PILE LOAD TEST IN OLD ALLUVIUM
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1 An evening talk organized by GeoSS PILE LOAD TEST IN OLD ALLUVIUM Wong Kai Sin 25 August PILE LOAD TEST IN OLD ALLUVIUM 1.Should we accept or reject the test results? 2.What are the expected unit skin friction & end bearing in OA? f s =2.5N? f p = 40N kpa? 3.How do we conduct an independent interpretation of the test data? 4.How can we improve the current practice? 2 1
2 Depth (m) Settlement (mm) End Bearing Pressure (t/m 2 ) WKS 25 August 2016 Preliminary Pile Load Test Ultimate Load Test Applied Load (t) Calculated Load (t) Applied Load (t) 3 Type 1 Type 2 Type 3 1WL 2WL 3WL 1WL 2WL 3WL 1WL 2WL 3WL Q Q Q δ f S fully mobilised f P may or may not be fully mobilised δ f S not fully mobilised f P not fully mobilised δ f S fully mobilised f P may or may not be fully mobilised Design Meas. Design Meas. Design Meas. f s (kpa) f p (kpa) δ at 1.5WL (mm) 2.5N 2.8N 40N 45N < f s (kpa) f p (kpa) δ at 1.5WL (mm) 2.5N 3.5N 40N 18N < 14 9 f s (kpa) f p (kpa) δ at 1.5WL (mm) 2.5N 1N 40N 25N <
3 Depth (m) WKS 25 August 2016 Part 1 Should we accept or reject the test results? 5 Case 1 -- Test Pile A1 Diameter = 1500mm Length = 55.2m Calculated Load (t) Mobilised Skin Friction (kpa) Design f s =2.5N 1WL (72mm) Measured f s =1.1N? 1.5WL (155mm) f s =1.1N N 100 Design f b =4000 kpa Measured f b =4000 kpa f s =2.7N Load Distribution Mobilised skin friction Mobilised end bearing 6 3
4 Design WL = 1625t Design 1.5WL = 2438t f s =1.1N 1 st cycle 2 nd cycle f s =2.7N 7 f s at bottom 4.5m not fully mobilised even after movement > 150mm? f p not fully mobilised. Maximum fp = 4000 kpa. 8 4
5 Site A -- Test Pile A1 9 N f s (t/m 2 ) K s =f s /N (kpa) 10 5
6 Site A -- Test Pile A1 Curve fitting according to report based on adopted strain Curve fitting using average values 11 Site A -- Test Pile A1 Curve fitting according to report based on adopted strain Curve fitting using average values 12 6
7 Site A -- Test Pile A1 Curve fitting according to report based on adopted strain Curve fitting using average values 13 Site A -- Test Pile A1 Curve fitting according to report based on adopted strain Curve fitting using average values 14 7
8 Site A -- Test Pile A1 Curve fitting according to report based on adopted strain Curve fitting using average values 15 Site A -- Test Pile A1 Curve fitting according to report based on adopted strain Curve fitting using average values 16 8
9 Site A -- Test Pile A1 Curve fitting according to report based on adopted strain Curve fitting using average values 17 Site A -- Test Pile A1 Curve fitting according to report based on adopted strain Curve fitting using average values 18 9
10 Site A -- Test Pile A1 Curve fitting according to report based on adopted strain Curve fitting using average values 19 Site A -- Test Pile A1 Curve fitting according to report based on adopted strain Curve fitting using average values 20 10
11 Site A -- Test Pile A1 Curve fitting according to report based on adopted strain Curve fitting using average values 21 Site A -- Test Pile A1 Curve fitting according to report based on adopted strain Curve fitting using average values 22 11
12 Site A -- Test Pile A1 Curve fitting according to report based on adopted strain Curve fitting using average values 23 Curve fitting according to report based on adopted strain Curve fitting using average values F = E s A ε 24 12
13 What is the maximum test load? 2437 t 2180 t 2437 t 2180 t 25 Computed axial forces in pile according to Report SPT N Mobilised Skin Friction N N 100 Mobilised End Bearing f p = 4000 kpa Site A Test Pile A1 26 Mob. Skin Friction N 100 f s 1.1N kpa 13
14 Depth (m) Depth (m) Depth (m) Depth (m) WKS 25 August 2016 Idealised Curve according to Report Uncorrected Curves based on Raw Data Applied Load at Pile Top (t) Applied Load at Pile Top (t) Site A Test Pile A Site A Test Pile A1 27 Idealised Curve according to Report Uncorrected Curves based on Raw Data Applied Load at Pile Top (t) Applied Load at Pile Top (t) Site A Test Pile A Site A Test Pile A
15 Depth (m) WKS 25 August 2016 Computed axial forces based on average strain SPT N Mobilised Skin Friction N N 100 fs 210 kpa fp 1000 kpa Mobilised End Bearing f p = 1000 kpa Mob. Skin Friction For OA: f s = 2.1N kpa Site A Test Pile A1 29 Idealised Curves according to Report Uncorrected Curves based on Raw Data Applied Load at Pile Top (t) fs 115 kpa fs 210 kpa fp 4000 kpa fp 1000 kpa 30 15
16 Depth (m) Depth (m) WKS 25 August 2016 Report -- 1 st cycle Report -- 2 nd cycle Uncorrected Curves (This study) Applied Load at Pile Top (t) Adopted Strain (micro-strain) Case Strain distributions according to report Is this real or fiction?
