Bài tập lớn nền móng ĐHGTVT

UNIVERSITY OF TRANSPORT AND COMMUNICATIONS
INTERNATIONAL EDUCATION FACULTY

DESIGN OF DRIVEN PILE
ASSIGNMENT

Full name

: Nguyen Thien Long

ID Student

: 172603217

Course

: 58

Major

: Advanced Training Program

Project Supervisor's Report : Assoc Prof.PhD Nguyen Chau Lan

Hanoi, November 2020


Foundation design

Geotechnical Faculty
Category

Part I
SOIL INVESTIGATION REPORT

Contents
I. Geological structure and characteristic of soil layers........................................4
II. Conclusion and suggestion:..............................................................................4
I. Designing the size of the foundation..................................................................6
1.1. Size and elevation of pier and foundation......................................................6
1.2. Size and elevation of pile...............................................................................6
II. Design Load......................................................................................................7
2.1. Weight of column...........................................................................................7
2.1.1. Height of pier (without pier cap)................................................................7
2.1.2. Total volume of pier (without pier cap).......................................................8
2.1.3. Volume of pier, which is under water (without pier cap):...........................8
2.2. Design loads group corresponding lowest water level...................................8
2.2.1. Standard load at longitudinal bridge in service limit state..........................8
2.2.2. Designed load at longitudinal bridge in strength limit state........................9
III. Axial Capacity...............................................................................................10
3.1. Axial bearing capacity of material of pile PR...............................................10
3.2. Bearing resistance of soil QR........................................................................11
3.2.1. Frictional Resistance Qs.............................................................................12
3.2.2. Load carrying capacity of the pile point Qp...............................................14
3.3. Single Pile bearing capacity Ptt.....................................................................15
IV. Pile number and pile distribution in foundation:...........................................15
4.1. Computing Pile number n:...........................................................................15
4.2. Pile distribution............................................................................................15
4.2.1. Arranging piles..........................................................................................15
4.2.2. Cap volume:...............................................................................................15
4.3. Loads transfer to cap....................................................................................15
4.3.1. Loads in service limit state........................................................................15

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4.3.2. Loads in strength limit state......................................................................16
V. Checking Strength Limit State........................................................................16
5.1. Checking single pile axial resistance............................................................16
5.1.2. Checking single pile axial resistance:.......................................................18
5.2. Checking the axial bearing capacity of group pile:......................................18
VI. Checking Service Limit State.....................................................................19
6.1. Determine total consolidation settlement.....................................................19
6.2. Checking pile head displacement.................................................................21
VII. Strength of bars and pile joint..................................................................22
7.1. Computing and arranging vertical bar in pile...............................................22
7.1.1. Computing maximum moment of lifting and pitching of pile..................22
7.1.2. Caculating the number of reinforce bars needed.......................................23
7.2. Reinforcement of the belt for the pile..........................................................24
7.3. Detail of hard pile rod reinforcement...........................................................25
7.4. Reinforced wire rod......................................................................................25
7.5. Steel stake head............................................................................................25
7.6. Steel hooks...................................................................................................25
VIII. Joint construction....................................................................................25

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Part I
SOILS INVESTIGATION REPORT

I. Geological structure and characteristic of soil layers
At Drilled Hole 4 - BH4, drilled to - 40m. met 4 layer of soil:
■ Layer 1: Grey-Clayey Silt, liquid state






Elevation of the surface: 0.0(m)
Bottom elevation: -5.2(m)
Water content W = 25.8%
Saturated ratio Sr = 85.3%
Plastic Index IL= 0.51

■ Layer 2: Fine sand, grey, very loose
Layer 2 occurs in Drilled Hole 4 - BH4 founded under Layer 1
 Thickness: 9.0(m)
 Elevation of the surface: -5.2(m)

 Bottom elevation: -14.2(m)
■ Layer 3: Green, grey -Clayey Silt, semi-solid state
Layer 3 occurs in Drilled Hole 4 - BH4 distributed under layer 1 and layer 2.







