Soldier Pile & Tieback rods with Lagging
Project: SAWA COMPANY BUILDING
Eng. Nawaf Abu Sarris
(1) Soil Properties
30
30
30
f=tan
0.576996
30
=(45-/2)
60
S=
qs =
16.5
A=
1.35
SF=
1.5
PA=
24.72
Ps=
4.99
29.71
44.57
6.74
24.72
31.46
Total Thrust
Design Ti=
Moment, Ms
Moment, MA
Total Moment
K a=
0.333
for rough rod & 20-35 for smooth rods=0.6-0.8
slope of surcharge angle
internal angle of friction
=
=
angle of inclination from horizontal of tieback
Lower layer-rock
between assumed failure plane and vertical
T
Su raff
a r ic
M rge ch
i
b n :
in e . to
c te
as alc r in
.
A
O AS
H
re
T
m co
en m
d.
KN/m2
KN/m3
m
Upper layer
22
KN/m3
KN/m
KN/m
KN/m
KN/m
m.KN
m.KN
m.KN
PA=Ka 1H2/2
Ps=kaqsH
Tpul=PA+Ps
Design Ti=Tpul*SF
A
Th cti
ru ve
st
Safety Factor
Figure-1: Tieback section
Page 1
Sheet1
From Soldier Pile Calculations:
120.00
Section IPE
Moment for Section
Length=
6m
Sx= 53
cm3
9.54 m.KN= Mmax.
Steel tensile fy
fa=
180
Mpa
Mpa
Stabilizing Moment
Overturning Moment
1.5
S
Fa afe
c t ty
or
To satisfy equilibrium , the following equation sould be verified
Mmax. PLUS MT.
Ti*cos
Stabilizing Moment= 9.54 0+
Overturning Moment= 31.46
Solvig for Ti, Ti=
Horizontal
componenet
Stabilizing Moment=
43.47 KN/m
which is close to designe value
fa=
Rod Diameter=
Diameter=
252
Mpa
15.00642 mm
18
mm -Gr60
Ast=
Tv =
Grade 60
258.8 mm
2
75
22.275
from moment D=
D=(Ti/0.7854*fa)0.5
Use
TH
Tv
PA
Mmax.
44.57 KN/m
Tieback required steel area using rough rods at 1m c/c
For rod steel fa(allowable) 0.60 fy
Steel tensile f
Mpa
420
HTS
MT.
Ps
Check
14.25201
mm
from tensile
3 " Drilled hole
Page 2
Sheet1
Rod embedment in rock
Tieback required Lengh Lt
Given:
Tult=
= 16.5
30
= 30
=
3.0
1.35
to simplify calculations
90
Xi=
Top failure Wedge Width Xi=
Top failure Wedge Width Xi<(X+0.5)
Lr= 0.8246209
USE
6.0
>
Lt = 7
0.9
METER
hm= A+(Lr+0.5Le)sin
60
Lt= total
<
1.73
x= 2.5
Lr= Unbonded
Lr not less than 0.3H or
FIXED
Le=
Bonded
Lr=(H-A)sin/sin(180-(90-)-)
OKIII
OKIII
use a/(H+D)
Lt= a.cos
6.236338
7.2
a=
Must be achieved
Horizantal distance of tie a/(H+D) 1
H+D=
De= 3
44.57
30
OKIII
Lt=Lr+Le
Le=
METER
8.0817
a/(H+D)=
1.2
3.349
Check
1.34694425
OKIII
Ti*SF=.D.hm..Le.tan
Ti*SF=
45.05
>
43.47 OKIII
Page 3
Sheet1
Ti=
Check Lagging
Design load=
Mmax=
26.74
2.005664
11.14258
1.5
KN/m
m.KN
cm3
m
44.57
60% shoring load for lagging
Ti*L2/8
meter
1
Sx=
L= Spacing=
b=
Sz=bt2/6
mm
INPUT
USE t=
t=
6.6761 mm
3
USE
steel plates of 4 mm thickness
available
Sx=
fa=
300
Mpa
1.5 cm3
Check
may be covered by using braceing-see below
0.54 m.KN
Available moment=
1.46566412 m.KN
Available M=0.6 fa*Ast.
Required Moment= Mmax-Mavi.
USE CPE100 CHANNELS AS BRACING (SX=41.1 cm3)
Sx=
8.142578 cm3
Check downward force Tv due to prestressing
TV=
22.27
Resistance to downward force is furnished by the skin of both pile and steel plate embedded.