17 Depth (m) Depth (m) WKS 25 August 2016 Strain distributions according to report Strain distributions according to measurement Adopted Strain (micro-strain) Strain (micro-strain) Strain This is based on measurements. Adopted Strain This is artificial and not real. This intermediate step is usually not shown in the report! 34 17
18 Part 2 What are the expected unit skin friction & end bearing in OA? f s = 2.5N? f p = 40N kpa? 35 Case 3 Test Pile B1 Diameter = 1500 mm Length = m Test Load = 2.5WL = kn FILL δ= WL δ= WL Skin friction fully mobilised M O(B) f p 2500 kpa f s < 1N O(A) End bearing fully mobilised 36 18
19 Case 3 -- Test Pile B1 1 st Cycle Case 3 -- Test Pile B1 2 nd Cycle 37 N K s O(A) f s =0.5 to 1.2N 38 19
20 Site B -- Test Pile B1 The average strains were used in the interpretation of the load test data. 39 Site B -- Test Pile B
21 Site B -- Test Pile B1 41 Site B -- Test Pile B
22 Site B -- Test Pile B1 43 Site B -- Test Pile B
23 Depth (m) WKS 25 August 2016 Applied Load at Pile Top (t) Debonded (assumed fs=0) Report Report Data reduction for Test Pile B1 appears to be in order. Does that mean f s N & f p =2500 kpa are real? 46 23
24 OA (A) can be a COHESIVE or COHESIONLESS soil. 47 O(A) as a SILTY CLAY f s = α c u N= 100 c u ~ 200 to 300 kpa α ~ 0.3 to 0.5 f s ~ 60 to 150 kpa f s ~ 0.6 to 1.5 N f p = 9 c u N= 100 c u ~ 200 to 300 kpa f p ~ 1800 to 2700 kpa f s ~ 1.8 to 2.7 N 48 24
25 O(A) as a SANDY SILT f s = β σ v At 50 to 60m σ v ~ 400 to 500 kpa K s /K o ~ 1.0 OCR ~ 3 to 5 δ ~ f = 35 o β ~ 0.51 to 0.67 f s ~ 204 to 335 kpa f p = ½ N q σ v for bored pile At 50 to 60m σ v ~ 400 to 500 kpa f = 35 o N q ~ 40 f p ~ 8 to 10 MPa 49 Case 3 -- Test Pile B1 Silty CLAY Sandy SILT f s ~ 0.6 to 1.5 N (kpa) f s ~ 2 to 3.3 N (kpa) f p = 1800 to 2700 kpa f p = 8 to 10 MPa BH-B
26 Case 3 -- Test Pile B1 Silty CLAY Sandy SILT f s ~ 0.6 to 1.5 N (kpa) f s ~ 2 to 3.3 N (kpa) f p = 1800 to 2700 kpa f p = 8 to 10 MPa Soil description correct? K s too low for Any lab test? SILTY SAND? 51 BH-4 B1 BH-1 BH-3 BH
27 Clay and Silt Content (%) Depth (m) WKS 25 August 2016 All data confirmed that the OA soil between 34 and 55 m is a silty clay. 0 Clay and Silt Contents (%) % Clay % Fines % Clay % Silt Case 3 -- Test Pile B1 Silty CLAY f s ~0.6 to 1.5 N (kpa) f p =1800 to 2700 kpa Hard Silty CLAY Hard Silty CLAY Hard Silty CLAY f p = 2500 kpa 54 27
28 OA can be CLAY or SAND or anything in between! Soil Type K s (kpa) K p (kpa) CLAY 0.6N to 1.5N 18N to 27N SAND (cohesionless and uncemented) 2N to 3.3 N 80N to 100N Note: As OA sand may be cemented, the unit skin friction can be greater than 5,000 kpa and unit end bearing greater than 15,000 kpa. 55 Part 3 How do we conduct an independent interpretation of the test data? 56 28
29 Interpretation of Instrumented Load Test Data 1. Compute the average strain for each strain level. frequency Cumulative strain strain ignoring data from Gauge 4 F2 x Gauge Fac. x Batch Fac. με = Gauge 4 57 Interpretation of Instrumented Load Test Data 2. Plot strain-vs-load of all 4 strain gauges at each level. Delete erroneous data. Make adjustments where appropriate. Make adjustments where appropriate Delete 58 29
30 3. Compute tangent modulus for each level. ΔQ ij Assumed ΔQ s,ij = 0 ΔQ s > 0 Side resistance fully mobilised ΔQ s = 0 Δσ ΔQ /Area E t = = Δε Δε 59 Q Determination of Tangent Modulus (Fellenius, 1989) Q i Q j Q s ΔQ s,ij = 0 Q s,i Q s,j ΔL ΔQ ij ΔQ ij ΔQ s,ij Q s,j Q s,i ΔQ s,ij > 0 Q ΔQ ij = Q j - Q i - Q s,ij Δσ ij = ΔQ ij / Area Δε ij = ε j - ε i Δσ E t = Δε E t,ij = Δσ ij / Δε ij ΔQ s,ij > 0 E t > actual modulus ΔQ s,ij = 0 E t = correct modulus Micro-strain 60 30