Thickness: 4.3(m)
Elevation of the surface: -14.2(m)
Bottom elevation: -18.5(m)
Water content W = 20.6%
Saturated ratio Sr = 80.9%
Plastic Index IL = 0.47

■ Layer 4: Grey - Fine Sand, semi-dense state
Layer 4 occurs in Drilled Hole 4 - BH4, distributed under layer 1, layer 2 and layer 3.
 Thickness: 21.5(m)
 Elevation of the surface: -18.5(m)
 Bottom elevation: -40.0(m)
II. Conclusion and suggestion:
■ Conclusion:
 The profile of soil in this area is diverse, complicated and non-uniform.
 Layer 1 & 2 were weak layer because of low SPT index and load capacity, layer 3
had average SPT index, and layer 4 had highest ratio.
 Layer 2 would be appeared settlement when put the foundation in there,
■ Suggestion:
 Due to this profile, the recommended suggestion is Friction pile- Concrete pile.

 The end of pile should be placed into layer 4.

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Part II
Technical design
Overall Design

I. Designing the size of the foundation
1.1. Size and elevation of pier and foundation
 Elevation of pier

In navigable waterway, the elevation of grider’s bottom is calculated as following:
Where:
o
o
o
o
o

PTE: Pier top elevation.
HWL: The highest water level.
NWE: Navigable water elevation.
NC: Navigational clearance.
EGB: Elevation of grider’s bottom.

So,
Choose EGB= 7.3(m). So,
 Elevation of foundation:
o The thickness of foundation(TF): 2(m).
o The elevation of foundation’s top(EFT):
Choose EFT = -2.5(m).
o The elevation of foundation’s bottom(EFB):
 Elevation of pile:
o The thickness of pile cap(TPC): 1(m).
o The elevation of pile cap’s top(EPCT):

o The elevation of pile cap’s bottom(EPCB): concided with EFB, so
EPCB=-4.5(m).
1.2. Size and elevation of pile
❖ Pile tip elevation: -35.50(m).
❖ Shape and size of pile: The cross section of piles is square and the size is

450x450(mm2).
❖ Length of piles: (without the length of pile cap).
 The slender of pile:

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❖ Total length of precast concrete pile:The pile is divided into 4 segments, each
segment is 8m long and spliced by weld.
II. Design Load

2.1. Weight of column
2.1.1. Height of pier (without pier cap)
Height of pier(without cap) Htr:
Where:
o Pier top elevation
o Elevation of foundation’s top
o Head cap thickness

: PTE = 7(m)
: EFT = -2.5(m)
: HCT = 0.8+ 0.6= 1.4 m

2.1.2. Total volume of pier (without pier cap)
Total volume of column Vtr:
2.1.3. Volume of pier, which is under water (without pier cap):
Volume of pier column under water surface Vtn:
Trong đó:
LWL = 3.1(m)

: Lowest water level

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EFT = -2.5(m)

: Elevation of foundation’s top

Str

: Area of column’s cross section (m2)

2.2. Design loads group corresponding lowest water level

Load

Unit

Service
limit state

- Vertical dead-load in service limit state at top of pier

kN

5000

- Vertical live-load in service limit state at top of pier

kN

2500

- Lateral live-load in service limit state at tranverse

kN

120

Mo- Momentum of live-load in service limit state

KN.m

900

Load factor: Live load : n = 1.75
Dead load: n = 1.25
kN/m3): Unit weight of concrete.
= 9.81(kN/m3) : Unit weight of water.
2.2.1. Standard load at longitudinal bridge in service limit state
■ Standard Axial load at longitudinal bridge:

■ Standard Lateral load at longitudinal bridge:
■ Standard Moment at longitudinal bridge:

2.2.2. Designed load at longitudinal bridge in strength limit state
■ Designed axial load at longitudinal bridge

■ Designed lateral load at longitudinal bridge:
■ Designed moment at longitudinal bridge:

