Omthesis 30-4-2016

PILE LOAD CAPACITY USING STATIC AND DYNAMIC LOAD TEST
Presented by:
ANUP KUMAR HALDER
ST NO-1009042218(P)
Program: M.Sc. Engineering (Geotechnical)
Supervisor:
Dr Mehedi Ahmed Ansary
Date: 30th April 2016.

OUTLINE
1. OBJECTIVE OF THE STUDY
2. OVERALL METHODOLOGY
3. LITERATURE REVIEW
4. FIELD INVESTIGATION
5. SAMPLE CALCULATIONS
6. DATA COLLECTIONS
7. CORRELATIONS AMONG DIFFERENT ESTIMATION METHODS
8. CONCLUSIONS
9. RECOMMENDATIONS
2

OBJECTIVE OF THE STUDY
 To determine the ultimate compressive pile load capacity
of precast driven pile using Pile Dynamic Analyzer.
 To determine the ultimate compressive pile load capacity
of precast pile using SPT value and pile driving records.
 To determine the ultimate compressive pile capacity
using Static Pile load test.
 To compare the pile load capacity obtained from
different methods.
3

2. OVERALL METHODOLOGY
ESTIMATION OF
PILE CAPACITY
SOIL INVESTIGATION
REPORT
DRIVING
EQUATION
DYNAMIC LOAD
TEST
STATIC LOAD
TEST
1. BNBC-2015
2. AASHTO-1992
1.ENGINEERING NEWS
2.GATES FORMULA
3.JANBU FORMULA
CAPWAP 1. DAVISSION
METHOD
2. BNBC-93
3. OTHERS
4

𝑸 𝒔 = 𝜶𝑪 𝒖 𝑨 𝒔
𝜶 = 𝟏. 𝟎 for clays with 𝑪 𝒖 ≤ 𝟐𝟓 𝒌𝑵/𝒎 𝟐
𝜶 = 𝟎. 𝟓 for clays with 𝑪 𝒖 ≥ 𝟕𝟎 𝒌𝑵/𝒎 𝟐
𝜶 = 𝟏 − (
𝑪 𝒖 − 𝟐𝟓
𝟕𝟎
)
𝑸𝒃 = 𝑪 𝒖 𝒃(𝑵 𝑪) 𝒃 𝑨 𝒃
𝑵 𝒄 = 𝟔[𝟏 + 𝟎. 𝟐
𝑳
𝑫 𝒃
] ≤ 𝟗
𝒇 𝒔 = 𝑲 𝝈ˊ 𝒛 𝒕𝒂𝒏𝜱ˊ = 𝜷𝝈ˊ 𝒛
𝜷 = 𝑲𝒕𝒂𝒏𝜱ˊ = 𝑲 𝟎 𝒕𝒂𝒏𝜱ˊ
= (𝟏 − 𝒔𝒊𝒏𝜱ˊ)√𝑶𝑪𝑹
𝒇 𝒃 = (𝝈ˊ 𝒗) 𝒃(𝑵 𝒒) 𝒃
𝑲 𝟎 = 𝑪𝒐𝒆𝒇𝒇𝒊𝒄𝒊𝒆𝒏𝒕 𝒐𝒇 𝒆𝒂𝒓𝒕𝒉𝒑𝒓𝒆𝒔𝒔𝒖𝒓𝒆
PILE CAPACITY
DRIVEN PILE
CAPACITY
NON-COHESIVE
SOIL
(β-METHOD)
COHESIVE
SOIL
(α-METHOD)
STATIC
FORMULA
5

