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2.1 SLAB-S1& SLAB-S3:These slabs are supporting in one-way like beams between B1 and PB1. Load calculations are done per metre width of the slab. Thickness of the slab is Clear cover to main reinforcement Dia meter of the reinforcement bar Effective depth of the slab is Clear Span of the slab Effective span of the slab is Moment / Shear force due to Dead Load: Self weight of slab Weight of the screed Total UDL due to dead load Maximum Bending moment( wl2/8 ) Shear force ( wl/2) Moment / Shear force due to Live load: Liquid load (1.30-0.20-0.05 = 1.05) Total UDL due to live load Maximum Bending moment( wl2/8) Shear force ( wl/2) Factored Design Moment (1.5xMd +1.5x Ml) Factored Design Shear Force (1.5xSFd +1.5x SFl) DESIGN FOR BENDING: Check for required effective depth: Effective depth required, dr = sqrt(Mu/(0.138xfckx1000)) Provided effective depth d Since d > dr the provided efffective depth is OK = = = = = = 1.00 x 1.00 x 0.30 x 0.05 x 25.0 = 25.0 = = = = 10.0 = = = = = = 300.00 mm 30.00 mm 12.00 mm 264.00 mm 1.60 m 1.86 m 7.50 kN/m 1.25 kN/m 8.75 kN/m 3.80 kNm 8.16 kN 10.50 kN/m 10.50 kN/m 4.56 kNm 9.79 kN 12.54 kNm 26.91 kN

1.00 x

1.05 x

= =

33.58 mm 264.00 mm

Main Reinforcement: Mu/bd2 = 0.18 Reinforcement to keep Crack width less than 0.2mm: From Table B27 of Design Tables to BS 8007 By R.cheng(Design of concrete structures for retaining aqueous liquids) % of steel required = 50((1-sqrt((1-(4.6xMu/(fckxbdd)))/(fy/fck)) = 0.05 Area of reinforcement required, Ast = = 132.74 mm2 Min. main reinforcement as per Cl.26.5.2.1 of IS 456:2000(0.12% of total cross section) = 360.00 mm2 Max. spacing as per 26.3.3.b of IS 456:2000: 3 times d or 300mm whichever is smaller Provide T10 at 125 c/c. or T12 at 200 c/c (AT BOTTOM) Distribution Reinforcement: Minimum reinforcement is provided in accordance with Cl.26.5.2., 26.3.3 of IS 456:2000&Table15 for spacing Max. spacing for dis. Reinforcement as per 26.3.3.b of IS 456:2000: 5 times d or 450mm whichever is smaller Provide T10 at 125 C/C or T12 at 200 c/c. DESIGN FOR SHEAR: Factored Design shear force Vu = (1.5SFd +1.5SFl)) Nominal shear stress,v Concrete shear strength (From table 19 & 40.2.1 of IS 456:2000 for % steel of 0.55 & conrete M25) c As Concrete shear strength 0.5cmax > Design shear stress v No shear reinforcement is required in slab. CHECK FOR DEFLECTION: Check for Span to Effective depth ratio as per IS 456:2000: Effective Span of the slab Basic Span to effective depth ratio ( from 23.2 of IS 456:2000) Modification factor due to % of tensile steel(Fig.4 of IS 456:2000) Modification factor due to % of compression steel(Fig.5 of IS 456:2000) Span to effective depth ratio to be provided, lef/d Effective depth required, dr Effective depth provided, d Effective depth provided is more than required, Hence safe.

= = =

26.91 kN 0.10 N/mm2 0.51 N/mm2

= = = = = = =

1.86 m 20.00 1.56 1.00 31.20 59.74 mm 264.00 mm

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2.3 SLAB S5 & S6:Clear dimensions of the slab = 3.5x5.15 m Clear span in Short direction Clear span in long direction Thickness of slab, Df = 300mm, Thickness of the wall/beam supporting the slab Effective depth of the slab d = (300 -30-12 / 2) Effective span in shorter direction, lx Effective span in longer direction, ly ly/lx Dead load: Self weight of the slab Weight of the screed Total UDL due to dead load wd Live load: Liquid weight wl Total UDL due to live load Slab is considered designed as an Interior pannel Co-efficints for Bending moments are taken from table 26 of IS 456:2000. i) Shorter direction moments: a) Positive moment at mid span Positive moment at mid span due to dead load (3.74x3.74 =14.0)x .w lx2 Positive moment at mid span due to live load y.w.lx2 0.3 x 1.0 x 1x 0.05 x = = = = = = = 25 = 25 = = 10 = = 3.5 mm 5.15 mm 300 mm 264 mm 3.76 m 5.41 m 1.44 7.5 kN/m2 1.25 kN/m2 8.75 kN/m2 21.5 kN/m2 21.5 kN/m2