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Table of combination of load at top of cap:
Load

Unit

Service Limit State

Strength Limit State

Vertical Load

kN

8659.62

12074.53

Horizontal Load

kN

120

210

Moment

kN.m

2040

3570

III. Axial Capacity

3.1. Axial bearing capacity of material of pile PR
■ Material of pile:
- Concrete: f’c = 30 (Mpa)
- Reinforced bars: 8 bars Ø 25
 f'y = 414 (Mpa)
 Ast= 510 (mm2)

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Where:
o f’c: 28-day compressive strength of concrete
o Ast: area of cross-section of reinforced steel
o f’y: yield strength of steel
■ The factored bearing capacity of a pile: PR
Consider that pile bears compressive force only, the resistance force according to
material:

Where:

: Resistance coefficient, = 1.



 Ag: Gross area of cross-section of pile,
 Ast: Area of cross-section of reinforced steel,
.


Calculated axial resistance load.



Nominal axial resistance load.

Hence:
3.2. Bearing resistance of soil QR
With:
Where:

Qp: Frictional tip resistance load(MPa).
qp : Unit frictional tip resistance load(MPa).
Qs : Frictional side resistance load(MPa).
qs : Unit side resistance load(MPa).
Ap: Area of pile’s tip(mm2).
As : Area of pile’s side(mm2).
:Resistance factor for tip resistance,
: Resistance factor for side resistance,

Type of soil

Clay

1

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Sand
Sand

1
1

0.45
0.45

3.2.1. Frictional Resistance Qs
 Methodology for calculating:
Cohensionless soil(sand): SPT method
Cohensive soil(clay): -method

 Cohensive soil:
qs   S u

Where:
Su: Undrained shear strength (Mpa), Su = Cuu
: Adhension factor applied for S u according to Tomlinson(1987) designed curve
in LRFD specification 2007.

Layer

Thickness
(m)

Perimeter
(m)

Undrained
shear
strength
(MPa)

1
3

Li
5.2
4.3

U
1.8

1.8

Su
23.4
30.8

Factor

1
1

Unit
frictional
side
resistance
load(MPa
)
qs
23.4
30.8

Area
of
pile’s
side
(m2)
As
9.36
7.74

Frictional
side
resistance
load(kN)
219.024
238.392

■ Cohensionless soil(sand):
and qs = 0.0019
where :

As: Side area of pile (mm2)
: Corrected SPT blow count (blow/300mm)

Correction process for SPT:
Using formula:
Where:
N: Uncorrected SPT blow count(blow/300mm).
: Vertical effective stress(MPa)
Calculated for :

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Unit weight
of soil
(kN/m3)

Layer
2
4

Unit weight
of water
(kN/m3)

26.6
26.6

9.81
9.81

Specific
gravity

Void ratio

Gs
2.711519
2.711519

e

1.08
0.89

Saturated
unit weight
(kN/m3)
17.88212
18.6936

Calculated for and :

Layer

Depth
(m)

2
2
2
2
4
4
4
4
4
4
4
4

Db

10.25
13.25
16.25
18
20.45
23.45
26.45
28.45
30.45
32.45
34.45
35.5

Vertical
effective
stress(MPa)
82.73918
106.9555
131.1719
145.2981
181.6696
208.3204
234.9712
252.7384
270.5056
288.2728
306.0399
315.3677

Uncorrected

SPT blow count
(blow/300mm)
N
9
3
5
12
8
12
21
21
20
21
21
22

Corrected
SPT blow count
(blow/300mm)
9.463539
2.896966
4.487023
10.35842
6.307957
8.912622
14.75168
14.23979
13.10733
13.31596
12.89595

13.28916

Calculating Qs:

Laye
r
2
2
2
2
4
4

Thickness(m
)

Perimeter(m
)

Li
1.25
3
3
1.75
1.95
3

U
1.8
1.8

1.8
1.8
1.8
1.8

Nguyen Thien Long - 172603217

Corrected
SPT blow
count
(blow/300mm
)
9.463539
2.896966
4.487023
10.35842
6.307957
8.912622

