
Along Short Span
Shear Coefficient(Lx), SF1 = 0.435
V = SF1 x TL x Lx = 21.805 KN
Vu = 1.5 X V = 32.708 KN
Shear Stress, Tv = 0.262 N/Sqmm
Nominal Shear Stress, Tc = 0.490 N/SqmmModification Factor 'K' = 1.300
K x Tc = 0.637
> 0.262 Slab Is Safe In Shear
Along Long Span
Shear Coefficient(Ly), SF2 = 0.400
V = SF2 x TL x Lx = 20.055 KN
Vu = 1.5 X V = 30.083 KN
Shear Stress, Tv = 0.262 N/Sqmm
Nominal Shear Stress, Tc = 0.454 N/Sqmm
Modification Factor 'K' = 1.300
K x Tc = 0.591
> 0.262 Slab Is Safe In Shear
Deflection Check:
Basic Span To Depth Ratio = 26
Span Correction Factor = 1.000
Tensile Steel Factor = 1.784
Compression Steel Factor = 1.000
Flange Correction Factor = 1.000
Max Span To Depth Ratio = 26.00 x 1.00 x 1.78 x 1.00 x 1.00= 46.380
Lx/d = 45.840
< 46.380 Slab Is Safe In Deflection
Crack Width Check as per IS 456
Bottom Along L Bottom Along B Top Along L Top Along B
BM (Unfactored) (KN-m) 11.8062 9.7678 15.7416 13.0237
Cmin (mm) 30 20 30 20Reinforcement T10@130 T10@140 T10@125 T10@150
Ast Prv (Sqmm/M) 604 561 628 524
Xact (mm) 32.9867 33.5633 33.5287 32.5963
Icr (mm^4) 56584870.2519 64104571.8323 58357862.4925 60634971.5094
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Peak Hydration Temperature (phTemp) = 50 degree
Seasonal Temperature Variation (stTemp) = 20 degree
Coeffic't of Thermal Expansion (α) = 10 x 10^-6
Steel ratio (ρact) = As/Ac
Steel Ratio Permissible (ρcrit ) = 0.0064 (Reference Table A.1 BS 8007)
fct / fb = 0.67 (Reference Table A.1 BS 8007)
Crack Spacing (Smax) = (fct/fb) x (Bar Dia/2) x (ρact)
Wcr = Smax x α x (phTemp+stTemp)/2
acr (mm) 67.082 68.0074 64.8556 72.8011
Check for Stress in Steel
Fst (N/sqmm) 172.2382 152.9838 221.191 217.931
FstPerm (N/Sqmm) 228.25 228.25 228.25 228.25
Check for Stress in Concrete
Fc (N/sqmm) 0 0 0 0
FcPerm (N/Sqmm) 0 0 0 0
Crack Width Check
Epsilon-deff, E1 0.0013 0.001 0 0.0014
Epsilon-m, Em 0.0009 0.0005 0 0.0009
Wcr (mm) 0.0752 0.0597 0.1093 0.1046
WcrPerm (mm) 0.2 0.2 0.2 0.2
Check for Early / Initial Thermal Cracking
Bottom Along L Bottom Along B Top Along L Top Along B
Depth (mm) 150 150 - -
Surface Zone Thk (mm) 75 75 - -Area of Concrete (Ac)
(Sqmm)75000 75000 - -
Reinforcement T10@130 T10@140 - -
Area of Steel (As)
(Sqmm/M)604 561 - -
Steel Check
ρact 0.0081 0.0075 - -
ρcrit 0.0064 0.0064 - -
Crack Width Check
Smaxbot
(mm) 415.8719 447.862 - -
Wcr (mm) 0.1456 0.1568 - -
WcrPerm (mm) 0.2 0.2 - -
Where
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Slab No. : S4
Level = 3.35m
Design Code = IS Code
Grade Of Concrete = M25 N/Sqmm
Grade Of Steel = Fe415 N/Sqmm
Clear Cover = 20.000 mm
Long Span, Ly = 11.230 M
Short Span, Lx = 3.230 MImposed Load = 1.000 KN/Sqm