𝒇 𝒔 = 𝟏. 𝟖 𝑵 𝟔𝟎 ≤ 𝟕𝟎 𝒌𝑷𝒂
𝒇 𝒃 = 𝟒𝟓 𝑵 𝟔𝟎 ≤ 𝟒𝟎𝟎𝟎 𝒌𝑷𝒂
𝑵 𝟔𝟎 = 𝑻𝒉𝒆 𝒂𝒗𝒆𝒓𝒂𝒈𝒆 𝑵 𝒗𝒂𝒍𝒖𝒆 𝒐𝒗𝒆𝒓 𝒕𝒉𝒆
𝒑𝒊𝒍𝒆 𝒍𝒆𝒏𝒈𝒕𝒉
𝑵 𝟔𝟎 = 𝑵 𝒗𝒂𝒍𝒖𝒆 𝒊𝒏 𝒕𝒉𝒆 𝒗𝒊𝒄𝒊𝒏𝒊𝒕𝒚 𝒐𝒇 𝒑𝒊𝒍𝒆
𝒕𝒊𝒑.
Sand
𝒇 𝒔 = 𝟐 𝑵 𝟔𝟎 ≤ 𝟔𝟎 𝒌𝑷𝒂
Non-plastic silt
𝒇 𝒔 = 𝟏. 𝟕 𝑵 𝟔𝟎 ≤ 𝟔𝟎 𝒌𝑷𝒂
Sand
𝒇 𝒃 = 𝟒𝟓 𝑵 𝟔𝟎(
𝑳
𝑫
) ≤ 𝟒𝟎𝟎 𝑵 𝟔𝟎 𝒌𝑷𝒂 ≤
𝟏𝟏𝟎𝟎𝟎 𝒌𝑷𝒂
Non-plastic silt
𝒇 𝒃 = 𝟑𝟎 𝑵 𝟔𝟎(
𝑳
𝑫
) ≤ 𝟑𝟎𝟎 𝑵 𝟔𝟎 𝒌𝑷𝒂 ≤
𝟏𝟏𝟎𝟎𝟎 𝒌𝑷𝒂
PILE CAPACITY
DRIVEN PILE
CAPACITY
NON-COHESIVE
SOIL
COHESIVE
SOIL USING SPT
6

𝒇 𝒔 = 𝜶 𝒔 𝒖
𝒇 𝒃 = 𝑵 𝒄 𝑺 𝒖
𝑺 𝒖=Undrained shear strength
𝑵 𝒄 = 𝟔[𝟏 + 𝟎. 𝟐
𝑳
𝑫 𝒃
] ≤ 𝟗
𝑵 𝒄 = Bearing capacity factor
𝒇 𝒔 = 𝜷𝝈′ 𝒛
𝜷 = 𝑲𝒕𝒂𝒏𝜱 𝒔
𝜷 = 𝟏. 𝟓 − 𝟎. 𝟏𝟑𝟓
𝒛
𝑩 𝒓
𝑩 𝒓 = 𝑅𝑒𝑓𝑒𝑟𝑒𝑛𝑐𝑒 𝑤𝑖𝑑𝑡ℎ = 1 𝑓𝑡 = 0.3𝑚
𝜷= Friction due to overburden
𝝈′ 𝒛= Effective vertical stress
PILE CAPACITY
BORED
PILE/DRILLED
SHAFT
CAPACITY
NON-COHESIVE
SOIL
COHESIVE
SOIL STATIC
7

𝒇 𝒔 = 𝟏. 𝟖 𝑵 𝟔𝟎 ≤ 𝟕𝟎 𝒌𝑷𝒂
𝒇 𝒃 = 𝟒𝟓 𝑵 𝟔𝟎 ≤ 𝟒𝟎𝟎𝟎 𝒌𝑷𝒂
𝑵 𝟔𝟎 = 𝑻𝒉𝒆 𝒂𝒗𝒆𝒓𝒂𝒈𝒆 𝑵 𝒗𝒂𝒍𝒖𝒆 𝒐𝒗𝒆𝒓 𝒕𝒉𝒆
𝒑𝒊𝒍𝒆 𝒍𝒆𝒏𝒈𝒕𝒉
𝑵 𝟔𝟎 = 𝑵 𝒗𝒂𝒍𝒖𝒆 𝒊𝒏 𝒕𝒉𝒆 𝒗𝒊𝒄𝒊𝒏𝒊𝒕𝒚 𝒐𝒇 𝒑𝒊𝒍𝒆
𝒕𝒊𝒑.
Sand
𝒇 𝒔 = 𝟐 𝑵 𝟔𝟎 ≤ 𝟔𝟎 𝒌𝑷𝒂
Non-plastic silt
𝒇 𝒔 = 𝟏. 𝟕 𝑵 𝟔𝟎 ≤ 𝟔𝟎 𝒌𝑷𝒂
Sand
𝒇 𝒃 = 𝟒𝟎 𝑵 𝟔𝟎(
𝑳
𝑫
) ≤ 𝟒𝟎𝟎 𝑵 𝟔𝟎 𝒌𝑷𝒂 ≤
𝟏𝟏𝟎𝟎𝟎 𝒌𝑷𝒂
Non-plastic silt
𝒇 𝒃 = 𝟑𝟎 𝑵 𝟔𝟎(
𝑳
𝑫
) ≤ 𝟑𝟎𝟎 𝑵 𝟔𝟎 𝒌𝑷𝒂 ≤
𝟏𝟏𝟎𝟎𝟎 𝒌𝑷𝒂
PILE CAPACITY
BORED PILE
CAPACITY
NON-COHESIVE
SOIL
COHESIVE
SOIL USING SPT
9