12

Unit
Area Frictional
frictional
of
side
side
pile’s resistanc
resistance side
e

2
load(MPa) (m ) load(kN)
qs
As
0.0171
17.1
38.475
0.0057
5.7
30.78
0.0095
9.5
51.3
0.0228
22.8
71.82
0.0152
15.2
53.352
0.0228
22.8
123.12

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4
4
4

4
4
4

Geotechnical Faculty

3
2
2
2
2
1.05

1.8
1.8
1.8
1.8
1.8
1.8

14.75168
14.23979
13.10733
13.31596
12.89595
13.28916

0.0399
0.0399
0.038

0.0399
0.0399
0.0418

39.9
39.9
38
39.9
39.9
41.8

215.46
143.64
136.8
143.64
143.64
79.002

The total frictional side resistance load:
Layer

Frictional side
resistance load(kN)

Coefficient

219.024
192.375
238.392
1038.654

0.7
0.45
0.7
0.45

1
2
3
4
Total

Total frictional side
resistance load(kN)
175.2192
115.425
190.7136
623.1924
1104.55

3.2.2. Load carrying capacity of the pile point Qp
The pile tip contacted with sand in layer 4, calculated Qp corresponding
and
Where:
Ap: Area of pile tip(mm2).
: Corrected SPT blow count(blow/300mm).
D: Pile diameter (mm)
Db: Depth of penetration (mm)
qI: Limiting tip resistance load(MPa)
qI = 0.4 for sand

Layer

Area
of pile
tip(m2)

Corrected SPT
blow count
(blow/300mm)

Ap
4

0.2025

13.28915868

Limiting
tip
resistance
load
(MPa)
ql
39.83794

Total
frictional tip
resistance
load(kN)

Facto
r

Calculated
frictional tip
resistance
load(kN)

Qp=qp x Ap
806.7184

0.45

484.3898

Soil bearing capacity:

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3.3. Single Pile bearing capacity Ptt

IV. Pile number and pile distribution in foundation:
4.1. Computing Pile number n:
Where:
N: Designed axial load at longitudinal bridge at strength limited state(kN)
Ptt : Single pile bearing capacity (kN).
Changing numbers:

thus n = 12

4.2. Pile distribution
4.2.1. Arranging piles
Piles are arranged in square pattern on plan view, with parameter below:
The number of piles: n = 12.
The number of pile’s line according to longitudinal direction: n = 3.
The spacing between centre of piles responding to longitudinal direction:
a = 1400mm.
The number of pile’s line according to cross section direction: n = 3.
The spacing between centre of piles responding to horizontal direction:
b = 1400mm.
The distance from edge of foundation to centre of pile according to longitudinal and
horizontal direction: a = b = 500(mm).
4.2.2. Cap volume:
With 12 piles, We have overall dimensions of pile cap:
.
Where:

a = 2700mm.
b = 2700mm.

Cap volume:

4.3. Loads transfer to cap
4.3.1. Loads in service limit state
■ Standard axial load at longitudinal bridge:
=

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■ Standard lateral load at longitudinal bridge:
■ Standard moment at longitudinal bridge:
4.3.2. Loads in strength limit state
■ Designed axial load at longitudinal bridge:

■ Designed lateral load at longitudinal bridge:
■ Designed moment at longitudinal bridge:
Table of loads acting at the bottom of pile cap
Loads

Unit

Service

Strength

Limit State

Limit State

Axial load

kN

10804.36

14755.45

Lateral load

kN

120

210

kN.m

2280

3990

Moment

V. Checking Strength Limit State
5.1. Checking single pile axial resistance
Methodology: Using FB-Pier

Final Maximums for all load cases
Result Type

Value

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15

Comb.

