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  • 8/12/2019 The Analysis and Design Report

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  • 8/12/2019 The Analysis and Design Report

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    PDC wall=0.42*0.8*24*1= 8.064 kN/m

    2.2EH - Horizontal Earth Pressure

    Figure2-2 EH Model (units: mm)

    The soil extends to the foundation with the following properties:

    s= 20 kN/m3 f= 28.3

    Active earth pressure coefficient for cohesionless soils:

    0.357

    The lateral earth pressure is assumed to be linearly proportional to the depth of earth and taken as:

    [LRFD 3.11.5.1-1]

    Where,

    p = lateral earth pressure (MPa)

    = density of soil (kN/m3)

    z=depth below the surface of earth (mm)

    P1= 0.357*20*0.8*(10-3)

    = 0.00571 kN/m2

    PH1= 0.00228 kN/m

    elong1= 0.4H= 0.32 m

    Mlong1= PH1*elong1= 0.00073 kN*m/m

    2.3 Live Load Surcharge [LRFD 3.6.1.2.5]

    Figure2-3 Live Load Surcharge Model (units: m)

    A live load surcharge shall be applied where a vehicular load is expected to act on the surface of the backfill

    within a distance equal to one-half the wall height behind the back face of the wall. [LRFD 3.11.6.4]

    h =equivalent height of soil for vehicular load (mm).In this design,for Height=800(mm)

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    PH= p*h= 5.48 kN/m

    e= 0.40 m

    Mlong= PH*e= 2.19 kN*m/m

    Table 2.1 unfactored axial loads and moments for Section A-A

    P

    (kN)

    M

    (kN*m)

    P

    (kN)

    M

    (kN*m)

    EH 0.00228 0.00073

    LS 5.48 2.19

    PDC Slap 1.95 0

    PDC wall 8.06 0

    3.0Load combinations

    STRENGTH I

    Max= 1.25DC+1.75LS+1.5EH

    Table 3.1-1 Factored axial loads and moments for Section A-A

    P

    (kN)

    Mlong(kN*m)

    N

    (kN)

    Mlong(kN*m)

    EH 0.00343 0.00110

    LS 9.60 3.84

    PDC Slap 2.43 0.00

    PDC wall 10.08 0.00

    9.5996 3.840 2.431 0.00

    4.0Axial compression and flexure [ACI 2.2.3]

    4.1Members subjected to axial compression,flexure,or to combined axial compression and flexure shallbe designed to satisfy Eq.(2-10) and Eq.(2-11).

    [ACI Eq.(2-10)]

    [ACI Eq.(2-11)]

    Where :

    For members having an h/r ratio not greater than 99:

    fa --calculated compressive stress in masonry due to axial load only (Mpa)

    fb --calculated compressive stress in masonry due to flexure only (Mpa)

    Pe --Euler buckling load (N)

    fa=N/A= 7.2

    fb= 0.0

    In this design, h/r=0.8/0.42 1.9 < 99

    [ACI Eq.(2-12)]

    Fa= 8.7

    [ACI Eq.(2-14)]

    Fb= 11.7

    VerticalHorizontal

    Load

    LoadHorizontal Vertical

    1a b

    a b

    f f

    F F+

    1( )4 e

    P P

    ' 2(1/ 4) [1 ( ) ]140

    a m

    hF f

    r=

    '

    13b mF f=

    0AO

    0AO

    0AO

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    0.8 < 1.0 O.K.

    Pe --Euler buckling load (N)

    e=M/N= 0

    2380270999N

    595067750N > 2431.3N O.K.

    5.0 Shear

    5.1Shear stresses due to forces acting in the direction considered shall be computed in accordance with Eq.(2

    [ACI Eq.(2-16)]

    where:

    V= shear force (N) 9599.6N

    fv=calculated shear stress in masonry (MPa)

    0.0816 MPa < 0.827 MPa O.K.

    5.2 In -plane shear stresses shall not exceed any of: [ACI 2.2.5.2]

    (a)

    (b) 827 kPa

    8.87 MPa > 0.0816 Mpa O.K.

    a b

    a b

    f f

    F F+ =

    2

    32 (1 0.577 )m ne

    E I eP

    h r

    =

    eP =

    1

    4 eP =

    v

    n

    VQf

    I b

    =

    vf =

    '1.5 mf

    '1.5 mf = vf =

    0AO

    0AO

    0AO

    0AO

    0AO

    0AO

    0AO

    0AO

    0AO