Live Load = 4.000 KN/Sqm
Dead Load,DL = 4.750 KN/Sqm
Slab Thickness = 150.000 mm
Effective Depth Along LX, Deffx = 125.000 mm
Self Weight = 3.750 KN/Sqm
Total Load, TL = 8.750 KN/Sqm
Span = 1-Way
End Conditions = Span Next to End Span
Design Moments:
Short Span Positive Moment at Mid Span -
Moment Coefficient(DL), M1 = 0.063
Moment Coefficient(LL), M2 = 0.083
BM = M1 x DL x Lx x Lx + M2 x LL
x Lx x Lx= 6.575 KNM
Mu = 1.5 X BM = 9.862 KNM
Area Of Steel Required (Mu) = 225.000 Sqmm/M
Area Of Steel Provided for CrackWidth = 245.000 Sqmm/M
Area Of Steel Provided for ThermalCrack
= 359.000 Sqmm/M
Steel Provided =T8 @ 140c/c
= 359.000 Sqmm/M
Short Span Negative Moment at Continuous Support -
Moment Coefficient(DL), M3 = 0.100
Moment Coefficient(LL), M4 = 0.111
BM = M3 x DL x Lx x Lx + M4 x LLx Lx x Lx = 9.592 KNM
Mu = 1.5 X BM = 14.389 KNM
Area Of Steel Required (Mu) = 334.000 Sqmm/M
Area Of Steel Provided for CrackWidth
= 372.000 Sqmm/M
Steel Provided = T8 @ 135 c/c
= 372.000 Sqmm/M
All Other Sections provide Minimum Steel @ 0.12% -
Area Of Steel Required = 150.000 Sqmm/M
Steel Provided = T8 @ 300 c/c= 168.000 Sqmm/M
Shear Check :
Shear Coefficient(DL), SF1 = 0.600
Shear Coefficient(LL), SF2 = 0.600
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V = SF1 x DL x Lx + SF2 x LL x Lx = 16.958 KN
Vu = 1.5 X V = 25.436 KN
Shear Stress, Tv = 0.203 N/Sqmm
Nominal Shear Stress, Tc = 0.393 N/Sqmm
Modification Factor 'K' = 1.300
K x Tc = 0.511
> 0.203 Slab Is Safe In Shear
Deflection Check:Basic Span To Depth Ratio = 26.000
Span Correction Factor = 1.000
Tensile Steel Factor = 2.683
Compression Steel Factor = 1.000
Flange Correction Factor = 1.000
Max Span To Depth Ratio = 26.00 x 1.00 x 2.68 x 1.00 x 1.00
= 69.752
Lx/d = 25.840
< 69.752 Slab Is Safe In Deflection
Crack Width Check as per IS 456
Bottom Along L Bottom Along B Top Along L Top Along B
BM (Unfactored) (KN-m) 6.5749 - 9.5925 -
Cmin (mm) 28 - 28 -
Reinforcement T8@140 - T8@135 -
Ast Prv (Sqmm/M) 359 - 372 -
Xact (mm) 26.8139 - 28.2689 -
Icr (mm^4) 39206870.2073 - 46580044.7543 -acr (mm) 71.6938 - 66.5751 -
Check for Stress in Steel
Fst (N/sqmm) 226.919 - 220.9945 -
FstPerm (N/Sqmm) 228.25 - 228.25 -
Check for Stress in Concrete
Fc (N/sqmm) 0 - 0 -
FcPerm (N/Sqmm) 0 - 0 -
Crack Width Check
Epsilon-deff, E1 0.0011 - 0.0014 -
Epsilon-m, Em 0.0004 - 0.0007 - Wcr (mm) 0.045 - 0.0789 -
WcrPerm (mm) 0.2 - 0.2 -
Check for Early / Initial Thermal Cracking
Bottom Along L Bottom Along B Top Along L Top Along B
Depth (mm) 150 150 - -
Surface Zone Thk (mm) 75 75 - -
Area of Concrete (Ac)
(Sqmm) 75000 75000 - -
Reinforcement T8@140 T8@140 - -
Area of Steel (As)(Sqmm/M)
359 359 - -
Steel Check
