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DESCRIPTION
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Name of work
Carriageway width Intermediate lane
Classification of road MDR
Design life 15
Initial traffic (A) (in both direction)
(CVD)
1402
Traffic growth rate 5
Year of traffic census 2014
Terrain Hilly
Current year 2015
Construction period 1
Yes
9.1,8.2,8.51,9.2
80th Percentile CBR 8.31
Whether subgrade to be replace
with borrow material
No
CBR of select sub grade (borrow
material)
Whether stage construction
involved
Yes
If yes, life of bituminous layers 5 Years
Grade of Bitumen for wearing
course and binder course
VG40
Flexible Pavement Design - Base Data
CBR Values of subgrade used for
calculcation of 80th Percentile
CBR Calcuation
TNHD_Pave_V 3.1 1/6 Released in - Jul.2015
Flexible Pavement Design - Base DataInitial Traffic after completion of
construction
=1402x(1+5%)^(2015-2014+1)x1
1546 CVD
Whether Axle Load Survey
conducted?
No
If yes, VDF value from Axle Load
Survey
0
Vehicle Damage Factor used for
design traffic
2.5
Lane Distribution Factor 1
Design Traffic =365 * ( (1+r)^n - 1) * A * D * F )/ r
For 15 Years =365x1546x((1+0.05)^15-1)x1x2.5/0.05/1000000
30.44 MSa
For 5 Years =365x1546x((1+0.05)^5-1)x1x2.5/0.05/1000000
7.80 MSa
% volume of air voids (Va) to be
adopted in DBM
4.5
% volume of bitumen (Vb) to be
adopted in DBM
11.5
Type of Binder Course Adopted DBM
Stage construction can be
adopted
Rs. 6125.00
Rate of DBM used for cost
analysis
Rs. 7467.00
Note:
On the basis of economic analysis BM can be adopted upto 60 mm
Stage construction can be adopted
TNHD_Pave_V 3.1 2/6 Released in - Jul.2015
Entered CBR Values
90 8.232757865
90 8.232757865 8.232757865 90
80 8.309250961
80 8.309250961 8.309250961 80
Equation of the CBR graph is y = -343.43x3 + 8906.5x2 - 76980x + 221815
a b c d
-343.43 +8906.5 -76980 + 221815
90.00003133
79.99940513
CBR values for 90 80
8.23 8.31
80th and 90th percentile CBR values
CBR ---->
9.1,8.2,8.51,9.2
Pe
rce
nti
le -
--->
y = -343.43x3 + 8906.5x2 - 76980x + 221815
0
20
40
60
80
100
120
0 2 4 6 8 10
TNHD_Pave_V 3.1 3 of 6 Released in - Jul.2015
CBR = 8.31
Poisons ratio for cemented layers 0.25
Poisons ratio for all the other layers 0.35
Assumed Layer thickness for 1.Granular Base and Granular Subbase
BC = 10 20 Thickness of BC & DBM
DBM = 10
WMM = 150 550 Thickness of GSB + WMM
GSB = 400
570
MSA 7.80 Bitumen layer IITPAVE to be run for 3 layer analysis
30.44 Granular layer
5 Yrs = 7.80
10 Yrs = 17.74
15yrs = 30.44
Resilient modulus (M)
M Subgrade = 10*CBR For CBR <= 5
= 17.6*(CBR) 0.64 For CBR > 5
M Subgrade = 68.24
M Granular = 0.2 x E subgrade x h^0.45
= 233.470613
M Granular = 233
DBM
For BM
2300 VG10 Temp 20oC
500 2000 VG10 Temp 25oC
M Bitumen = 1700 700 1700 VG30 Temp 35oC
3000 VG40 Temp 35oC
MR of Bituminous layers
Table 7.1 of IRC 37-2012 (For DBM)
Design of flexible pavement - strain check0
TNHD_Pave_V 3.1 46 Released in - Jul. 2015
Horizontal Tensile Strain at the bottom of the bituminous layers
Calculation of Tensile strain
Nf = 2.21 x 10^ - 4 x {1/εt}^3.89 x [1/MR]^0.854 for 80 % reliability
Nf = 0.5161 x C x 10^ - 4 x {1/εt}^3.89 x [1/MR]^0.854 for 90 % reliability
Where C = 10^M, M=(4.84x (Vb /(Va+Vb)-0.69))
Va = 4.5 Vb = 11.5
1/εt = 2634.48394 #VALUE!
εt = 379.58E-06 Allowable Tensile strain
εtHorizontal Tensile Strain at the bottom of the cemented base
N = RF x [ (113000/E0.804+191) / εt ]12 RF = 1 if >1500 CVD and 2 if <1500 CVD
N = N/A
1/εt = N/A
εt = N/A in microstrain
εt = 000.00E+00 Allowable Tensile strain
Vertical Compresive Strain at the bottom of the Granular sub base
Calculation of Vertical strain
N = 4.1656*10^-8*(1/εv)^4.5337 for 80 % reliability
N = 1.41*10^-8*(1/εv)^4.5337 for 90 % reliability
1/εv = (30440000/(1.41*10^-8))^(1/4.5337)
1/εv = 2411.43846
εv = 414.69E-06 Allowable Vertical strain
Allowable Actual
Tensile strain at the bottom of bituminous layers 380 micro Strain 55 micro Strain
0 micro Strain 0 micro Strain
Vertical compressive strain at the top of Sub grade 415 micro Strain 440 micro Strain
The bituminous layer is safe in tensile strain check
The section is unsafe in compression at top of subgrade
Comparison of allowable strain with actual strain(from IITPAVE)
Not Applicable
Values given below are micro strain
Allowable Strain Calculation
TNHD_Pave_V 3.1 56 Released in - Jul. 2015
IITPAVE Result
No. of layers 3
E values (MPa) 1700.00 233.00 68.24
Mu values 0.350.350.35
thicknesses (mm) 20.00 550.00
single wheel load (N) 20500.00
tyre pressure (MPa) 0.56
Dual Wheel
Z R SigmaZ SigmaT SigmaR TaoRZ DispZ epZ epT epR
20.00 0.00-0.5622E0.1481E0.1288E0.5772E-02 0.6955E0.2737E-03 0.5513E-04 0.7049E-04
20.00L 0.00-0.5622E0.2815E0.2789E0.5772E-02 0.6955E0.1571E-02 0.5513E-04 0.7048E-04
20.00 155.00-0.3692E-01-0.3160E0.9275E0.9819E-01 0.5460E 0.2343E-03 0.1266E-04-0.4729E-03
20.00L 155.00-0.3693E-01-0.6047E-01-0.1443E0.9819E-01 0.5460E 0.1491E-03 0.1266E-04-0.4729E-03
570.00 0.00-0.2739E-01 0.4241E-01 0.3619E-01-0.4669E-02 0.3395E0.2356E-03 0.1688E-03 0.1328E-03
570.00L 0.00-0.2664E-01 0.2253E-02 0.1857E-03-0.4678E-02 0.3397E0.4029E-03 0.1687E-03 0.1278E-03
570.00 155.00-0.2881E-01 0.4586E-01 0.4064E-01-0.7035E-02 0.3503E0.2536E-03 0.1790E-03 0.1488E-03
570.00L 155.00-0.2881E-01 0.2466E-02 0.9252E-03-0.6873E-02 0.3503E0.4396E-03 0.1792E-03 0.1487E-03
6/6 output from iitpave