SLAB DESIGN CALCULATIONS
Project Name	:	a
Client Name	:	a
Engineer Name	:	a
Design File	:	D:\Bentley\000 RCDC 2010\11.1.0\Validation Problem\RCDC Files\slab design.rcdx
Analysis File	:	D:\Bentley\000 RCDC 2010\11.1.0\Standard model for Demo\Staad\RCDC-Staad-Demo -with RCC wall.std
Analysis Last Modified	:	3/17/2021 4:34:09 PM

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 (2 x Deff and 300 mm)

4.

Maximum spacing of Distribution steel is smaller of (5 x Deff and 450 mm)

Definitions Of Terms: :

1.	α	=	Short Span and Long Span Coefficient for One Way Slab
2.	α2	=	Coefficient for Compressive Stress Block
3.	β	=	Short Span and Long Span Coefficient for Two Way Slab
4.	εx	=	Longitudinal Strain in the Concrete at the Mid Depth Of The Section
5.	γ	=	Ratio of Depth of the assumed rectangular stress block to kud
6.	γs	=	Short Term Factor as per AS 1170 Table 4.1
7.	γl	=	Long Term Factor as per AS 1170 Table 4.1
8.	φ	=	Capacity Reduction Factor
9.	acr	=	Distance from the point considered to the surface of the nearest longitudinal bar
10.	D	=	Overall depth of slab in mm
11.	Deff	=	Effective depth of slab in mm
12.	dv	=	Effective Shear depth in mm
13.	do	=	Distance from Extreme Compressive fibre to Centroid of Tensile Reinforcement
14.	dn	=	Depth to Neutral Axis
15.	Ec	=	Modulus of Elasticity of Concrete due to creep in N/sqmm
16.	Es	=	Modulus of Elasticity of Steel
17.	f'c	=	Characteristic Cylinder strength of concrete in N/sqmm
18.	f'ctf	=	Characteristic Flexural Tensile strength of concrete
19.	Fcv	=	Concrete Shear Strength
20.	Fd.ef	=	Effective Design Service Load per Unit Area
21.	Fsy	=	Yield Stress of Steel in N/sqmm
22.	Kcs	=	Factors Used in Serviceability Design to Take Account of the Long-Term Effects of Creep and Shrinkage
23.	kuo	=	Ratio of Depth to Neutral Axis from extreme Compressive fibre; at ultimate strength
24.	Ku	=	Neutral Axis Parameter being the Ratio, at Ultimate Strength Under any Combination of Bending and Compression, of the Depth to the Neutral Axis from Extreme Compression fibre to D
25.	Kv	=	Coefficient used for Allowable Shear
26.	K3	=	Deflection Constant
27.	K4	=	Deflection Constant
28.	Lef	=	Effective Span
29.	Ln	=	Clear Span
30.	M*	=	Factored Bending moment in kNm
31.	Sp	=	Spacing Between bars at outer most layer
32.	Vc	=	Permissible Shear in concrete in kN
33.	V*	=	Design Shear Force at a Cross-section
34.	Z	=	Section Modulus of Uncracked Cross Section
35.	Wcr	=	Surface Crack Width

Code References :

AS 3600 : 2018

	ELEMENT		CLAUSE / TABLE
1.	Factored Load Fd	:	AS1170 4.2.2 (b)
2.	F'ctf	:	3.1.1.3
3.	α2	:	8.1.3 (1)
4.	γ	:	8.1.3 (2)
5.	Ast min	:	9.1.1
6.	Total Deflection	:	9.4.4.1
7.	Deflection Constant k4	:	Table 9.4.4.2
8.	Moment Coefficient for Two way slab	:	Table 6.10.3.2 (A)
9.	Allowable Shear	:	8.2.4.1
10.	Shear Coefficient Factor	:	6.10.2.4
11.	Ultimate Strength in Bending	:	8.1.6.1
12.	Effective Shear Depth	:	8.2.1.9
13.	Kv, θv	:	8.2.4.3