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Peak Hydration Temperature (phTemp) = 50 degree
Seasonal Temperature Variation (stTemp) = 20 degree
Coeffic't of Thermal Expansion (α) = 10 x 10^-6
Steel ratio (ρact) = As/Ac
Steel Ratio Permissible (ρcrit ) = 0.0064 (Reference Table A.1 BS 8007)
fct / fb = 0.67 (Reference Table A.1 BS 8007)
Crack Spacing (Smax) = (fct/fb) x (Bar Dia/2) x (ρact)
Wcr = Smax x α x (phTemp+stTemp)/2
ρact 0.0048 0.0048 - -
ρcrit 0.0064 0.0064 - -
Crack Width Check
Smaxbot (mm) 559.8275 559.8275 - -
Wcr (mm) 0.1959 0.1959 - -
WcrPerm (mm) 0.2 0.2 - -
Where
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Slab No. : S5
Level = 3.35m
Design Code = IS Code
Grade Of Concrete = M25 N/Sqmm
Grade Of Steel = Fe415 N/Sqmm
Clear Cover = 20.000 mm
Long Span, Ly = 5.500 M
Short Span, Lx = 4.230 MImposed Load = 1.000 KN/Sqm
Live Load = 4.000 KN/Sqm
Slab Thickness = 150.000 mm
Effective Depth Along LX, Deffx = 125.000 mm
Effective Depth Along LY, Deffy = 115.000 mm
Self Weight = 3.750 KN/Sqm
Total Load, TL = 8.750 KN/Sqm
Span = 2-Way
Panel Type = One Long Edge Discontinuous
Design Moments:
Short Span Positive Moment At Midspan -
Moment Coefficient = 0.047
BM = 7.335 KNM
Mu = 1.5 X BM = 11.003 KNM
Area Of Steel Required (Mu) = 252.000 Sqmm/M
Area Of Steel Provided for CrackWidth
= 279.000 Sqmm/M
Area Of Steel Provided for Thermal
Crack = 359.000 Sqmm/M
Steel Provided = T8 @ 140 c/c
= 359.000 Sqmm/M
Short Span Negative Moment At Continuous Support -
Moment Coefficient = 0.062
BM = 9.780 KNM
Mu = 1.5 X BM = 14.671 KNM
Area Of Steel Required (Mu) = 341.000 Sqmm/M
Area Of Steel Provided for Crack
Width
= 372.000 Sqmm/M
Steel Provided = T8 @ 135 c/c
= 372.000 Sqmm/M
Long Span Positive Moment At Midspan -
Moment Coefficient = 0.028
BM = 4.305 KNM
Mu = 1.5 X BM = 6.458 KNM
Area Of Steel Required (Mu) = 180.000 Sqmm/M
Area Of Steel Provided for CrackWidth
= 183.000 Sqmm/M
Area Of Steel Provided for ThermalCrack
= 359.000 Sqmm/M
Steel Provided = T8 @ 140 c/c
= 359.000 Sqmm/M
Long Span Negative Moment At Continuous Support -
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Moment Coefficient = 0.037
BM = 5.741 KNM
Mu = 1.5 X BM = 8.611 KNM
Area Of Steel Required (Mu) = 214.000 Sqmm/M
Area Of Steel Provided for CrackWidth
= 219.000 Sqmm/M
Steel Provided = T8 @ 230 c/c
= 219.000 Sqmm/M
Distribution Steel @ 0.12% -
Area Of Steel Required = 150.000 Sqmm
Steel Provided = T8 @ 300 c/c
= 168.000 Sqmm/M
Shear Check :
Along Short Span
Shear Coefficient(Lx), SF1 = 0.470
V = SF1 x TL x Lx = 17.398 KN
Vu = 1.5 X V = 26.096 KN
Shear Stress, Tv = 0.209 N/SqmmNominal Shear Stress, Tc = 0.393 N/Sqmm
Modification Factor 'K' = 1.300
K x Tc = 0.511
> 0.209 Slab Is Safe In Shear