1.0 x

2.15 x

0.04 x 8.75 x 14.2 = 4.90 kNm 0.04 x 21.5 x 14.2 = 12.03 kNm Reinforcement as per BS 8007:(BS Code of Practice for Design of Concrete structures for retaining aqueous liquids) Reinforcement to keep Crack width less than 0.2mm: From Table B27 of Design Tables to BS 8007 By R.Cheng(Design of concrete structures for retaining aqueous liquids) Service Bending Moment (Md + Ml) = 16.93 KNm Ultimate Bending Moment (1.5x(Md +Ml)) = 25.39 KNm Mu/bd2 = 0.36 % of steel required = 50((1-sqrt((1-(4.6xMu/(fckxbd2)))/(fy/fck)) = 0.10 Area of reinforcement required, Ast = = 271.16 mm2 Min. main reinforcement as per Cl.26.5.2.1 of IS 456:2000(0.12% of total cross section) = 360.00 mm2 Max. spacing as per 26.3.3.b of IS 456:2000: 3 times d or 300mm whichever is smaller Provide T10 at 125 c/c or T12 at 200 c/c(From SP16 of IS 456:2000) b) Negative moment at continuous support Negative moment at support due to dead load x .w lx2 0.05 x 8.75 x 14.0 = 6.31 kNm Negative moment at support due to live load y .w lx2 0.05 x 21.5 x 14.0 = 15.50 kNm Reinforcement as per BS 8007:(BS Code of Practice for Design of Concrete structures for retaining aqueous liquids) Reinforcement to keep Crack width less than 0.2mm: From Table B27 of Design Tables to BS 8007 By R.Cheng(Design of concrete structures for retaining aqueous liquids) Service Bending Moment (Md + Ml) = 21.81 KNm Ultimate Bending Moment Mu = (1.5xMd + 1.5xMl) = 33.63 KNm Mu/bd = 0.48 % of steel required = 50((1-sqrt((1-(4.6xMu/(fckxbd2)))/(fy/fck)) = 0.14 Area of reinforcement required, Ast = = 361.25 mm2 Min. main reinforcement as per Cl.26.5.2.1 of IS 456:2000(0.12% of total cross section) = 360.00 mm2 Max. spacing as per 26.3.3.b of IS 456:2000: 3 times d or 300mm whichever is smaller Provide T10 at 125 c/c or T12 at 200 c/c ii) Longer direction moments: a) Positive moment at mid span Positive moment at mid span due to dead load 0.02 x 8.75 x 14.0 = 2.94 kNm Positive moment at mid span due to live load 0.02 x 21.5 x 14.0 = 7.22 kNm Reinforcement as per BS 8007:(BS Code of Practice for Design of Concrete structures for retaining aqueous liquids) Reinforcement to keep Crack width less than 0.2mm: From Table B30 of Design Tables to BS 8007 By R.Cheng(Design of concrete structures for retaining aqueous liquids) Service Bending Moment (Md + Ml) = 10.16 KNm Ultimate Bending Moment Mu = (1.5xMd + 1.5xMl) = 15.25 KNm Mu/bd = 0.23

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% of steel required = 50((1-sqrt((1-(4.6xMu/(fckxbd2)))/(fy/fck)) Area of reinforcement required, Ast =