Pile

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Maximum pile forces

Max shear in 2

0.7589E+01

direction
Max shear in 3

kN
-0.6228E+00

direction
Max moment

kN
-0.5050E+01

about 2 axis
Max moment

kN.m
-0.4761E+02

about 3 axis
Max axial

kN.m
-0.1363E+04

force
Max torsional

kN
-0.2891E-02

force
Max torsional

kN.m
0.1294E+00

force

kN.m

Result Type

Value

Max axial soil

0.1173E+03

force
Max lateral in

kN
0.2291E+02

X direction
Max lateral in

kN
0.6815E+00

Y direction
Max torsional

kN
-0.3003E-02

soil force

kN.m

1

0

8

1

0

2

1

0

2

1

0

8

1

0

6

1

0

10

1

0

2

Load
Maximum soil forces

Comb.

Pile

1

0

6

1

0

8

1

0

1

1

0

10

So, Nmax = 1393(kN).
5.1.2. Checking single pile axial resistance:
Using equation: N m a x + ΔN < P t t
Where: Nmax: Max axial force
ΔN : Own weight of pile (kN)
Ptt : Single Pile bearing capacity (kN).

We have:

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So,
=> Satisfied.
5.2. Checking the axial bearing capacity of group pile:
Where:
Vc: Total compressive load of pile group.
QR: Axial resistance of pile group.
: Resistance factor of pile group.
Qg: Nominal axial resistance of pile group.: Coefficient of resistance of
group piles in cohensive, cohensionless soil.
: Nominal axial resistance of group

piles in cohensive, cohensionless soil.

Using interpolation method, we obtains
5.2.1. Clay soil
For calculate Qg, use formula below:
Where:

X: Width of pile group(m).
Y: Length of pile group(m).
Z: Depth of pile group(m).
: Average undrained shear strength along the depth of penetration of the piles(MPa).
: Undrained shear strenth at the base of the group(MPa).
Nc: Ratio depends on Z/X.
With Z/X<2.5, use formula:

Sum of resistance load for single

Equivalent group pile resistance load

pile
Layer

Resistance
load for
single

Coefficient

Qg1

0.7

1839.80

0.7

2002.49

X

Y

Z

3.2

4.6

5.

5
3.2

5
4.6

2
4.

Z/X

Nc

pile(kN)
1
3

219.024x1
2
238.392x1

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1.6
1.32

7.5
2
7.2

11339.97
13858.34

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2

5

5

3

0

So, Qg1, Qg2)
 Layer 1:
 Layer 3:
5.2.2. Sand soil
Layer
2
4

Sum of resistance load for single pile
Resistance load for
Coefficient
single pile(kN)
192.375x12
0.45
1038.825
(1038.654+484.39)x1
0.45
11879.74
2

So the axial bearing capacity of group pile:
=>Satisfied.
VI. Checking Service Limit State
6.1. Determine total consolidation settlement

Have: Db = 17(m). Equivalent footing inside and between layer 4 and layer 1 = D b =

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11.333(m).
 Sand soil:
Using SPT:
In which:

and

With:
: Settlement of pile group (mm).
q : Net foundation applied at 2Db/3. This figure is equal to the applied load us the top
of group devided by the area of equivalent footing and does not include the weight of piles and
soil between the piles. (MPa)
N0 :Axial load at bottom of cap at service limit state,
S : Area of equivalent footing .
X : Width of the pile group(m).
Db : Depth of embedment in the layer that provide support.
D’ : Efective depth taken as 2Db/3 (mm)

: SPT blow count corrected for both the overburden and hammer effeciency effects
(blow/300mm).
I: Influence factor of the effective group embedment.
Have:
o Compute q:
The area of equivalent foundation:
So, the force
o Determine N160: 13.28916
N160=13.28916 (from the previous table) at the tip of pile.
o Calculate the settlement:
So, the settlement of pile group is 5.619mm.
6.2. Checking pile head displacement
Methodology: Using FB-PIER
Maximum pile head displacements
Max
displacement

