DATA 1 State 2 Type of Road 3 Carriageway 4 Design period 5 Lane width
6 Transverse joint spacing
7 Effective CBR of compacted sub-grade 8 Design Traffic in CVPD in each direction 9 Axle distribution
a Front single axle b Rear Single Axle
c Rear tandem axle
d Rear tridem axle 10
11 Traveling time distribution 6 AM to 6PM 6PM to 6AM
12 Average number of axles per commercial vehicle
13 Maximum Day time temperature differential in slab ( for bottom up cracking) 14
Single Axle Tandem Axle
Axle Load Class kN Axle Load Class kN
185 195 18.15 380 400 175 185 17.43 360 380 165 175 18.27 340 360 155 165 12.98 320 340 145 155 2.98 300 320 135 145 1.62 280 300 125 135 2.62 260 280 115 125 2.65 240 260 105 115 2.65 220 240 95 105 3.25 200 220 85 95 3.25 180 200 < 85 14.15 < 180 100
CASE-1 Concrete pavement with Tied Concrete Shoulder with Doweled joints
CASE-2 Concrete pavement without Tied Concrete Shoulder and without Doweled joints CASE-3 Concrete pavement with widened outer lane
CASE-4 Concrete poavement bonded to Dry Lean Layer
Percentage of commercial vehicles with spacing between the front axle & the first rear axle less than 4.5m
Maximum Night time temperature differential in slab ( for Top down cracking) ( Day time diff/2+5)
Frequency ( % of single axles
Interface can be bonded or unbonded PQC
DLC/Cement treated Aggregate sub-base Drainage Layer as per design
Separation layer ( Grade I/II/V/VI of 401.2.2) Sub-grade
CASE-1
STEP-1 Selection of Modulus of subgrade reaction
i Effective CBR of compacted subgrade ii Modulus of sub-garde reaction
iii Provide
Granular sub-base DLC Sub-base iv
v Provide a debonding layer of polythene sheet of 125 micron between DLC & PQC
Selection of Flexural strength of concrete
i 28 days compressive strength of cement concrete ii 90 days compressive strength of cement concrete iii 28 days flexural strength of cement concrete iv 90 days flexural strength of cement concrete
STEP-2 Concrete properties
i Elastic modulus of concrete ii Poisson's ratio of concrete iii Ubit weight of concrete
iv Design Flexural strength of concrete
STEP-3 Selection of Design Traffic for Fatigue Analysis
i Design period
ii Annual rate of growth of commercial traffic iii Two way commercial volume per day iv % traffic in predominant direction
v Total two way commercial vehicles during design period vi Average number of axles per commrecial vehicles vii Total two way commercial vehicles during design period viii Number of axles in predominant direction
ix
x Night time design axle repetitions ( 12 hour) x Day time design axle repetitions ( 12 Hour) xi Day time six hour axle load repetitions
Effective modulus of grade reaction of combined foundation of sub-grade+ Granular sub-base and DLC sub-base
Design Traffic after adjusting for lateral placement of axles ( 25% of predomonant direction of traffic for multi-lane highways)
xii
xiii Night time Six hour axle load repetions xiv
xv
xvi Axle load categorywise design axle load repetions for top down and bottom up
Front Single 45% 6758607
Rear Single 15% 2252869
Tandem 25% 3754782
Tridem 15% 2252869
STEP 4 Pavement Option-1 ( Concrete pavement with Tied Concrete Shoulder with Doweled joints)
i Trial Thickness
ii Radius of relative thickness
iii β ( Beta) Factor in the stress equations will be 0.66 for doweled transverse joints for carrying out TDC analysis