Along Long Span
Shear Coefficient(Ly), SF2 = 0.360
V = SF2 x TL x Lx = 13.325 KN
Vu = 1.5 X V = 19.987 KN
Shear Stress, Tv = 0.174 N/Sqmm
Nominal Shear Stress, Tc = 0.312 N/Sqmm
Modification Factor 'K' = 1.300
K x Tc = 0.405
> 0.174 Slab Is Safe In Shear
Deflection Check:
Basic Span To Depth Ratio = 26
Span Correction Factor = 1.000
Tensile Steel Factor = 2.320
Compression Steel Factor = 1.000
Flange Correction Factor = 1.000Max Span To Depth Ratio = 26.00 x 1.00 x 2.32 x 1.00 x 1.00
= 60.321
Lx/d = 33.840
< 60.321 Slab Is Safe In Deflection
Crack Width Check as per IS 456
Bottom Along L Bottom Along B Top Along L Top Along B
BM (Unfactored) (KN-m) 7.3354 4.3055 9.7805 5.7406Cmin (mm) 28 20 28 20
Reinforcement T8@140 T8@140 T8@135 T8@230
Ast Prv (Sqmm/M) 359 359 372 219
Xact (mm) 26.8139 27.8228 27.2418 22.3083
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Peak Hydration Temperature (phTemp) = 50 degree
Seasonal Temperature Variation (stTemp) = 20 degree
Coeffic't of Thermal Expansion (α) = 10 x 10^-6
Steel ratio (ρact) = As/Ac
Steel Ratio Permissible (ρcrit ) = 0.0064 (Reference Table A.1 BS 8007)
fct / fb = 0.67 (Reference Table A.1 BS 8007)
Crack Spacing (Smax) = (fct/fb) x (Bar Dia/2) x (ρact)
Wcr = Smax x α x (phTemp+stTemp)/2
Icr (mm^4) 39206870.2073 45179054.6877 40415257.5738 29502323.9464
acr (mm) 71.6938 68.9638 69.3992 112.7874
Check for Stress in Steel
Fst (N/sqmm) 223.1759 197.7046 225.3257 221.5469
FstPerm (N/Sqmm) 228.25 228.25 228.25 228.25
Check for Stress in Concrete
Fc (N/sqmm) 0 0 0 0
FcPerm (N/Sqmm) 0 0 0 0
Crack Width Check
Epsilon-deff, E1 0.0013 0.0006 0 0.0014
Epsilon-m, Em 0.0005 -0.0001 0 0.0002
Wcr (mm) 0.0579 0 0.082 0.0227
WcrPerm (mm) 0.2 0.2 0.2 0.2
Check for Early / Initial Thermal Cracking
Bottom Along L Bottom Along B Top Along L Top Along B
Depth (mm) 150 150 - -Surface Zone Thk (mm) 75 75 - -
Area of Concrete (Ac)(Sqmm)
75000 75000 - -
Reinforcement T8@140 T8@140 - -
Area of Steel (As)(Sqmm/M)
359 359 - -
Steel Check
ρact 0.0048 0.0048 - -
ρcrit 0.0064 0.0064 - -
Crack Width Check
Smaxbot (mm) 559.8275 559.8275 - -
Wcr (mm) 0.1959 0.1959 - -
WcrPerm (mm) 0.2 0.2 - -
Where
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Slab No. : S6
Level = 3.35m
Design Code = IS Code
Grade Of Concrete = M25 N/Sqmm
Grade Of Steel = Fe415 N/Sqmm
Clear Cover = 20.000 mm
Long Span, Ly = 6.230 M
Short Span, Lx = 5.500 MImposed Load = 1.000 KN/Sqm
Live Load = 4.000 KN/Sqm
Slab Thickness = 150.000 mm
Effective Depth Along LX, Deffx = 125.000 mm
Effective Depth Along LY, Deffy = 115.000 mm
Self Weight = 3.750 KN/Sqm
Total Load, TL = 8.750 KN/Sqm
Span = 2-Way
Panel Type = One Long Edge Discontinuous
Design Moments:
Short Span Positive Moment At Midspan -
Moment Coefficient = 0.038
BM = 10.150 KNM
Mu = 1.5 X BM = 15.226 KNM
Area Of Steel Required (Mu) = 354.098 Sqmm/M
Area Of Steel Required (Mu + Defl.) = 417.000 Sqmm/M
Area Of Steel Provided for CrackWidth
= 419.000 Sqmm/M
Steel Provided = T8 @ 120 c/c
= 419.000 Sqmm/M
Short Span Negative Moment At Continuous Support -
Moment Coefficient = 0.051
BM = 13.534 KNM
Mu = 1.5 X BM = 20.301 KNM
Area Of Steel Required (Mu) = 481.000 Sqmm/M
Area Of Steel Provided for CrackWidth
= 524.000 Sqmm/M
Steel Provided = T10 @ 150 c/c = 524.000 Sqmm/M
Long Span Positive Moment At Midspan -
Moment Coefficient = 0.028
BM = 7.279 KNM
Mu = 1.5 X BM = 10.918 KNM
Area Of Steel Required (Mu) = 273.840 Sqmm/M
Area Of Steel Required (BM + Defl.) = 331.000 Sqmm/M
Area Of Steel Provided for CrackWidth
= 335.000 Sqmm/M
Area Of Steel Provided for ThermalCrack
= 359.000 Sqmm/M
Steel Provided = T8 @ 140 c/c
= 359.000 Sqmm/M
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Long Span Negative Moment At Continuous Support -
Moment Coefficient = 0.037
BM = 9.705 KNM
Mu = 1.5 X BM = 14.558 KNM
Area Of Steel Required (Mu) = 371.000 Sqmm/M
Area Of Steel Provided for CrackWidth
= 372.000 Sqmm/M
Steel Provided = T8 @ 135 c/c
= 372.000 Sqmm/M
Distribution Steel @ 0.12% -
Area Of Steel Required = 150.000 Sqmm
Steel Provided = T8 @ 300 c/c
= 168.000 Sqmm/M
Shear Check :
Along Short Span
Shear Coefficient(Lx), SF1 = 0.413
V = SF1 x TL x Lx = 19.880 KN
Vu = 1.5 X V = 29.820 KNShear Stress, Tv = 0.239 N/Sqmm
Nominal Shear Stress, Tc = 0.454 N/Sqmm
Modification Factor 'K' = 1.300
K x Tc = 0.591
> 0.239 Slab Is Safe In Shear
Along Long Span
Shear Coefficient(Ly), SF2 = 0.360
V = SF2 x TL x Lx = 17.325 KN
Vu = 1.5 X V = 25.988 KN
Shear Stress, Tv = 0.226 N/Sqmm
Nominal Shear Stress, Tc = 0.393 N/Sqmm
Modification Factor 'K' = 1.300
K x Tc = 0.511
> 0.226 Slab Is Safe In Shear
Deflection Check:
Basic Span To Depth Ratio = 26
Span Correction Factor = 1.000
Tensile Steel Factor = 1.714
Compression Steel Factor = 1.000Flange Correction Factor = 1.000
Max Span To Depth Ratio = 26.00 x 1.00 x 1.71 x 1.00 x 1.00
= 44.564
Lx/d = 44.000
< 44.564 Slab Is Safe In Deflection
Crack Width Check as per IS 456
Bottom Along L Bottom Along B Top Along L Top Along BBM (Unfactored) (KN-m) 10.1504 7.2789 13.5339 9.7052
Cmin (mm) 28 20 30 20
Reinforcement T8@120 T8@140 T10@150 T8@135
Ast Prv (Sqmm/M) 419 359 524 372
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Peak Hydration Temperature (phTemp) = 50 degree
Seasonal Temperature Variation (stTemp) = 20 degree
Coeffic't of Thermal Expansion (α) = 10 x 10^-6
Steel ratio (ρact) = As/Ac
Steel Ratio Permissible (ρcrit ) = 0.0064 (Reference Table A.1 BS 8007)
