Table of contents  
Introduction 
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Rigid pavements are those which posses note worthy flexural strength or flexural rigidity. The stresses are not transferred from grain to grain to the lower layers as in the ease of flexible pavement layers. The rigid pavements are made of Portland cement concreteeither plain, reinforced or prestressed concrete. The plain cement concrete slabs are expected to takeup about 40 kg/cm^{2} flexural stress.
(i) Modulus of subgrade reaction (k),
k = P/Δ
where, k = Modulus of subgrade reaction (kg/cm^{2}/cm)
p = Pressure required for ‘Δ’ deflection (kg/cm^{2})
Δ = Deflection(cm)
For 75 cm dia plate, Δ = 1.25 mm
(ii) Radius of Relative Stiffness (l)
where, l = Radius of relative stiffness, cm
E = Modulus of elasticity of cement concrete (kg/cm^{2})
μ = Poisson’s ratio for concrete = 0.15
h = Slap thickness (cm)
k = Subgrade modulus or modulus of subgrade reaction (kg/cm^{3})
(iii) Equivalent Radius of Resisting Section (b)
when a < 1.724 h
(b) b = a when a > 1.724h
where, a = Radius of contact area (cm)
h = Slab thickness (cm)
(iv) Glodbeck’s Formula for Stress due to Corner Load
S_{C} = 3P/h^{2}
where, SC = Stress due to corner load (kg/cm^{2})
P = Corner load assumed as a concentrated point load, (kg)
h = Thickness of slab (cm).
(v) Westergards Stress Equation
(a) Stress at Interior Loading (S_{i})
(b) Stress at Edge Loading (S_{e})
(c) Stress at Corner Loading (S_{c})
where, h = Slab thickness (cm)
P = Wheel load (kg)
a = Radius of contact area (cm)
l = Radius of relative stiffness (cm)
b = Radius at resisting section (cm).
(vi) Warping Stresses
(a) Stress at Interior Region
where,Warping stress at interior region (kg/cm^{2})
E = Modulus of elasticity of concrete, (kg/cm^{2})
α = Coefficient of thermal expansion (/°c)
C_{X} = Coefficient based on (L_{x}/l) in desired direction.
C_{y} = Coefficient based on (L_{y}/l) in right angle to the above direction.
μ = Poissons’s ratio ∼ 0.15
L_{X} & L_{y} are the dimensions of the slab considering along X & y directions along the length & width of slab.
(b) Stress at Edge Region
(c) Stress Corner Region
where, a = Radius of contact area
l = Radius of relative stiffness
(vii) Frictional Stress (S_{f})
where, SF = Frictional stress (kg/cm^{2})
W = Unit weight of concrete, (kg/cm^{3})
f = Friction constant or coefficient of subgrade restraint
L = Slab length (m)
B = Slab width (m)
(viii) Combination of Stresses
(i) The spacing of expansion joints, (L_{e})
Where, δ’ = Maximum expansion in slab (cm)
L_{e} = Spacing of expansion joint (m)
α = Coefficient of thermal expansion of concrete (/°c)
(ii) The spacing of the contraction joint, (L_{c})
(a) When reinforcement is not provided
where, Lc = Spacing of contraction joint (m)
S_{C} = Allowable stress in tension in cement concrete.
f = Coefficient friction ∼ 1.5
w = Unit weight of cement concrete (kg/m^{3}).
(b) When reinforcement is provided
where, S_{S} = Allowable tensile stress in steel (kg/cm^{2})
∼ 1400kg/cm^{2}
AS = Total area of steel in cm^{2}.
(iii) Longitudinal Joints
(a)
where, A_{S} = Area of steel required per meter length of joint (cm^{2})
b = Distance between the joint & nearest free edge (m)
h = Thickness of the pavement (cm)
f = Coeff. of friction ∼ 1.5
w = Unit wt. of concrete (kg/cm^{3})
S_{s} = Allowable working stress in tension for steel (kg/cm^{2})
where, Lt = Length of tie bar
S_{S} = Allowable stress in tension (kg/cm^{2}) ∼ 1400
S_{b} = Allowable bond stress in concrete (kg/cm^{2})
= 24.6 kg/cm^{2} for deformed bars
= 17.5 kg/cm^{2} for plain tie bars
d = diameter of tie bar (cm).
A_{d} = P’[1 + r]^{(n + 20)}
where, A_{d} = Number of commercial vehicles per day (laden weight > 3 tonnes)
P’ = Number of commercial vehicles per day at last count.
r = Annual rate of increase in traffic intensity.
n = Number of years between the last traffic count & the commissioning of new cement concrete pavement.
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