𝑸 𝒔 = 𝝅𝑩
𝟏
𝒊
𝜶𝒊 𝑺 𝒖𝒊 𝜟𝒁𝒊
𝑸 𝑻 = 𝒒 𝑻 𝑨 𝑻 = 𝑵 𝒄 𝑺 𝒖𝒕 𝑨 𝒕
𝑵 𝒄 = 𝟔[𝟏 + 𝟎. 𝟐
𝑫
𝑩𝒊
]
𝑸 𝒔 = 𝝅𝑩
𝟏
𝒊
𝜸𝒊 𝒁𝒊 𝜷𝒊 𝜟𝒁𝒊
𝜷𝒊 = 𝟏. 𝟓 − 𝟎. 𝟏𝟑𝟓 𝒁𝒊
PILE CAPACITY
BORED PILE
CAPACITY
NON-COHESIVE
SOIL
COHESIVE
SOIL AASHTO 1992
10

𝑷 𝒖 =
𝑾 𝒓 𝑯
𝒔+𝟏
𝑾 𝒓 = 𝑾𝒆𝒊𝒈𝒉𝒕 𝒐𝒇 𝒓𝒂𝒎
H=height of fall of ram
s=amount of penetration
per blow.
𝑷 𝒖 = 𝒂 𝒆 𝒉 𝑬 𝒉(𝒃 − 𝒍𝒐𝒈 𝒔)
𝒆 𝒉 = 𝑯𝒂𝒎𝒎𝒆𝒓 𝒆𝒇𝒇𝒊𝒄𝒊𝒆𝒏𝒄𝒚
𝑬 𝒉
= 𝑴𝒂𝒏𝒖𝒇𝒂𝒄𝒕𝒖𝒓𝒆𝒔 𝒉𝒂𝒎𝒎𝒆𝒓
𝒓𝒂𝒕𝒊𝒏𝒈
a=104.5
e=Point penetration per blow
b=2.4
𝑷 𝒖=
𝒆 𝒉 𝑬 𝒉
𝒌 𝒖 𝒔
𝑾 𝒓 = 𝑾𝒆𝒊𝒈𝒉𝒕 𝒐𝒇 𝒓𝒂𝒎
𝑾 𝒑 = 𝑾𝒆𝒊𝒈𝒉𝒕 𝒐𝒇 𝒑𝒊𝒍𝒆
s=Pile set
𝑪 𝒅 = 𝟎. 𝟕𝟓 + 𝟎. 𝟏𝟓
𝑾 𝒑
𝑾 𝒓
𝑲 𝒖 = 𝑪 𝒅(𝟏 + 𝟏 +
𝝀
𝑪 𝒅
PILE CAPACITY
PRECAST PILE
JANBU FORMULAENGINEERING NEWS
DRIVING
EQUATIONS
GATES FORMULA
11

1. CONSTANT RATE OF
PENETRATION (CRP)
2. MAINTAINED LOAD TEST (ML)
EVALUATION METHOD
1. DAVISSION
2. BS 8004
3. IS: 2911
4. BUTLER-HOY
5. BRINCH-HANSEN 90%
CRITERION
PILE CAPACITY
LOAD TEST
STATIC
(ASTM D1143)
12

