Post on 03-Apr-2018
7/28/2019 Pavement Design of Rigid Pavement
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Name of Project: Road Upgrading (Gravel to Paved) of Aritao-Quirino Road
Location: Sta Fe, Nueva Vizcaya
Station: K0291+660.800 - K0292+800.000
PAVEMENT DESIGNAND
ANALYSIS
7/28/2019 Pavement Design of Rigid Pavement
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Name of Project : Road Upgrading (Gravel to Paved) of Aritao-Quirino Road
Location: Sta Fe, Nueva Vizcaya
Station: K0291+660.800 - K0292+800.000
Representative CBR Value
Number of Sample Tested, n = 4
The Mean CBR, = 3.33
Standard Deviation of Results, s = 0.39
%
Xi = 13.30 (Xi-)^2 = 0.4676
Representative CBR Value= 3.07 % say, 3.10
0.0289
0.2209
0.1089
-0.33
0.17
0.47
-0.33
3.5
3.8
3
1
2
3
4
TEST PIT NO. CBR VALUE (Xi), % ( Xi - ) (Xi - )^2
3 0.1089
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Name of Project : Road Upgrading (Gravel to Paved) of Aritao-Quirino Road
Location: Sta Fe, Nueva Vizcaya
Station: K0291+660.800 - K0292+800.000
A. DESIGN CESAL
a. 11 7.38
TOTAL
B. CBR = 3.10 % (Representative Value)
C. DESIGN PARAMETERS
Design Conditions:
Design Period yrs.Loading Including Overloaded Trucks (Phil. Average
Design CESAL axles
Concrete Strength psi
Flexural Strength at 14 days psi
Design Performance Period =
Design Traffic =
Design Reliability =
Standard Normal Deviation =
Standard Error =
Design Terminal Serviceability =
Design Serviceability Loss =
PCCP Modulus of Rupture =
PCCP Modulus of Elasticity =Design Subgrade =
Effective Roadbed Resilient Modulus =
Sub-base Elastic Modulus =
Sub-base Thickness =
Effective Modulus of Subgrade Reaction =
Drainage Coefficient =
Load Transfer Coefficient =
Loss of Support =
=
*** Minimum thickness of portland cement concrete pavement = 164.61 mm
SO
Pt
PSI
S'c
Ec
433,800.00
20
433,800.00
85%
-1.037
3,500
550
3,400,000.00
Esb
Mr
Type of Vehicle AADT DESIGN TRAFFIC EF
Rigid Truck 2 Axles 117,560.00 433,800.00
W18
R
ZR
CESAL ( W
433,800.00
20
0.35
J
3.10
4,650
15,000
350
320
4
CBR
1
Item 200
k
Cd
2.00
2.50
635
1
120
LS
kcorrected
7/28/2019 Pavement Design of Rigid Pavement
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Name of Project : Road Upgrading (Gravel to Paved) of Aritao-Quirino Road
Location: Sta Fe, Nueva Vizcaya
Station: K0291+660.800 - K0292+800.000
Using the AASHTO Empirical Equation for Rigid Pavements:
=
Minimum thickness of pavement= 164.61
6.481 inches
mm.
5.637289548 5.637289553
D =
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Name of Project : Road Upgrading (Gravel to Paved) of Aritao-Quirino Road
Location: Sta Fe, Nueva Vizcaya
Station: K0291+660.800 - K0292+800.000
DSB = mm
ESB = psi
MR = psi
K = pci
350
15,000
4,650
320
7/28/2019 Pavement Design of Rigid Pavement
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Name of Project : Road Upgrading (Gravel to Paved) of Aritao-Quirino Road
Location: Sta Fe, Nueva Vizcaya
Station: K0291+660.800 - K0292+800.000
K = pci
Kcorrected = pci120
320
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axles
axles
)
yrs.
axles
psi
psi%
psi
psi
mm
pci
pci
18)
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Design Performance Period
Design Traffic
Design Reliability
Standard Normal Deviation
Standard Error
Design Terminal ServicibilityDesign Serviceability Loss
PCCP Modulus of Rapture
PCCP Modulus of Elasticity
Design Subgrade
Effective Roadbed Resilient Modulus
Sub-base Elastic Modulus
Sub-base thickness
Effective Modulus of Subgrade Reaction
Drainage Coefficient
Load Transfer CoefficientLoss of Support
zr x so
PSI3
4.22-.32pt = 3.58
S'c x Cd = 751.11
215.63 x J = 862.52
(Ec/k)^.25 = 12.97402
18.42
(Ec/k)^.25
5.637289547678170000 = 7.249183
=
=
=
=
=
=
log10(psi/3)
1+(1.624x10^7/(D+1)^8.46
4.22-.32pt
S'c*Cd*(D^.75-1.132)
7.35*log10(D+1)-.06
= 0.833333
= 1.419761
Zr x So
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=
215.63*J*[D^.75-(18.42/(Ec/k)^.25)]
215.63*J*[D^.75-(18.42/(Ec/k)^.25)]
log10(S'c*Cd*(D^.75-1.132)
215.63*J*[D^.75-(18.42/(Ec/k)^.25)]
S'c*Cd*(D^.75-1.132)
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=
W18 =
R =
ZR =
SO =
PT =PSI =
Sc =
Ec =
CBR =
Mr =
Esb =
Item 200 =
k =
Cd =
J =LS =
kcorrected =
0.36295
D =
5.637289552855400000 5.63729
-0.362950000000
6.363428357023730000 6.21139823
-0.07918124604762480000
1.6562795862104900000
3.58000000
1860.377602570510000
350
320
1
41
120
15000
20
433800
0.85
-1.037
0.35
22.5
635
3400000
3.1
4650
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2278.7499110699600000
-0.0880955623948532000000000
= 0.81640270989500400
) =
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433800
635
6.48058963011479000 164.607
11.6372895476782000000
5.637289547678170000