Slab Design Calculations

8/20/2019 Slab Design Calculations

1/23

04/08/2015 ravi.html

file:///C:/Users/ravitej/Desktop/SSE%20WORKS%20OFFICE/ravi.html 1/23

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


2/23



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


3/23



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 -


BM = 11.185 KNM

Mu = 1.5 X BM = 16.777 KNM


Area Of Steel Provided for Crack

Width

= 437.000 Sqmm/M


= 437.000 Sqmm/M

Long Span Positive Moment At Midspan -


BM = 5.323 KNM

Mu = 1.5 X BM = 7.985 KNM



= 201.000 Sqmm/M

Area Of Steel Provided for ThermalCrack

= 359.000 Sqmm/M


= 359.000 Sqmm/M

Long Span Negative Moment At Continuous Support -


4/23




BM = 7.098 KNM

Mu = 1.5 X BM = 10.646 KNM



= 272.000 Sqmm/M


= 272.000 Sqmm/MDistribution Steel @ 0.12% -

Area Of Steel Required = 150.000 Sqmm


= 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




K x Tc = 0.446


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


5/23



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


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


6/23



Slab No. : S2

Level = 3.35m













Span = 2-Way

Panel Type = One Long Edge Discontinuous

Design Moments:



BM = 10.224 KNM

Mu = 1.5 X BM = 15.336 KNM


Area Of Steel Required (Mu + Defl.) = 451.000 Sqmm/M


Width

= 457.000 Sqmm/M


= 457.000 Sqmm/M



BM = 13.632 KNM

Mu = 1.5 X BM = 20.448 KNM



= 524.000 Sqmm/M

Steel Provided = T10 @ 150 c/c = 524.000 Sqmm/M



BM = 7.900 KNM

Mu = 1.5 X BM = 11.851 KNM


Area Of Steel Required (BM + Defl.) = 385.000 Sqmm/M


= 387.000 Sqmm/M


= 387.000 Sqmm/M




7/23



BM = 10.534 KNM

Mu = 1.5 X BM = 15.801 KNM



= 419.000 Sqmm/M


= 419.000 Sqmm/M

Distribution Steel @ 0.12% -



= 168.000 Sqmm/M

Shear Check :

Along Short Span


V = SF1 x TL x Lx = 19.800 KN

Vu = 1.5 X V = 29.699 KN


Nominal Shear Stress, Tc = 0.454 N/SqmmModification Factor 'K' = 1.300

K x Tc = 0.591


Along Long Span


V = SF2 x TL x Lx = 18.050 KN

Vu = 1.5 X V = 27.074 KN




K x Tc = 0.538


Deflection Check:





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




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


8/23











acr (mm) 58.1808 64.195 75.3923 59.4643


Fst (N/sqmm) 193.3783 175.5066 228.1126 216.6388

FstPerm (N/Sqmm) 228.25 228.25 228.25 228.25


Fc (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



Depth (mm) 150 150 - -

Surface Zone Thk (mm) 75 75 - -Area of Concrete (Ac)(Sqmm)

75000 75000 - -



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


9/23



Slab No. : S3

Level = 3.35m













Span = 2-Way


Design Moments:



BM = 11.806 KNM

Mu = 1.5 X BM = 17.709 KNM




Width

= 604.000 Sqmm/M


= 604.000 Sqmm/M



BM = 15.742 KNM

Mu = 1.5 X BM = 23.612 KNM



= 628.000 Sqmm/M




BM = 9.768 KNM

Mu = 1.5 X BM = 14.652 KNM




= 561.000 Sqmm/M


= 561.000 Sqmm/M




10/23



BM = 13.024 KNM

Mu = 1.5 X BM = 19.536 KNM



= 524.000 Sqmm/M


= 524.000 Sqmm/M




= 168.000 Sqmm/M

Shear Check :

Along Short Span


V = SF1 x TL x Lx = 21.805 KN

Vu = 1.5 X V = 32.708 KN



K x Tc = 0.637


Along Long Span


V = SF2 x TL x Lx = 20.055 KN

Vu = 1.5 X V = 30.083 KN




K x Tc = 0.591


Deflection Check:







Lx/d = 45.840





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


11/23











acr (mm) 67.082 68.0074 64.8556 72.8011


Fst (N/sqmm) 172.2382 152.9838 221.191 217.931

FstPerm (N/Sqmm) 228.25 228.25 228.25 228.25


Fc (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



Depth (mm) 150 150 - -

Surface Zone Thk (mm) 75 75 - -Area of Concrete (Ac)

(Sqmm)75000 75000 - -


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


12/23



Slab No. : S4

Level = 3.35m








Dead Load,DL = 4.750 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 Provided for CrackWidth = 245.000 Sqmm/M


= 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



= 372.000 Sqmm/M


= 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


13/23



V = SF1 x DL x Lx + SF2 x LL x Lx = 16.958 KN

Vu = 1.5 X V = 25.436 KN




K x Tc = 0.511


Deflection Check:Basic Span To Depth Ratio = 26.000





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




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 -


Fst (N/sqmm) 226.919 - 220.9945 -

FstPerm (N/Sqmm) 228.25 - 228.25 -


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 -



Depth (mm) 150 150 - -

Surface Zone Thk (mm) 75 75 - -

Area of Concrete (Ac)

