Perkerasan Jalan Raya-Perkerasan KakuFull description
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RIGID PAVEMENTDeskripsi lengkap
rigid pavement design
NOTES ON RIGID PAVEMENT DESIGN-CED, DUETFull description
jalan beton
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How to design rigid pavement according to Ethiopian roads mannualFull description
jalan beton
Pavement Design
It is proposed guidelines for Department of Roads.
Description : pavement design by yang
Design of Flexible PavementFull description
pavement design by yang
ptwFull description
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Pavement design
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 DESIGN AND ANALYSIS
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 TEST PIT NO. 1 2 3 4
CBR VALUE (Xi), % 3 3.5 3.8 3
ΣXi =
13.30
Number of Sample Tested, n = The Mean CBR, Ẋ =
( Xi - Ẋ) -0.33 0.17 0.47 -0.33
(Xi - Ẋ)^2 0.1089 0.0289 0.2209 0.1089
Σ(Xi-Ẋ)^2 =
0.4676
4
3.33
Standard Deviation of Results, s =
Representative CBR Value=
0.39 3.07
%
say, 3.10 %
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 Type of Vehicle a.
Rigid Truck 2 Axles
AADT
DESIGN TRAFFIC
11
117,560.00
EF 7.38 TOTAL
B. CBR
=
3.10 %
CESAL ( W18) 433,800.00 433,800.00
(Representative Value)
C. DESIGN PARAMETERS Design Conditions: Design Period Loading Design CESAL Concrete Strength Flexural Strength at 14 days 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
20 yrs. Including Overloaded Trucks (Phil. Average) 433,800.00 axles 3,500 psi 550 psi = 20 W 18 = 433,800.00 R = 85% ZR = -1.037 SO = 0.35 Pt = 2.00 ΔPSI 2.50 = S'c = 635 Ec = 3,400,000.00 CBR = 3.10 Mr = 4,650 Esb = 15,000 Item 200 = 350 k = 320 Cd = 1 J = 4 LS = 1 kcorrected = 120 =
164.61 mm
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:
5.637289548
D
5.637289553
= =
6.481
=
164.61
inches mm.
Minimum thickness of pavement
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 ESB MR Kⱷ
= = = =
350 15,000 4,650 320
mm psi psi pci
Name of Project : Road Upgrading (Gravel to Paved) of Aritao-Quirino Road Location: Sta Fe, Nueva Vizcaya Station: K0291+660.800 - K0292+800.000 Kⱷ Kcorrected
= =
320 120
pci pci
ESAL ( W18) axles axles
Average)
yrs. axles
psi psi % psi psi mm pci
pci
vement
Design Performance Period Design Traffic Design Reliability Standard Normal Deviation Standard Error Design Terminal Servicibility Design 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 Coefficient Loss of Support
zr
x
ΔPSI
so =
3
0.833333
4.22-.32pt
=
3.58
S'c x Cd 215.63 x J (Ec/k)^.25
= = =
751.11 862.52 12.97402
18.42 (Ec/k)^.25
5.637289547678170000 =
Zr x So 7.35*log10(D+1)-.06 log10(psi/3) 1+(1.624x10^7/(D+1)^8.46 4.22-.32pt S'c*Cd*(D^.75-1.132)