31 E s = ½ A ε + B E t = E s E t = A ε + B Generate E t -vs-ε plot and determine E t -ε relationship. 丁 E t = A ε + B 62 31
32 Tangent Modulus (GPa) Tangent Modulus (GPa) WKS 25 August 2016 Method 1: Fellenius method using all levels of strains Tangent Modulus Chart E t = 40 GPa A B C D E F G H I J K L M Microstrain N Sometime the data are favourable! 63 Method 1: Fellenius method using all levels of strains Tangent Modulus Chart Diameter = 1000 mm A B C D E F G H I J K L Microstrain Sometime the data make life difficult for us! 64 32
33 Method 2: Fellenius method using only top level strains 65 Method 3: Predetermined relationship between E t and ε Predetermined equation: E t = ε 66 33
34 Secant Modulus (GPa) WKS 25 August 2016 Method 4: Determine E s based on Cube Strength 50 Secant Modulus of Concrete Cube Strength (MPa) In addition to plotting all the data in one plot (see below), it is informative to plot the data at each strain gauge level. This plot reveals whether the skin friction is fully mobilised at each level
35 5. Compute forces using average strain and secant modulus. F = E s A ε E s = ½ A ε + B 6. Plot strain distribution and load transfer curves. F = E s A ε 70 35
36 7. Plot N-vs-depth and construct the design load transfer curve. Adopted design curve 71 Comparison of load transfer curves in report with those computed in this study. f s = 88 kpa f s = 151 kpa f s = 176 kpa f s = 334 kpa Report f s = 209 kpa Adopted design curve This Study 72 36
37 Mobilised End Bearing Pressure (KPa) WKS 25 August Plot mobilised f p and f s versus applied load N > 100 f p = 14.5 MPa K s = Applied Load (t) Mobilised End Bearing Mobilised Skin Friction (sample) 73 Difficulties & Uncertainties in Conventional Pile Load Test Frequency measurement 1. Hand recording vs digital recording 2. Human error Conversion to strain Pile Top Adjustment to measurements Adopted vs average strain Pile Toe Computation of forces 74 37
38 Difficulties & Uncertainties in Conventional Pile Load Test Frequency measurement Conversion to strain 1. Gauge factor 2. Batch factor 3. Human error Adjustment to measurements Adopted vs average strain Computation of forces 75 Difficulties & Uncertainties in Conventional Pile Load Test Frequency measurement 1. Ignore questionable data 2. Minor adjustments Conversion to strain Adjustment to measurements ignored Adopted vs average strain adjusted Computation of forces 76 38
39 Difficulties & Uncertainties in Conventional Pile Load Test Frequency measurement 1. Adopted strain requires justification. Conversion to strain Adjustment to measurements Adopted Adopted vs average strain Computation of forces 77 Difficulties & Uncertainties in Conventional Pile Load Test Frequency measurement 1. Pile modulus F = E s A ε Conversion to strain All data Level A Pile Top Adjustment to measurements Adopted vs average strain Predetermined Computation of forces Estimated based on cube strength 78 39
40 Difficulties & Uncertainties in Conventional Pile Load Test Frequency measurement F = E s A ε 1. Pile modulus -- orientation of strain gauge Conversion to strain Adjustment to measurements Adopted vs average strain Computation of forces 79 Difficulties & Uncertainties in Conventional Pile Load Test Frequency measurement F = E s A ε 2. Pile modulus -- honey comb Conversion to strain Adjustment to measurements Adopted vs average strain Computation of forces 80 40
