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
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