Min. main reinforcement as per Cl.26.5.2.1 of IS 456:2000(0.12% of total cross section) Max. spacing as per 26.3.3.b of IS 456:2000: 3 times d or 300mm whichever is smaller Provide T10 at 125 c/c or T12 at 200 c/c b) Negative moment at continuous support Negative moment at support due to dead load x .w lx2 0.03 x 8.75 x 14.0 = 3.92 kNm Negative moment at support due to live load y .w lx2 0.03 x 21.5 x 14.0 = 9.63 kNm Reinforcement as per BS 8007:(BS Code of Practice for Design of Concrete structures for retaining aqueous liquids) Reinforcement to keep Crack width less than 0.2mm: From Table B30 of Design Tables to BS 8007 By R.Cheng(Design of concrete structures for retaining aqueous liquids) Service Bending Moment (Md + Ml) = 13.55 KNm Ultimate Bending Moment Mu = (1.5xMd + 1.5xMl) = 20.33 KNm Mu/bd = 0.30 % of steel required = 50((1-sqrt((1-(4.6xMu/(fckxbd2)))/(fy/fck)) = 0.09 Area of reinforcement required, Ast = = 220.61 mm2 Min. main reinforcement as per Cl.26.5.2.1 of IS 456:2000(0.12% of total cross section) = 360.00 mm2 Max. spacing as per 26.3.3.b of IS 456:2000: 3 times d or 300mm whichever is smaller Provide T10 at 125 c/c or T12 at 200 c/c DESIGN FOR SHEAR ALONG SHORTER DIRECTION: Effective span in shorter direction, lx Effective span in longer direction, ly ly/lx Total Design Ultimate load per unit area (1.5x(Dead load + Live load)) Maximum Shear Force as per IS 456:2000 Vu = w lx/2 Ultimate Design shear force Vu Design shear stress, v Concrete shear strength (From table19 & 40.2.3.1 of IS 456:2000 for % steel of 0.13 & conrete M25) v As per Cl. 40.2.3.1 nominal shear stess shall not exceed Half the value in Table 20 As Concrete shear strength v is more than 0.5cmax No shear reinforcement is required in slab. DESIGN FOR SHEAR ALONG LONGER DIRECTION: Shear check along shorter direction is done considering shear strength for minimum longitudinal reinforcement, Hence shear check along longer edge is not required. CHECK FOR DEFLECTION: Check for Span to Effective depth ratio as per BS 8110: Effective Span of the slab Basic Span to effective depth ratio ( from CL.24.1 of IS 456:2000) Modification factor due to % of tensile steel(Fig.4 of IS 456:2000) Modification factor due to % of compression steel(Fig.5 of IS 456:2000) Span to effective depth ratio to be provided Effective depth required Effective depth provided Effective depth provided is more than required, Hence safe. cmax

= = =

0.06 164.86 mm2 360.00 mm2

= = = = = = = = =

3.76 m 5.41 1.44 45.38 kN/m2 85.40 85.40 0.32 N/mm2 0.29 N/mm2 1.55 N/mm2

= = = = = = =

3.76 m 26.00 1.34 1.00 34.84 108.04 mm 264.00 mm

3

PROJECT : DOC TITLE :

MODEL BLDG. DESIGN OF SUPER STRUCTURE

DOC. NO : XXXXXXXXXXXXX Design of Two-Way Slab Grade of Concrete fck fy Grade of Steel Clear Cover C

25 415 30

1. Interior panels 2. One short edge discontinuous 3. One long edge discontinuous

MEMBER INFORMATION

Slab Slab Type Direction

Df

Dia

d

lox

lx

loy

ly

ly/lx

S1

1 1

Shorter Longer Shorter Longer

150 150

12 10

114 103

4 4

4.11 4.10

4.5 4.5

7.00 1.702 4.60 1.122

S2

S3

Shorter Longer

S4

Shorter Longer

S5

Shorter Longer

S6

Shorter Longer

S7

Shorter Longer

S8

Shorter Longer

S9

Shorter Longer

S10

Shorter Longer

S11

Shorter Longer

S12

Shorter Longer

S13

Shorter Longer

Df C Dia d lox

=Thickness of slab

lx

=Effective span in Shorter direction =Clear span in longer direction =Effective span in Longer direction

l =Clear cover to reinforcement oy ly =Diameter =Effective depth of slab =Clear Span in shorter direction

MEMBER INFORMATION Slab Slab Type Direction Df Dia d lox lx loy ly ly/lx

S1

1 Shorter 1 Longer

150 150

12 10

114 103

4 4

4.11 4.10

4.5 4.5

4.61 1.122 4.60 1.122

S2

Shorter Longer

S3

Shorter Longer

S4

Shorter Longer

S5

Shorter Longer

S6

Shorter Longer

S7

Shorter Longer

S8

Shorter Longer

S9

Shorter Longer

S10

Shorter Longer

S11

Shorter Longer

S12

Shorter Longer

S13

Shorter Longer

Df=Thickness of slab C=Clear cover to reinforcement Dia=Diameter d=Effective depth of slab

lox =Clear Span in shorter direction lx =Effective span in Shorter direction loy =Clear span in longer direction ly =Effective span in Longer direction

InfoMile Solutions

SLAB TYPE - LEGEND 4. Two adjacent edges discontinuous 7. Three edges discontinuous (one long edge continuous) 5. Two short edges discontinuous 6. Two long edges discontinuous 9. Four edges discontinuous Mu/bd2