PILE CAPACITY
DYNAMIC LOAD TEST
ASTM D4945-00
Force applied=P
Area=A
Length=L
Element length=dl
Movement of point X=dd (deformation)
Wave speed, c=dl/dt
Deformation, dd= P dl/EA
Particle velocity, dv=dd/dt
=P dl/EAdt
=Pc/EA
Acceleration of the point, a=dv/dt
=Pc/EA dt
Newton’s second law, P=ma
m=dl(A)ρ
P=dlAρ(Pc/EA dt)
Wave speed, c²=E/ρ
P
L
dl
dd
Point, X
13

3. LITERATURE REVIEW (Dynamic load test)
Wave propagation in a pile (Cheney and Chassie, 1993)
14

3. LITERATURE REVIEW (dynamic load test)
STRAIN
TRANSDUCER
F(t)=EAε(t)
E=Elastic modulus
A=Cross section
ε=Strain
ACCLEROMETER
V(t)=∫a(t)dt
15
Setting arrangement of strain transducer and accelerometer

Force(+) for Compression
Force(-) for Tension
Velocity(+) for Downward
Velocity(-) for Upward
Free End Wave Mechanics
16

Fixed End Wave Mechanics
17

The displacement at which
the soil changes from elastic
to plastic behavior is referred
to as the soil “quake”.
Typical wave equation model
18

3. LITERATURE REVIEW (dynamic load test CAPWAP method)
Factor Influence CAPWAP matching
(after Hannigan, 1990)
19

4. FIELD INVESTIGATION (soil investigation) cont…
PILE TYPE : PRECAST
SECTION: 12”x12”
(300mmX300mm)
LENGTH: 13.7m
PRECAST PILE AT SITE
20

4. FIELD INVESTIGATION (dynamic test) cont…
TEST PILE-1 TEST PILE-2
21

4. FIELD INVESTIGATION (dynamic test) cont…
PILE DRIVING ANALYZER
22

4. FIELD INVESTIGATION (static test) cont…
Design Load 40 Ton
Target test load 2.5XDesign load=100
Ton
Type of pile Reinforced concrete pre-
cast pile
Dimension 300mmX300mm
(12”X12”)
Method of installation Impact hammering
Driving equipment Skid mounted pile driver
Hammer detail Drop hammer
23
Static Load Test Plan

5. SAMPLE CALCULATION
(capacity calculation)
PILE TYPE : PRECAST
SECTION: 12”x12”(300mmX300mm)
LENGTH: 13.7m
METHOD: BNBC 2015 (STATIC FORMULA)
24

(capacity calculation)
cont…
• PILE TYPE : PRECAST
• SECTION: 12”x12”(300mmX300mm)
• LENGTH: 13.7m
• METHOD: BNBC 2015 (SPT BASED)
25

(capacity calculation) cont…
ENGINEERING NEWS FORMULA
Weight of ram, 𝑊𝑟 = 3.5 𝑇𝑜𝑛
Number of blows for last one feet of penetration=40
Penetration of pile under last blow of hammer, s=0.3 in
Height of fall of ram, H=5 ft
Resistance under working load,
R=
𝑊𝑟 𝐻
𝑠+1
=13.46 kN FS=6
Ultimate Capacity=804 kN
26

(capacity calculation) cont…Pile area, A =144 sq in
Length of pile, L =45 Ft
Weight of pile, Wp =6.75 kip
Compressive strength of concrete =3500 psi
Modulus of elasticity of concrete, Ec = 57500√3500
=3401746 psi
=3402 ksi
AE =489851kip
cd 0.75+0.15(Wp/Wr)
=0.75
For drop hammer, eh =0.75
Height of fall =5.00 ft
Eh =35.00 ft-lb
S =0.30
𝜆 = 𝑒ℎ 𝐸ℎ 𝐿/𝐴𝐸𝑠2
=3.86
𝐾 𝑢 = 𝐶 𝑑(1 + 1 +
𝜆
𝐶 𝑑
2.61
𝑃𝑢 =
𝑒ℎ 𝐸ℎ
𝑘 𝑢 𝑠
=1790 kN (FS=4.5)
JANBU FORMULA
DRIVING OF PILE
27