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Slab No. :		S6
Level		=	7.858 m
Design Code		=	AS 3600 : 2018
Grade Of Concrete		=	N20
Grade Of Steel		=	500N
Clear Cover		=	20.000	mm
Long Span, Ly		=	8.900	m
Short Span, Lx		=	8.000	m
Imposed Load		=	2.000	kN/sqm
Live Load		=	3.000	kN/sqm
Slab Thickness		=	295.000	mm
Effective Depth Along LX, Deffx		=	270.000	mm
Effective Depth Along LY, Deffy		=	260.000	mm
Self Weight		=	7.380	kN/sqm
Total Load, Fd		=	15.750	kN/sqm
Span		=	2-Way
Panel Type		=	Interior Panel
Load Combination		=	1.2 DL + 1.5 LL
Design Moments:
Short Span Positive Moment At Midspan -
	Moment Coefficient, M1	=	0.029
	M* = M1 x Fd x Lx x Lx	=	28.728	kNm
	Area Of Reinforcement Required (M*)	=	328.650	sqmm/m
	Reinforcement Provided	=	N10 @ 235 C/C
		=	334.000	sqmm/m
Short Span Negative Moment At Continuous Support -
	Moment Coefficient, M2	=	0.038
	M* = M2 x Fd x Lx x Lx	=	38.208	kNm
	Area Of Reinforcement Required (M*)	=	339.480	sqmm/m
	Reinforcement Provided	=	N10 @ 230 C/C
		=	341.000	sqmm/m
Short Span Negative Moment At Dis-Continuous Support -
	Moment Coefficient, M5	=	N.A.
	M* = M5 x Fd x Lx x Lx	=	N.A.	kNm
	Area Of Reinforcement Required (M*)	=	N.A.	sqmm/m
	Reinforcement Provided	=	N10 @ 240 C/C
		=	327.000	sqmm/m
Long Span Positive Moment At Midspan -
	Moment Coefficient, M3	=	0.024
	M* = M3 x Fd x Lx x Lx	=	24.192	kNm
	Area Of Reinforcement Required (M*)	=	328.650	sqmm/m
	Area Of Reinforcement Required (M* + Defl.)	=	341.290	sqmm/m
	Reinforcement Provided	=	N10 @ 230 C/C
		=	341.000	sqmm/m
Long Span Negative Moment At Continuous Support -
	Moment Coefficient, M4	=	0.032
	M* = M4 x Fd x Lx x Lx	=	32.175	kNm
	Area Of Reinforcement Required (M*)	=	341.290	sqmm/m
	Reinforcement Provided	=	N10 @ 230 C/C
		=	341.000	sqmm/m
Long Span Negative Moment At Dis-Continuous Support -
	Moment Coefficient, M6	=	N.A.
	M* = M6 x Fd x Lx x Lx	=	N.A.	kNm
	Area Of Reinforcement Required (M*)	=	N.A.	sqmm/m
	Reinforcement Provided	=	N10 @ 240 C/C
		=	327.000	sqmm/m
Distribution Reinforcement @ 0.12% -
	Area Of Reinforcement Required	=	324.000	sqmm/m
	Reinforcement Provided	=	N10 @ 240 C/C
		=	327.000	sqmm/m
Shear Check :
Total Load from Triangular Area		=	252.000	kN
Average UDL from Triangular Area (L1)		=	31.500	kN/m
Total Load from Trapezoidal Area		=	869.400	kN
Average UDL from Trapezoidal Area (L2)		=	34.685	kN/m
Shear Check Along Short Span Continuous Support
	Vx* = 1.0 x L1	=	31.500	kN
	φVc	=	105.684	kN
		>	31.500	Slab Is Safe In Shear
Shear Check Along Long Span Continuous Support
	Vy* = 1.0 x L2	=	34.685	kN
	φVc	=	108.558	kN
		>	34.690	Slab Is Safe In Shear
Deflection Check:
	Allowable Deflection = k3 k4(D/Lef)1000 Ec)/(Fd.ef)]1/3
	Lef	=	8000.000	mm
	Ec-mean	=	23713.555
	F'def = (1+kcs)DL + (kcs x Ψl)LL	=	32.625
	Δ/Lef	=	0.004
	K3	=	1.000
	K4	=	2.100
	Ψs	=	0.700
	Ψl	=	0.400
	Allowable Deflection	=	29.972	mm
	Actual Deflection	=	29.630	mm
		<	29.972	Slab Is Safe In Deflection