(Sqmm) 75000 75000 - -



359 359 - -

Steel Check


14/23











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


15/23



Slab No. : S5

Level = 3.35m













Span = 2-Way


Design Moments:



BM = 7.335 KNM

Mu = 1.5 X BM = 11.003 KNM



= 279.000 Sqmm/M

Area Of Steel Provided for Thermal

Crack = 359.000 Sqmm/M


= 359.000 Sqmm/M



BM = 9.780 KNM

Mu = 1.5 X BM = 14.671 KNM



Width

= 372.000 Sqmm/M


= 372.000 Sqmm/M



BM = 4.305 KNM

Mu = 1.5 X BM = 6.458 KNM



= 183.000 Sqmm/M


= 359.000 Sqmm/M


= 359.000 Sqmm/M



16/23




BM = 5.741 KNM

Mu = 1.5 X BM = 8.611 KNM



= 219.000 Sqmm/M


= 219.000 Sqmm/M




= 168.000 Sqmm/M

Shear Check :

Along Short Span


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


K x Tc = 0.511


Along Long Span


V = SF2 x TL x Lx = 13.325 KN

Vu = 1.5 X V = 19.987 KN




K x Tc = 0.405


Deflection Check:





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




BM (Unfactored) (KN-m) 7.3354 4.3055 9.7805 5.7406Cmin (mm) 28 20 28 20


Ast Prv (Sqmm/M) 359 359 372 219

Xact (mm) 26.8139 27.8228 27.2418 22.3083


17/23











Icr (mm^4) 39206870.2073 45179054.6877 40415257.5738 29502323.9464

acr (mm) 71.6938 68.9638 69.3992 112.7874


Fst (N/sqmm) 223.1759 197.7046 225.3257 221.5469

FstPerm (N/Sqmm) 228.25 228.25 228.25 228.25


Fc (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



Depth (mm) 150 150 - -Surface Zone Thk (mm) 75 75 - -


75000 75000 - -



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


18/23



Slab No. : S6

Level = 3.35m













Span = 2-Way


Design Moments:



BM = 10.150 KNM

Mu = 1.5 X BM = 15.226 KNM




= 419.000 Sqmm/M


= 419.000 Sqmm/M



BM = 13.534 KNM

Mu = 1.5 X BM = 20.301 KNM



= 524.000 Sqmm/M




BM = 7.279 KNM

Mu = 1.5 X BM = 10.918 KNM




= 335.000 Sqmm/M


= 359.000 Sqmm/M


= 359.000 Sqmm/M


19/23





BM = 9.705 KNM

Mu = 1.5 X BM = 14.558 KNM



= 372.000 Sqmm/M


= 372.000 Sqmm/M




= 168.000 Sqmm/M

Shear Check :

Along Short Span


V = SF1 x TL x Lx = 19.880 KN

Vu = 1.5 X V = 29.820 KNShear Stress, Tv = 0.239 N/Sqmm



K x Tc = 0.591


Along Long Span


V = SF2 x TL x Lx = 17.325 KN

Vu = 1.5 X V = 25.988 KN




K x Tc = 0.511


Deflection Check:




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



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


Ast Prv (Sqmm/M) 419 359 524 372


20/23











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


Fst (N/sqmm) 208.7528 185.649 226.4684 223.5917

FstPerm (N/Sqmm) 228.25 228.25 228.25 228.25


Fc (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


Bottom Along L Bottom Along B Top Along L Top Along BDepth (mm) 150 150 - -

Surface Zone Thk (mm) 75 75 - -


75000 75000 - -



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


21/23



Slab No. : S7

Level = 3.35m













Span = 2-Way


Design Moments:



BM = 11.550 KNM

Mu = 1.5 X BM = 17.324 KNM




= 542.000 Sqmm/M


= 542.000 Sqmm/M



BM = 15.399 KNM

Mu = 1.5 X BM = 23.099 KNM



= 604.000 Sqmm/M




BM = 8.999 KNM

Mu = 1.5 X BM = 13.499 KNM




= 479.000 Sqmm/M


= 479.000 Sqmm/M




22/23



BM = 11.999 KNM

Mu = 1.5 X BM = 17.999 KNM



= 479.000 Sqmm/M


= 479.000 Sqmm/M




= 168.000 Sqmm/M

Shear Check :

Along Short Span


V = SF1 x TL x Lx = 21.648 KN

Vu = 1.5 X V = 32.471 KN



K x Tc = 0.627


Along Long Span


V = SF2 x TL x Lx = 19.250 KN

Vu = 1.5 X V = 28.875 KN




K x Tc = 0.569


Deflection Check:







Lx/d = 44.000





Cmin (mm) 30 20 30 20


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


23/23










acr (mm) 73.077 52.4619 66.2118 52.4619


Fst (N/sqmm) 187.0789 162.7687 224.6585 217.0249

FstPerm (N/Sqmm) 228.25 228.25 228.25 228.25


Fc (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



Depth (mm) 150 150 - -

Surface Zone Thk (mm) 75 75 - -Area of Concrete (Ac)(Sqmm)

75000 75000 - -



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

Slab Design Calculations

Documents

Transcript of Slab Design Calculations