(capacity calculation) cont…
Hammer weight =7 kip
Drop of hammer =5 ft
𝑀𝑎𝑛𝑢𝑓𝑎𝑐𝑡𝑢𝑟𝑒𝑠 ℎ𝑎𝑚𝑚𝑒𝑟 𝑒𝑓𝑓𝑖𝑐𝑖𝑒𝑛𝑐𝑦 ,Eh =35 kip-ft
𝐻𝑎𝑚𝑚𝑒𝑟 𝑒𝑓𝑓𝑖𝑐𝑖𝑒𝑛𝑐𝑦 ,eh =0.75
Point penetration per blow, s =0.3 in/blow
𝑃𝑢 = 𝑎 𝑒ℎ 𝐸ℎ(𝑏 − 𝑙𝑜𝑔𝑠)
=210 kip
= 1049 kN
GATES FORMULA
28

5. STATIC LOAD TEST (PRECAST)
Load settlement graph for Pile load test TP-1
29

5. STATIC LOAD TEST (PRECAST)
Load settlement graph for Pile load test TP-2
30

5. SUMMARY FOR STATIC LOAD TEST (PRECAST)
Pile ID Capacity kg(kN)
Davission
Offset
BS 8004 IS: 2911 Butler and Hoy Brinch Hansen
TP-1 Out of range Out of range Out of range Out of range Out of range
TP-2 81 Ton
(807 kN)
88.5 Ton
(881 kN)
78 Ton
(777 kN)
79 Ton
(787 kN)
+90 Ton
(896 kN)
31

5. SUMMARY OF PLILE CAPACITY (PRECAST)
Formulas used Total resistance
TP-1(kN)
Total resistance
TP-2(kN)
Engineering News 804 792
Janbu 1790 1733
Gates 1049 1026
CAPWAP(Dynamic) 1213 500
Static (Average) 1000 830
32

5. DATA COLLECTION (CAPWAP Analysis PRECAST TP-1 & TP-2)
TIME OF
IMPACT
TOE
REFLECTION
LARGE SEPARATION BETWEEN
FORCE AND VELOCITY INDICATE A
LARGE SHAFT RESISTANCE
CONVERGENCE BETWEEN FORCE
AND VELOCITY RECORDS BEFORE
2L/C INDICATE SLIGHT PILE
DAMAGE
BETA FACTOR=100%
BETA FACTOR=73%
33
2L/C
2L/C
CAPWAP TP-1
CAPWAP TP-2
Beta Pile
Condition
100% OK
60% -
80%
Slightly
damage
≤60% Damage

6. DATA COLLECTION FROM OTHER SOURCES (PRECAST)
SL No Site Pile
length
(m)
Pile section
(mXm)
Pile ID
BNBC Static
Bearing (KN)
BNBC SPT
Value (KN)
CAPWAP
Capacity (KN)
1 PABA_NUR 21.34 0.3mX0.3m P-26(H-07) 750 932 991
2 PABA_NUR 21.34 0.3mX0.3m P-04(G-07) 1781 1510 1756
3 MANIK 13.72 0.3mX0.3m PC-4 P-4 854 894 822
4 MANIK 13.72 0.3mX0.3m
PC-8B P-
134 854 881 788
5 MANIK 13.72 0.3mX0.3m PC-5 P-67 1054 749 1158
6 MANIK 13.72 0.3mX0.3m PC-4 P-218 1085 1199 654
7 SHARIAT 16.16 0.35mX0.35m TP-02 776 1241 846
8 SHARIAT 16.16 0.35mX0.35m TP-04 924 1242 879
9 TANGAIL 13.72 0.3mX0.3m P-24 849 1224 1214
10 TANGAIL 13.72 0.3mX0.3m P-141 848 1281 500
11 Keranigonj 12 0.3mX0.3m TP-2 1125 1378 905
12 COXBAZAR 13.5 0.3mX0.3m TP-2 1032 1452 1402
13 COXBAZAR 13.5 0.3mX0.3m TP-3 1336 994 1192
14 COXBAZAR 13.5 0.3mX0.3m TP-5 1336 1083 1644
15 Borguna 16.7 0.35mX0.35m P-106 1330 1332 1128
34

