pavement design of rigid pavement

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  • 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

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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

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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

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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

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