0.3191E-02 M

1

0

5

in axial

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Max
displacement

0.5053E-02 M

in X
Max
displacement
in Y

-0.3953E-06
M

1

0

6

1

0

12

Therefore:
• In the horizontal direction of the bridge:
Δy = 0.3953 x 10-6 m = 0.000395 mm 38mm
• In the longitudinal direction of the bridge:
Δx= 0.5053 x 10-2 m = 5.053 mm 38mm
=> Satisfied
VII. Strength of bars and pile joint
7.1. Computing and arranging vertical bar in pile
Total casting length: Lcd = 32 (m). Divined into 4 part, each part is 8m long.
7.1.1. Computing maximum moment of lifting and pitching of pile
Maximum bending moment
Mtt = max (Mmax(1); Mmax(2))
In which:
Mmax(1):

Pile lifting moment

Mmax(2):

Pile pitching moment

• Pile lifting moment

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Lifting hook position:
a= 0.2 Ld =0.2 x 8 = 1.6 (m)
Surcharge pressure :
Maximum moment:

• Pile hanging moment

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Lifting hook position b = 0.294Ld = 0.294 x 8 = 2.352 (m)
Maximum moment:
Thus:
Mtt = max (Mmax(1); Mmax(2)) = max (7.94 ; 13.72) = 13.723 (kN.m)
7.1.2. Caculating the number of reinforce bars needed

We choose reinforced rebar ASTM A615M include 8Ø 25 have f’c = 30MPa, fy = 414
MPa arrange at the cross-section , calculate same as rectangular section with single
reinforcement bar( specifically square cross-section 450x450mm)
Essential nominal resistance moment:
The height of stress block:

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Check the elastic condition:

 Satisfied.
Calculating for area and arrange of steel.
Choose reinforced rebar ASTM A615M include 8Ø 25 and total area iis 1530, and the thickness
of cover concrete( to centre of steel bar) is 65mm, the effective depth d’=385mm.
Recalculate height of stress block:
Recalculate elastic condition:

 Satisfied.
7.2. Reinforcement of the belt for the pile
Because the pile is mainly compressed, it is not necessary to review the strength of the
belt reinforcement. Therefore, reinforcing steel bars are arranged according to the requirements

of structure.
+ The head of each pile is arranged with belt step 50 mm on a length of 1350 mm.
+ Next we arrange with reinforced belt step is 100 mm on a length of 1100mm
+ The remainder of each pile (middle section of the pile) is arranged with the pile step: 150
mm
7.3. Detail of hard pile rod reinforcement
Steel pile nose with a diameter of 40, with a length of 100 mm
The protrusion of the pile tip is 50 mm
7.4. Reinforced wire rod
At the top of the pile lay a grid of reinforced concrete pile with a diameter of 6 mm,
with mesh a = 50 x 50mm. The net is arranged to ensure that the

concrete

pile

is

not

damaged due to local stress during pile driving.
7.5. Steel stake head
The pile head is coated with a flat steel bar of 10mm thickness for the purpose of
protecting the pile head from damage when piling and in addition it is also useful for bonding

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Foundation design

Geotechnical Faculty

piles during construction together
7.6. Steel hooks
Steel hooks are selected in diameter 22. Because of the rebar in the pile is very redundant
so we can always use hooked steel hook for hanging hooks, then we do not need to make the
third hook to create favorable conditions for construction and piling in yards
The distance from the beginning of each pile to each anchor is a = 1.6m = 1600 mm
VIII. Joint construction
We use welded joints to connect the pile back together. Joints must ensure that the joint
strength is equivalent to or greater than the strength of the pile at the jointed section
To connect the piles back together, we use 4 angle steel L-100x100x12 piles into the
four corners of the pile and then use the welding line to connect the two piles (for solid piles,
square usually use welding joints. For round piles, the tube is usually used to connect bolts. In
addition, to increase safety for joints, we use 4 steel plates 500x100x10mm is dabbed between
two angles to increase the length of joints. Weld thiclmess =10 mm.

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