8. Three edges discontinuous (one short edge continuous

wd x or y#VALUE! #VALUE! 2.5 2.5

wl

POSITIVE BENDING MOMENT (BOTTOM REINFT.) M

Md

l

Mx or My ### ###

% steel

Ast

ReinforcementDia Sv

30 30

### ###

### #VALUE! #VALUE! #VALUE! ### #VALUE! #VALUE! #VALUE!

10.00 #VALUE! 10.00 #VALUE!

x y wd wl

=Co-efficient for Bending Moment along shorter span =Co-efficient for Bending Moment along longer span =Dead load in kN/m2 =Live load in kN/m2

DESIGN FOR SHEAR lx/2 wd wl SFd SFl Vu v % Steel c (or) cmax/2 0.500 0.500 1 1 10 10 2.06 20.57 33.94 0.5 20.52 31.52 0.298 0.306 #VALUE! #VALUE! #VALUE! #VALUE! Remarks #VALUE! #VALUE!

x =Co-efficient for Shear force along shorter span y =Co-efficient for Shear force along longer span wd =Dead load UDL in kN/m2 wl =Live load UDlin kN/m SFd2

SFl =Shear force due to live load Vu =Factored Shear force =Design shear stress c=Parmissible Shear strength of concrete cmax= Max. Shear strength of concrete

=Shear force due to dead load

Rev 0

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ne long edge continuous)

ne short edge continuous) NEGATIVE BENDING MOMENT (TOP REINFT.) Ml Mu/bd2 % steel Ast Reinforcement Mx or My Dia ### ### ### ### ### ###

Astp#VALUE! #VALUE!

x or y### ###

Md

Sv

A'sp

### ###

### ###

### ###

10 #VALUE! #VALUE! 10 #VALUE! #VALUE!

Md=Moment due to dead load Ml=Moment due to live load Mu=Ultimate bending moment

CHECK FOR DEFLECTION From Chart lx/d 35 Provide d lx/d 1 43.05

Remarks #VALUE! #VALUE!

lx 4.11

Bt 1.23

Bc

dr 95.56

d 114

Remarks Safe

lx Bt

=Effective span of the slab =Modification factor due to % of tensile steel

gth of concrete

Bc =Modification factor due to % of compression steel dr =Effective depth required

of concrete

PROJECT :

MODEL BLDG.

DOC TITLE : DESIGN OF SUPERSTRUCTURE DOC. NO : xxxxxxxxxxxxxxxxx Design of One-Way Slab fck Grade of Concrete Grade of Steel Clear Cover fy C MEMBER INFORMATION

25 415 30

DESIGN FOR BENDIN

Slab S1 & S3

Df 300

C 30

12

d 264

l 1.6

lef 1.86

wd 8.75

Md 3.80

wl 10.5

Ml

Mu

4.56 12.54

Df=Thickness of slab C=Clear cover =Diameter d =Effective depth of slab l =Clear span of the slab lef =Effective span of the slab

wd

=Dead load UDL

Md =Moment due to dead load wl =Live load UDL Ml =Moment due to live load Mu =Factored design moment b =width of slab=1000mm

Infomile Solutions

Department

DESIGN FOR BENDING MOMENT Main Reinforcement Distribution Reinforcement T12 at 200 c/c

DESIGN FOR SHEAR

Mu/bd %steel

SFd 8.16

SFl

Vu

0.10

%steel 0.12

0.18

0.12 T12 at 200 c/c ( BOT)

9.79 26.91

SFd=Shear force due to dead load SFl=Shear force due to live load Vu=Factored design Shear force = Nominal shear stress c= Permissible Concrete shear strength cmax = Max. shear stength of concrete

Rev 0

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Checked XX

Approved XX

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Department

Civil/Structural

OR SHEAR c or c,max Remarks ### #VALUE! From Chart bw/d 20

CHECK FOR DEFLECTION Remark s

lef 1.86

Bt 1.56

Bc 1

Lef/dr

dr

dp

31.2 59.74

264 Safe

load

lef/d=Basic span to effective depth ratio Bt=Modification factor due to % of tensile steel Bc=Modification factor due to % of compression steel dr=Effective depth required dp=Effective depth provided lef=Effective span of the slab

oad

ce

ar strength

crete

Table 26 Bending moment coefficients for rectangular panels supported on four sides with provision for torsion at corners Type of panel and momentsShort span coefficients,x considered Interior panels Negative moment at continuous edge 0.032 0.037 0.043 0.047 0.051 0.053 0.060 Values of ly/lx 1.0 1.1 1.2 1.3 1.4 1.5 1.75