From chart:
N-SPT=
for =
10
30
Friction Resistance = N/100 tsf
De=
Friction Resistance, Fr =
0.1 tsf=
10.76
KN/m2
Resistance for 1 m spacing=
Fr.d*S*De
15.21
KN/m2
Pile
Resistance for 1 m spacing=
Fr1side*S*Dsh
17.76
KN/m2
Plate
Total Resistance=
32.97
A=
From Soldier Pile
Design
dp=
S=
1.65
3
0.15
1
KN/m2
Page 4
Sheet1
Safety factor=
1.3
Resistance=
25.3614
>
22.27
okiiiii
* A use of K=Ko can be justified if the grout or concrete is placed, otherwise use K=Ko. Values of K>Ko are not recommended because of soil creep.
* use min diameter 20mm, inserted in drilled holes at 30 o inclination filled with cement-sand mixture with a low enough viscosity that it can be
pumped. Use cement Type I or II 7& add admixtures to prevent cement shrinkage.
* using = 30o inclination to avoid underground utilities.
*Hence rod is not to be driven mechanically, use grouted D if the rod is put in a drivin hole and grouted. is about in this case for grouted rods.
* Wall facing must be attached using welding or brackets. Use spacers with the effective rod length. Rod diameter was computed based on Ti with
suitale SF, so that fa=fy/Sf of rod steel.
* An average depth outside the wedge zone used for sloping rods.
Page 5
Sheet1
SOLDIER PILE - ADVANCED BUILDING -ABDALI
slope of surcharge angle
30
=
=
= internal angle of friction =
30
layer
lower layer density
=
=
= upper
=
16.5
KN/m3
22
density
S= spacing between piles
1
S=
m
effective pile width
0.15
b=
m
2.4
OKII
N=Passive arching capability =0.08 * , but not exceed 3.00
N=
<3
Min. specified strength of lean mix. = 170 Kg/cm
0.36
Nb=
K a=
0.333
K p=
3.000
3
H=
m
5
q=
KN/m2
2
ACTIVE THRUST
P A=
PS =
24.75
KN/m
5.00
KN/m
P2 arm H/2
Trafic Surcharge
P1 arm H/3
1.5b
KN/M2
D
Page 6
Sheet1
Rock
q
arm=D/3
No passive pressure
F =0.00
Load/1m
P A=
24.75
KN/m
H/3
P S=
5.00
H/2
1.5
PA=
KN/m
FORCE
24.75
ARM
[D+H/3]
M
24.75(D+1)
PS=
5.00
[D+H/2]
Dolving for D
Acting Thrust
M=0.00
Consider Safety Factor 3
P A+
PS
24.74994944 4.9999898
29.7499392287
3.0840336134
180
M
M
F=0.00
7.4999847
sum
29.75
32.249934
1.08403361 use De=
29.75
soldier
pile
length=
Moment
RESULTANT
INPUT
91.75
R
R
Fy=
Determine Section Modulus Required
Fy=
5.00
Sum
1.0840336134
D=
3
Locate Depth to Plane of Zero Shear
5(D+1.5)
D=
Determine D by Taking Moments About F
D=
USE
24.75
c
24.749949
D-FACTOR
M=
91.75
300
Sx= M/Fa
Page 7
Sheet1
Sx= 50.9721181
USE
IPE
cm3
120
SX=
53
cm3
could be used (providing deflection in not a consideration)
Page 8
Sheet1
D3
D2
-12.00
D1
0.00
D0
C3
R3
C2
R2
C3
R3
C0
R4
-9.0000
-729
-12.00 ###
0.00
0.00
-8.0000
-512
-12.00 96.00
0.00
0.00
-7.0000
-343
-12.00 84.00
0.00
0.00
-6.0000
-216
-12.00 72.00
0.00
0.00
-5.0000
-125
-12.00 60.00
0.00
0.00
-4.0000
-64
-12.00 48.00
0.00
0.00
-3.0000
-27
-12.00 36.00
0.00
0.00
-2.0000
-8
-12.00 24.00
0.00
0.00
-1.0000
-1
-12.00 12.00
0.00
0.00
0.0000
-12.00 0.00
0.00
0.00
1.0000
-12.00 -12.00 0.00
0.00
2.0000
-12.00 -24.00 0.00
0.00
3.0000
27
-12.00 -36.00 0.00
0.00
4.0000
64
-12.00 -48.00 0.00
0.00
5.0000
125
-12.00 -60.00 0.00
0.00
6.0000
216
-12.00 -72.00 0.00
0.00
7.0000
343
-12.00 -84.00 0.00
0.00
8.0000
512
-12.00 -96.00 0.00
0.00
9.0000
729
-12.00 ###
0.00
0.00
10.0000
1000
-12.00 ###
0.00
0.00
3.4635
41.5479
-12.00 -41.56 0.00
0.00
second root, when sign change "
FINAl
-621.00
-416.00
-259.00
-144.00
-65.00
-16.00
9.00
16.00
11.00
0.00
-11.00
-16.00
-9.00
16.00
65.00
144.00
259.00
416.00
621.00
880.00
-0.01