6. DATA COLLECTION FROM OTHER SOURCES (CAST-IN-SITU)
SL Location
Pile Data Pile capacity (KN)
Dia
(m)
Length
(m)
BNBC-2015
SPT
BNBC-2015
Static
bearing CAPWAP AASHTO
1 Basundhara_walton 0.5 28.5 1819 1807 2118 2363
2
Titas Railway
bridge_comilla 1.2 30.8 6719 5941 5000 6508
3
Padma bridge Service
area_Naodoba 1.2 29.5 5971 6380 3520 5963
4 Fly_over_Mogbazar 1.2 29.5 7201 5818 5043 7792
5 Fly_P114_Mogbazar 1.5 44.4 11176 11801 10374 12350
6 Fly_P180_Mogbazar 1.2 44 9303 7785 7221 9715
7
BRRL_P1_Road
Research lab 1 22.5 2965 2847 2196 3821
8
BRRL_P2_Road
Research lab 1 28 4743 2615 4589 4229
9
LRP_P3 bridge pier
Zinzira_dohar road 1 23.7 4768 4375 3635 4287
10
LRP_P4 bridge pier
Zinzira_dohar road 1.2 24 5862 3231 3408 4412
35

5. DATA COLLECTION (CAST-IN-SITU)
BRRL_P1_Road Research lab BRRL_P2_Road Research lab
LRP_P3 bridge pier Zinzira_dohar road LRP_P4 bridge pier Zinzira_dohar road36

7.CORRELATIONS AMONG DIFFERENT ESTIMATION
METHODS (PRECAST PILES)
y = 0.88x + 123.94
R² = 0.51
0
500
1000
1500
2000
0 200 400 600 800 1000 1200 1400 1600 1800 2000
StaticBearingcapacityBNBC-2015(kN)
CAPWAP capacity (kN)
37

38
y = 0.365x + 634.47
R² = 0.05
0
500
1000
1500
2000
0 500 1000 1500 2000 2500
BNBC2015SPTCapacity9kN)

39
y = 0.31x + 826.35
R² = 0.15
0
500
1000
1500
2000
0 200 400 600 800 1000 1200 1400 1600 1800 2000
BNBC2015SPTCapacity(kN)
Static Bearing capacity BNBC-2015 (kN)

7.CORRELATIONS AMONG DIFFERENT ESTIMATION METHODS
(BORED PILES)
y = 0.86x
R² = 0.81
0
2000
4000
6000
8000
10000
0 2000 4000 6000 8000 10000
CAPWAPcapacity(kN)
BNBC-2015 Static bearing capacity(kN)
40

METHODS (BORED PILES)
y = 0.8407x - 377.62
R² = 0.88
0
2000
4000
6000
8000
10000
12000
0 2000 4000 6000 8000 10000 12000 14000
CAPWAPCapacity(kN)
BNBC-2015 SPT Capacity (kN)
41

METHODS (BORED PILES)
y = 1.40x
R² = 0.92
0
2000
4000
6000
8000
10000
0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
AASHTOCapacity(kN)
42

8.CONCLUSIONS
1. In a mega project where pile number is huge it is very difficult to
carry out the static load test frequently due to shortage of money or time.
Application of dynamic test may be appropriate in those conditions.
2. Considering both soil test report and CAPWAP analysis co-
relationships were established for precast and cast-in-situ piles. Further study
is necessary in this regard to validate proposed equations of BNBC-2015.
3. During the study it was found that beta value is a very good
indicator for pile integrity. This need to be utilized properly by our
professionals.
43

9.RECOMMENDATIONS
1. In this study, only the capacity of pile was estimated and
compared but the effect of soil ‘set-up’ (change of soil strength and adhesion)
was not considered. The effect of soil set-up need to be studied.
2. Proper selection of hammer or study is necessary for driving a pile
without damaging it. This can be ensured by using PDA data of energy
transfer ratio, pile stress and other indicator for optimize the appropriate
diesel hammer.
3. Attention should be given to beta values from the PDA during
driving and take necessary action to avoid damage.
4. There is no study for selection of damping factor and quake value
for Bangladesh for CAPWAP analysis.
5. Though dynamic analysis is already use in our country there is no
guideline in BNBC-2015. There should be a guideline along with standard to
use it.
44

Thank you all
For Patience Hearing
45

Omthesis 30-4-2016

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