Plans (98) Cantilever Soldier Pile Conventional Soldier Pile Wall with One Level of Tiebacks Conventional Soldier Pile Wall with Multiple Levels of Tiebacks
Ground Surface Ground Surface
—
Ground Surface 77—I a ��2.H1
4-` 7 1?f
Ilk
H1 3 -4- 0.2H
Th1 f
•
135 H '
3
P
la
'
H H
P
a 1 f
H
in -• -,,,,
60°
2(H H1) 60° .13
I Base of Excavation i �� i Base of Excavation i ,,
Base of Excavation i IMISSIIIIIIMIN \
_ i 2 V i 777 T 2'
-_�-X1 � 2'
V 11 11
D 300 f D 300 Df IMI
1 IMMO T H/4 1
300 H/4
300-D 35 60 I 300 D P=35-H 60
m f psf psf y psf r psf 1 psf psf 300-D I P=24-H 60
psf 1 psf psf
L.
r Y Y ,.._y__. L. �T
0
Net Allowable Active Traffic Net Allowable Apparent Traffic Net Allowable Apparent Traffic
Passive Pressure Earth Surcharge Passive Pressure Earth Surcharge Passive Pressure Earth Surcharge
Pressure Pressure Pressure Pressure
0
Pressure Pressure
O
0
-o
d
r
0
n
L'
w
N
3
0
co
O
w
a]
Q
I-
r S
3
a
N
a
a
a Legend
0
co INo Load Zone
0oI
0
H= Height of Excavation,Feet
0i
0
Not To Scale
0
in
D= Soldier Pile Embedment Depth,Feet
0Notes:
__ Distance From Ground Surface to Earth Pressure Diagrams-
i 1. Active/apparent earth pressure and traffic surcharge pressure act over the H1= Uppermost Tieback,Feet Temporary Shoring Wall
go pile spacing above the base of the excavation.
2. Passive earth pressure acts over 2.5 times the concreted diameter of the Th1 Horizontal Load in Uppermost Ground Anchor
o soldier pile,or the pile spacing,whichever is less.
9- Maximum Apparent Earth Pressure,
3. Passive pressure includes a factor of safety of 1.5 = SW Atlanta St.Storage Buildin
g
a 4. Additional surcharge from footings of adjacent buildings should be included P Pounds per Square Foot Tigard, Oregon
oin accordance with recommendations provided on Figure 4.
0 5. This pressure diagram is appropriate for temporary soldier pile and tieback
o
Design Groundwater Elevation for Drained Walls/
a walls.If additional surcharge loading(such as from soil stockpiles, Passive Resistance Design
NN excavators,dumptrucks,cranes,or concrete trucks)is anticipated, G EO E N G I N E S R..7 Figure 3
GeoEngineers should be consulted to provide revised surcharge pressures.
a
Uniform Surcharges,
Lateral Earth Pressure from Point Load, Qp Lateral Earth Pressure from Line Load, q (Floor Loads, Large Foundation
(Spread Footing) QL (Continuous Wall Footing) Elements or Traffic Loads)
X=mH V 1 X=mH [-.--
liii, q(psf)
�`
QP QL
Z=nH Z=nHNM MI
•
A PH 4 A' MW IIIII
PH
H i it H
NIW Mil
-.
6" R
6" RNM
1111 MI
Base of Excavation Base of Excavation r j Base of Excavation
�1 off Y-• 0.27•q(psf)
. For m<_0.4
For m<_0.4 For m>0.4 O'H =0cOS2(1.1e) 0H =0.2n.QL
Q" =0.28Qpn2 a" =1.77Qpm2n2 H(0.16+n2)2
aH =Lateral Surcharge Pressure from
H2(0.16+n2)3 H2(m2+n2)3 Uniform Surcharge
For m>0.4
a" =1.28m2nQL
H(m2+n2)2
m PH(Q ) R
llP Q Resultant P
►, H H=0.64 QL
0.2 0.78 0.59H g II (m2+1)
o ' QP
s 0.4 0.78 0.59H °�'
2 r H m R
0 0.6 0.45 0.48H
`, 0.1 0.601-1
co
o X=m•H 0.3 0.60H
0
0
t
Section A A'
a 0.5 0.56H
W Pressures from Point Load Qp
0 0.7 0.48H
•o-
0
w
Q
3 Definitions:
N
Qp= Point load in pounds
W
o QL= Line load in pounds/foot
co
�
, H = Excavation height below footing,feet
0
0 off = Lateral earth pressure from surcharge,psf Not To Scale
0 q= Surcharge pressure in psf
co
i
Radians
o'H = Distribution of GH in plan view
Eg
Recommended Surcharge Pressure
0 PH = Resultant lateral force acting on wall,pounds
Notes: R = Distance from base of excavation to resultant lateral force,feet SW Atlanta St.Storage Building
,
Ti ard
�' 1. Procedures for estimating surcharge pressures shown above X= Resultant lateral force acting on wall,pounds g Oregon
oare based on Manual 7.02 Naval Facilities Engineering
0 Command,September 1986(NAVFAC DM 7.02). Z= Depth of a"to be evaluated below the bottom of Qp or QL
m 2. Lateralrthearthsses preses fred surchargeFishould be added to G EO E N G I N E E R.� Figure 4
Nm = Ratio of X to H
earth pressures presented on Figure 3.
3. See report text for where surcharge pressures are appropriate. n = Ratio of Z to H
a