41 Difficulties & Uncertainties in Conventional Pile Load Test Frequency measurement Conversion to strain 3. Pile area F = E s A ε Adjustment to measurements Adopted vs average strain Computation of forces Bulging Necking 81 Difficulties & Uncertainties in Conventional Pile Load Test Frequency measurement 3a. Pile area bulging Conversion to strain F = E s A ε Adjustment to measurements Adopted vs average strain Computation of forces 82 41
42 Difficulties & Uncertainties in Conventional Pile Load Test Frequency measurement 3b. Pile area =? F = E s A ε Conversion to strain Adjustment to measurements Adopted vs average strain Computation of forces 83 Difficulties & Uncertainties in Conventional Pile Load Test Frequency measurement Conversion to strain F = E s A ε 4. Other factors: Residual load due to concrete curing Adjustment to measurements Adopted vs average strain Computation of forces 84 42
43 Difficulties & Uncertainties in Conventional Pile Load Test Frequency measurement Conversion to strain F = E s A ε 5. Other factors: Residual load due to loading cycle Adjustment to measurements Adopted vs average strain Computation of forces 85 Difficulties & Uncertainties in Conventional Pile Load Test 6. Other factors: Manual vs Automatic Data Logging Manual Data Logging Wires from load cells Wires from strain gauges 86 43
44 Difficulties & Uncertainties in Conventional Pile Load Test 6. Other factors: Manual Vs Automatic Data Logging LVTD Fully automatic data logger system
45 Applied Load (kn) Micro-Strain Concrete Modulus (GPa) Concrete Modulus (GPa) WKS 25 August every 10 minutes Applied Load vs Time every 30 minutes Time (minutes) 350 Strain vs Time Pile Top 50 Pile Toe Time (minutes) Auto Recording PTP01-CC PTP02-CC PTP03-CC PTP01-ST PTP02-ST PTP01-BT Manual Recording ULT1 ULT2 ULT3 ULT9 ULT10 ULT11 ULT13 ULT14 ULT15 ULT
46 Part 4 How can we improve the current practice? 91 Lessons Learned 1. When in doubt, conduct independent interpretation. 2. Need to improve current practice of load test interpretation. 3. Report should provide plots at different stages of data reduction. 4. Skin friction in OA can be very variable, i.e. fs 0.5N to 5N but typically 2N to 3N. 5. End bearing is usually not fully mobilised. 6. Use small pile size in preliminary load test. 7. Study the borehole logs. Is the test pile in clay or sand? 8. Go back to fundamental when in doubt. f s = α c u f s = β σ v f p = 9 c u f p = ½ N q σ v 92 46
47 Moving Forward 1. The soil condition at the preliminary test pile location must be known. Useful to know fines and clay content. 2. Detail piling record -- soil and rock encountered; date and time at each layer interface; difficulties encountered. 3. Detail concreting record volume vs height 4. Concrete strength at 14, 21 and 28 days. 5. Plot measured strain vs applied load at each strain gauge level: (i) each strain gauge; (ii) average strain; and (iii) adopted strain. Identify questionable strain gauges which are ignore in computing the average strain. Ignored 93 Moving Forward (cont d) 6. Plot tangent modulus vs average or adopted strain: (i) data from each level; and (ii) data from all strain gauges in one plot. 7. Plot strain vs depth at different applied loads: (i) average strain; and (ii) adopted strain. Adopted 47
48 Moving Forward (cont d) 6. Plot tangent modulus vs average or adopted strain: (i) data from each level; and (ii) data from all strain gauges in one plot. 7. Plot strain vs depth at different applied loads: (i) average strain; and (ii) adopted strain. Adopted Moving Forward (cont d) 6. Plot tangent modulus vs average or adopted strain: (i) data from each level; and (ii) data from all strain gauges in one plot. 7. Plot strain vs depth at different applied loads: (i) average strain; and (ii) adopted strain. Adopted 48