fct / fb = 0.67 (Reference Table A.1 BS 8007)
Crack Spacing (Smax) = (fct/fb) x (Bar Dia/2) x (ρact)
Wcr = Smax x α x (phTemp+stTemp)/2
Xact (mm) 28.6665 27.8228 31.3774 28.2689
Icr (mm^4) 44558245.5829 45179054.6877 52447032.331 46580044.7543
acr (mm) 62.6099 68.9638 75.3923 66.5751
Check for Stress in Steel
Fst (N/sqmm) 208.7528 185.649 226.4684 223.5917
FstPerm (N/Sqmm) 228.25 228.25 228.25 228.25
Check for Stress in Concrete
Fc (N/sqmm) 0 0 0 0
FcPerm (N/Sqmm) 0 0 0 0
Crack Width Check
Epsilon-deff, E1 0.0015 0.0011 0 0.0014
Epsilon-m, Em 0.0009 0.0004 0 0.0007
Wcr (mm) 0.0761 0.0464 0.1108 0.0808
WcrPerm (mm) 0.2 0.2 0.2 0.2
Check for Early / Initial Thermal Cracking
Bottom Along L Bottom Along B Top Along L Top Along BDepth (mm) 150 150 - -
Surface Zone Thk (mm) 75 75 - -
Area of Concrete (Ac)(Sqmm)
75000 75000 - -
Reinforcement T8@120 T8@140 - -
Area of Steel (As)(Sqmm/M)
419 359 - -
Steel Check
ρact 0.0056 0.0048 - -
ρcrit 0.0064 0.0064 - -
Crack Width Check
Smaxbot (mm) 479.8522 559.8275 - -
Wcr (mm) 0.1679 0.1959 - -
WcrPerm (mm) 0.2 0.2 - -
Where
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Slab No. : S7
Level = 3.35m
Design Code = IS Code
Grade Of Concrete = M25 N/Sqmm
Grade Of Steel = Fe415 N/Sqmm
Clear Cover = 20.000 mm
Long Span, Ly = 6.230 M
Short Span, Lx = 5.500 MImposed Load = 1.000 KN/Sqm
Live Load = 4.000 KN/Sqm
Slab Thickness = 150.000 mm
Effective Depth Along LX, Deffx = 125.000 mm
Effective Depth Along LY, Deffy = 115.000 mm
Self Weight = 3.750 KN/Sqm
Total Load, TL = 8.750 KN/Sqm
Span = 2-Way
Panel Type = Two Adjacent Edges Discontinuous
Design Moments:
Short Span Positive Moment At Midspan -
Moment Coefficient = 0.044
BM = 11.550 KNM
Mu = 1.5 X BM = 17.324 KNM
Area Of Steel Required (Mu) = 405.848 Sqmm/M
Area Of Steel Required (Mu + Defl.) = 531.000 Sqmm/M
Area Of Steel Provided for CrackWidth
= 542.000 Sqmm/M
Steel Provided = T10 @ 145 c/c
= 542.000 Sqmm/M
Short Span Negative Moment At Continuous Support -
Moment Coefficient = 0.058
BM = 15.399 KNM
Mu = 1.5 X BM = 23.099 KNM
Area Of Steel Required (Mu) = 553.000 Sqmm/M
Area Of Steel Provided for CrackWidth
= 604.000 Sqmm/M
Steel Provided = T10 @ 130 c/c = 604.000 Sqmm/M
Long Span Positive Moment At Midspan -
Moment Coefficient = 0.034
BM = 8.999 KNM
Mu = 1.5 X BM = 13.499 KNM
Area Of Steel Required (Mu) = 342.093 Sqmm/M
Area Of Steel Required (BM + Defl.) = 457.000 Sqmm/M
Area Of Steel Provided for CrackWidth
= 479.000 Sqmm/M
Steel Provided = T8 @ 105 c/c
= 479.000 Sqmm/M
Long Span Negative Moment At Continuous Support -
Moment Coefficient = 0.045
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BM = 11.999 KNM
Mu = 1.5 X BM = 17.999 KNM