STEP 5
Cumulative Fatigue Damage analysis for Bottom up Cracking
( Mid point of the axle load class is adopted for stress calculations)
Bottom up clacking Fatigue analysis for Day time ( 6 hour) traffic and positive Temperature Differential Rear Single axles
190 408896 2.5 0.505 603336 0.6777251813 180 392675 2.4 0.485 1732461 0.2266573389 170 411599 2.3 0.465 8304419 0.0495638527 160 292422 2.26 0.457 20909773 0.0139849438 150 67135 2 0.404 infinite 140 36496 1.85 0.374 infinite 130 59025 1.75 0.354 infinite 120 59701 1.7 0.343 infinite 110 59701 1.6 0.323 infinite 100 73218 1.5 0.303 infinite 90 73218 1.4 0.283 infinite <90 318781 1.3 0.263 infinite 2252867 0.9679313167
Hence Design number of axle load repetions for bottom up cracking analysis
% of commercial vehilcles having the spacing between the front axle and the first axle of the rear axle unit less than 4.5m
Six hour night time design axle repetitions for Top down cracking analysis ( for wheel base < 4.5m) Axle Category Propotion of axle category Categorywise Axle repetions for bottom up
cracking analysis
Mid-point of Axle
Cumulative Fatigue Damage analysis for Top down Cracking
( Mid point of the axle load class is adopted for stress calculations)
Top Down clacking Fatigue analysis for Night time ( 6 hour) traffic and negative Temperature Differential Rear Single axles
190 337339 2.4 0.485 1732461 0.1947166487 180 323957 2.3 0.465 8304419 0.0390101945 170 339569 2.2 0.444 infinite 160 241248 2.1 0.424 infinite 150 55387 2 0.404 infinite 140 30110 1.9 0.384 infinite 130 48696 1.8 0.364 infinite 120 49253 1.7 0.343 infinite 110 49253 1.6 0.323 infinite 100 60405 1.5 0.303 infinite 90 1.4 0.283 infinite <90 1.3 0.263 infinite 0.2337268432 190 0.7 Mid-point of Axle load in kN Expected repetitions Flexural Stress Mpa Stress Ratio ( SR) Allowable repetions ( ni ) Fatigue Damage ( ni/Ni)
Bihar NH
Four lane divided
30 years 3.5 m 4.5 m 8% 30000 45% 15% 25% 15% 55% 40% 60% 2.35 Maximum Day time temperature differential in slab ( for bottom up cracking) 16.8 13.4
Tandem Axle Tridem Axle
Axle Load Class kN
14.5 530 560 5.23 10.5 500 530 4.85 3.63 470 500 3.44 2.5 440 470 7.12 2.69 410 440 10.11 1.26 380 410 12.01 3.9 350 380 15.57 5.19 320 350 13.28 6.3 290 320 4.55 6.4 260 290 3.16 8.9 230 260 3.1 34.23 < 230 17.58 100 100
Concrete pavement without Tied Concrete Shoulder and without Doweled joints
0C 0C Frequency ( % of Tandem axles Frequency ( % of Tridem axles
DLC/Cement treated Aggregate sub-base
Separation layer ( Grade I/II/V/VI of 401.2.2)
= 8%
= 50.3 Mpa/m from Table 2
= 150 mm
= 150 mm 7 days compressive strength of 7 Mpa
= 285 MPa/m From table 4
Provide a debonding layer of polythene sheet of 125 micron between DLC & PQC
> 40 Mpa > 48 MPa = 4.5 MPa = 4.95 MPa E = 30000 Mpa μ = 0.15 γ = 24 = 4.95 MPa = 30 years = 0.075 = 6000 = 50% = 255644692 CV = 2.35 = 600765026 = 300382513 = 75095628 = 45057377 = 30038251 = 15019126
Effective modulus of grade reaction of combined foundation of
sub-kN/m3
= 15019126
= 22528689
= 55%
= 12390779
Axle load categorywise design axle load repetions for top down and bottom up
5575851 1858617 3097695 1858617
Pavement Option-1 ( Concrete pavement with Tied Concrete Shoulder with Doweled joints)
h = 0.28 m
I = 0.666213 m