49 It is desirable to have two sets of the plots below to be included in the interpretation report 1 st set is based on raw data before adjustment and 2 nd set is after adjustment. 97 Moving Forward (cont d) 8. Plot load transfer curves for different applied loads: (i) before adjustment; and (ii) after adjustment. 9. Plot mobilised skin friction and end bearing vs applied load. 10. Plot load vs settlement curve. 11. Provide data in Excel file when requested. 12. Use automated data logging system Before adjustment After adjustment 98 49
50 Last but not least... The instrumentation sub-contractor should be an independent party working directly under the client. Once the report is done, it should be sent to all parties involved. 99 Part 5 A minor modification to current practice on the interpretation of pile load test data
51 A New Approach in Interpretation of Pile Load Test F = E s A ε Current Method Concrete modulus E s = ½ A ε + B Pile diameter Constant F = E s A ε ρ Proposed Method Concrete modulus E s based on cube strength Pile diameter Constant Fudge factor, ρ ρ = varies with each strain level 101 How do we apply the new approach? 1. Compute average strain for each strain level. 2. Plot strain-vs-load at each level. Make adjustment where appropriate. 3. Estimate concrete modulus based on cube strength. 4. Compute tangent modulus for each level. Determine the fudge factor ρ for each strain level. Make adjustments where appropriate Delete Δσ ΔQ / (Area ρ) E t = = Δε Δε Level H : ρ = 1.0 Level H : ρ = variable
52 5. Compute forces using average strain and secant modulus. F = E s A ε ρ 6. Plot strain distribution and load transfer curves. 7. Plot N-vs-depth and construct the design load transfer curve. 8. Plot mobilised f p and f s versus applied load. Strain Distribution Load Distribution Skin friction End bearing 103 Case 4 -- Test Pile C1 Diameter = 1200 mm Length = 38.4 m Based on 21 day strength and contribution from steel: Secant modulus 40 GPa
53 f p = 117N (kpa) 105 Raw data Adjusted using fudge factor ρ Variable ρ Variable ρ No change in diameter; E t = E s = 40 GPa Adjust ρ until E t = E s = 40 GPa
54 Raw data Adjusted using fudge factor ρ Variable ρ Variable ρ No change in diameter; E t = E s = 40 GPa Adjust ρ until E t = E s = 40 GPa 107 Raw data Adjusted using fudge factor ρ Variable ρ Variable ρ No change in diameter; E t = E s = 40 GPa Adjust ρ until E t = E s = 40 GPa
55 Raw data Adjusted using fudge factor ρ Variable ρ Variable ρ No change in diameter; E t = E s = 40 GPa Adjust ρ until E t = E s = 40 GPa 109 Raw data Adjusted using fudge factor ρ Variable ρ Variable ρ No change in diameter; E t = E s = 40 GPa Adjust ρ until E t = E s = 40 GPa
56 Raw data Adjusted using fudge factor ρ Variable ρ Variable ρ No change in diameter; E t = E s = 40 GPa Adjust ρ until E t = E s = 40 GPa 111 Raw data Adjusted using fudge factor ρ Variable ρ Variable ρ No change in diameter; E t = E s = 40 GPa Adjust ρ until E t = E s = 40 GPa
57 Strain Distribution based on Raw Data with Minor Adjustments Load Distribution based on Variable ρ With the variable diameter approach, it is not necessary to construct the design curve as shown below. Adopted design curve
58 With the variable diameter approach, it is not necessary to construct the design curve as shown below. Adopted design curve 115 Thank you for your attention!
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