Long span coefficients, y for all values of 2.00 ly/lx 1.44 0.05

0.065

0.032

Positive moment at mid-span 0.024 One short edge discontinuous Negative moment at continuous edge 0.037

0.028

0.032

0.036

0.039

0.041

0.045

0.049

0.024

0.04

0.043

0.048

0.051

0.055

0.057

0.064

0.068

0.037

0.06

Positive moment at mid-span 0.028 One long edge discontinuous Negative moment at continuous edge 0.037

0.032

0.036

0.039

0.041

0.044

0.048

0.052

0.028

0.04

0.044

0.052

0.057

0.063

0.067

0.077

0.085

0.037

0.06

Positive moment at mid-span 0.028 Two adjacent edges discontinuous Negative moment at continuous edge 0.047

0.033

0.039

0.044

0.047

0.051

0.059

0.065

0.028

0.05

0.053

0.060

0.065

0.071

0.075

0.084

0.091

0.047

0.07

Positive moment at mid-span 0.035 Two short edges discontinuous Negative moment at continuous edge 0.045

0.040

0.045

0.049

0.053

0.056

0.063

0.069

0.035

0.05

0.049

0.052

0.056

0.059

0.060

0.065

0.069

--------

0.06

Positive moment at mid-span 0.035 Two long edges discontinuous Negative moment at continuous edge Positive moment at mid-span 0.035 Three edges discontinuous (one long edge continuous) Negative moment at continuous edge 0.057

0.037

0.040

0.043

0.044

0.045

0.049

0.052

0.035

0.04

--------

--------

--------

--------

--------

--------

--------

0.045

0.043

0.051

0.057

0.063

0.068

0.080

0.088

0.035

0.07

0.064

0.071

0.076

0.080

0.084

0.091

0.097

--------

0.08

Positive moment at mid-span 0.043 Three edges discontinuous (one short edge continuous) Negative moment at continuous edge Positive moment at mid-span 0.04 Four edges discontinuous Positive moment at mid-span 0.06

0.048

0.053

0.057

0.060

0.064

0.069

0.073

0.043

0.06

--------

--------

--------

--------

--------

--------

--------

0.06

0.05

0.06

0.07

0.07

0.08

0.09

0.1

0.04

0.07

0.06

0.07

0.08

0.09

0.09

0.1

0.11

0.06

0.09

Table 3.15 Shear force coefficient for uniformly loaded rectangular panel supported on four sides with provision for torsion at corn Type of panel and location Four edges continuous Continuous edge One short edge discontinuous Continuous edge Discontinuous edge One long edge discontinuous Continuous edge Discontinuous edge Two adjacent edges discontinuous Continuous edge Discontinuous edge Two short edges discontinuous Continuous edge Discontinuous edge Two long edges discontinuous Continuous edge Discontinuous edge Three edges discontinuous (one long edge discontinuous) Continuous edge Discontinuous edge Three edges discontinuous (one short edge discontinuous) Continuous edge Discontinuous edge Four edges discontinuous Discontinuous edge vx for values of ly/lx vy

1.00.33

1.10.36

1.20.39

1.30.41

1.40.43

1.50.45

1.750.48

2.000.5 0.33

0.36 _____

0.39 _____

0.42 _____

0.44 _____

0.45 _____

0.47 _____

0.5 _____

0.52 _____

0.36 0.24

0.36 0.24

0.4 0.27

0.44 0.29

0.47 0.31

0.49 0.32

0.51 0.34

0.55 0.36

0.59 0.38

0.36 _____

0.4 0.26

0.44 0.29

0.47 0.31

0.5 0.33

0.52 0.34

0.54 0.35

0.57 0.38

0.6 0.4

0.4 0.26

0.4 _____

0.43 _____

0.45 _____

0.47 _____

0.48 _____

0.49 _____

0.52 _____

0.54 _____

_____ 0.26

_____ 0.26

_____ 0.3

_____ 0.33

_____ 0.36

_____ 0.38

_____ 0.4

_____ 0.44

_____ 0.47

0.4 _____

0.45 0.3

0.48 0.32

0.51 0.34

0.53 0.35

0.55 0.36

0.57 0.37

0.6 0.39

0.63 0.41

_____ 0.29

_____ 0.29

_____ 0.33

_____ 0.36

_____ 0.38

_____ 0.4

_____ 0.42

_____ 0.45

_____ 0.48

0.45 0.3

0.33

0.36

0.39

0.41

0.43

0.45

0.48

0.5

0.33