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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

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