β ( Beta) Factor in the stress equations will be 0.66 for doweled transverse joints for carrying out TDC analysis
( Mid point of the axle load class is adopted for stress calculations)
Bottom up clacking Fatigue analysis for Day time ( 6 hour) traffic and positive Temperature Differential Rear Tandem Axles
544443 2.1 0.424 infinite 0 394252 2 0.404 infinite 0 136299 1.9 0.384 infinite 0 93870 1.8 0.364 infinite 0 101004 1.7 0.343 infinite 47310 1.6 0.323 infinite 146436 1.5 0.303 infinite 194873 1.4 0.283 infinite 236551 1.3 0.263 infinite 240306 1.2 0.242 infinite 334176 1.1 0.222 infinite 1285262 1 0.202 infinite 3754782 0
Hence Design number of axle load repetions for bottom up cracking analysis
% of commercial vehilcles having the spacing between the front axle and the first
Top down cracking analysis ( for
Categorywise Axle repetions for Top down
cracking analysis
Expected
repetitions Flexural Stress MpaStress Ratio ( SR) Allowable repetions ni
Fatigue Damage ( ni/Ni)
( Mid point of the axle load class is adopted for stress calculations)
Top Down clacking Fatigue analysis for Night time ( 6 hour) traffic and negative Temperature Differential
Rear Tandem Axles Rear Tridem Axles
449166 2.3 0.465 1732461 0.259265 117825 325258 2.2 0.444 8304419 0.039167 109264 112446 2.1 0.424 77499 77442 2 0.404 160404 83328 1.9 0.384 227765 39031 1.8 0.364 270570 120810 1.7 0.343 350772 160770 1.6 0.323 299181 195155 1.5 0.303 102506 198252 1.4 0.283 71191 275695 1.3 0.263 69839 1060341 1.2 0.242 396054 3097694 0.298432 2252870 Expected repetitions Flexural Stress Mpa Stress Ratio ( SR) Allowable repetions ( ni ) Fatigue Damage ( ni/Ni) Expected repetitions
Rear Tridem Axles 2.35 0.475 1732461 0.06801 2.25 0.455 8304419 0.013157 2.15 0.434 2.05 0.414 1.95 0.394 1.85 0.374 1.75 0.354 1.65 0.333 1.55 0.313 1.45 0.293 1.35 0.273 1.25 0.253 0.081168 Flexural Stress Mpa Stress Ratio ( SR) Allowable repetions (ni) Fatigue Damage ( ni/Ni)
DESIGN OF DRAINAGE LAYER
1 Type of Road Four lane divided carriageway
2 annual rainfall 1500 mm/year
3 width of carriageway 7 m
4 paved shoulder 1.5 m
5 unpaved 1 m
6 transverse joint spacing 4.5 m
7 longitudinal gradient 3%
8 camber 2.50%
9 embankment side slope 2:01
10 PQC 300 mm
11 DLC 150 mm
12 Thickness of drainage layer 150 mm
13 Drainage layer will be provided below DLC layer for full width of embankment DESIGN
1 Combined thickness of DLC+PQC = 450 mm
2 Depth at which drainage layer is available 450 mm
3 Width of the drainage layer 10.4 m
Longitudinal Slope 3% A C Camber 2.50% B D AB = AC = AD =
Drop of elevation along AC =
Drop of elevation along CD =
Drop of elevation along AD =
Gradient along AD =
Crack infiltration rate =
Number of longitudinal joint =
Width of pavement subjected to infiltration =
length of transverse cracks or joints =
Spacing of transverse joint =
rate filtration through uncracked pavement = Direction of flow of water
rate of infiltration of water into pavement =
= Q =
KA =
With drainage layer of 0.15m A =
Required coefficient of permeability =
Amount of infiltrated water per metre width flowing along the path AD of the drainage layer
Drainage layer will be provided below DLC layer for full width of embankment 10.4 m 12.48 m 16.25 m 0.3744 m 0.26 m 0.6344 m 0.03904 0.223 3 9.5 m 8.5 m 4.5 m 0 m3/day/m
0.115 1.86875 KIA m3/day/m 47.87 m3/day 0.15 sqm 319 m/day m3/day/m m3/day/m