Area Of Steel Required (Mu) = 465.000 Sqmm/M
Area Of Steel Provided for CrackWidth
= 479.000 Sqmm/M
Steel Provided = T8 @ 105 c/c
= 479.000 Sqmm/M
Distribution Steel @ 0.12% -
Area Of Steel Required = 150.000 Sqmm
Steel Provided = T8 @ 300 c/c
= 168.000 Sqmm/M
Shear Check :
Along Short Span
Shear Coefficient(Lx), SF1 = 0.450
V = SF1 x TL x Lx = 21.648 KN
Vu = 1.5 X V = 32.471 KN
Shear Stress, Tv = 0.260 N/Sqmm
Nominal Shear Stress, Tc = 0.482 N/SqmmModification Factor 'K' = 1.300
K x Tc = 0.627
> 0.260 Slab Is Safe In Shear
Along Long Span
Shear Coefficient(Ly), SF2 = 0.400
V = SF2 x TL x Lx = 19.250 KN
Vu = 1.5 X V = 28.875 KN
Shear Stress, Tv = 0.251 N/Sqmm
Nominal Shear Stress, Tc = 0.438 N/Sqmm
Modification Factor 'K' = 1.300
K x Tc = 0.569
> 0.251 Slab Is Safe In Shear
Deflection Check:
Basic Span To Depth Ratio = 26
Span Correction Factor = 1.000
Tensile Steel Factor = 1.728
Compression Steel Factor = 1.000
Flange Correction Factor = 1.000
Max Span To Depth Ratio = 26.00 x 1.00 x 1.73 x 1.00 x 1.00= 44.925
Lx/d = 44.000
< 44.925 Slab Is Safe In Deflection
Crack Width Check as per IS 456
Bottom Along L Bottom Along B Top Along L Top Along B
BM (Unfactored) (KN-m) 11.5495 8.9994 15.3994 11.9992
Cmin (mm) 30 20 30 20
Reinforcement T10@145 T8@105 T10@130 T8@105
Ast Prv (Sqmm/M) 542 479 604 479
Xact (mm) 31.8295 31.5168 33.3202 31.5168
Icr (mm^4) 53892776.4024 57360661.6992 58783223.6935 57360661.6992
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Peak Hydration Temperature (phTemp) = 50 degree
Seasonal Temperature Variation (stTemp) = 20 degree
Coeffic't of Thermal Expansion (α) = 10 x 10^-6
Steel ratio (ρact) = As/Ac
Steel Ratio Permissible (ρcrit ) = 0.0064 (Reference Table A.1 BS 8007)
fct / fb = 0.67 (Reference Table A.1 BS 8007)
Crack Spacing (Smax) = (fct/fb) x (Bar Dia/2) x (ρact)
Wcr = Smax x α x (phTemp+stTemp)/2
acr (mm) 73.077 52.4619 66.2118 52.4619
Check for Stress in Steel
Fst (N/sqmm) 187.0789 162.7687 224.6585 217.0249
FstPerm (N/Sqmm) 228.25 228.25 228.25 228.25
Check for Stress in Concrete
Fc (N/sqmm) 0 0 0 0
FcPerm (N/Sqmm) 0 0 0 0
Crack Width Check
Epsilon-deff, E1 0.0014 0.001 0 0.0014
Epsilon-m, Em 0.0009 0.0005 0 0.0008
Wcr (mm) 0.083 0.0512 0.1114 0.0858
WcrPerm (mm) 0.2 0.2 0.2 0.2
Check for Early / Initial Thermal Cracking
Bottom Along L Bottom Along B Top Along L Top Along B
Depth (mm) 150 150 - -
Surface Zone Thk (mm) 75 75 - -Area of Concrete (Ac)(Sqmm)
75000 75000 - -
Reinforcement T10@145 T8@105 - -
Area of Steel (As)(Sqmm/M)
542 479 - -
Steel Check
ρact 0.0072 0.0064 - -
ρcrit 0.0064 0.0064 - -
Crack Width Check
Smaxbot (mm) 463.8571 419.8706 - -
Wcr (mm) 0.1623 0.147 - -
WcrPerm (mm) 0.2 0.2 - -
Where