Dynamic Pile Load Testing. James A. Baigés, PE September 3, 2015

Transcription

1 Dynamic Pile Load Testing James A. Baigés, PE September 3, 2015

2 Pile Design Outline Ø Project Scope Ø Subsoil Exploration Program- Ø Site Geology, Aerial Photo interpretation stereo pairs Ø Ø Ø SPT, CPT, DMT, Test Pits Lab Consolidation Tests, Triaxial, DS, classification tests Soil Characterization general subsoil profile

3 Ø Engineering Analyses Pile Design Outline Ø Deep Foundation driven piles, drilled shafts, auger cast piles (Ensoft-APile, Driven, Coyle, etc.) Ø Design Pile Capacity Ø Axial (compression, tension) Ø Lateral loading (LPILE) Ø Pile group interaction Ø Wave Equation (GRLWEAP) hammer selection, driveability, driving stresses eval., production driving.

4 Load transfer in an axially loaded pile.

5 Pile Testing Program Ø Objectives to confirm design loads Ø Pile Load Test Types Ø Static (compression and tension) Ø Dynamic Ø Others (Statnamic and O-cell for drilled shafts )

6 Comparison Static vs Dynamic STATIC Advantages -more familiar -failure criterion well known (Davisson) DYNAMIC Advantageous Reduce costs more testing Fast setup is simple Load distribution (SF, EB) Disadvantages Expensive Reduced number of tests Setup very time consuming Req. to provide instrumentation to obtain load distribution along pile. Disadvantages Some don t acknowledge method lack of confidence Req. experienced personnel FS req. usually greater than 2

7 Dynamic Foundation Testing Attempts to determine pile capacity using dynamic analysis date back to the 19th century. At that time, a dynamic formula that considered the energy of the pile driving hammer and the set of the pile was developed to find bearing capacity. Dynamic formulae are still used today, in spite of their inaccuracies and of the fact that they cannot predict stresses during driving.

8 Wave Equation Analysis In the 1950 s, E.A. Smith of the Raymond Pile Driving Company developed a numerical analysis method to predict the capacity versus blow count relationship and investigate pile driving stresses. The model mathematically represents the hammer and all its accessories (ram, cap, cap block), as well as the pile, as a series of lumped masses and springs in a one-dimensional analysis. The soil response for each pile segment is modeled as viscoelastic-plastic.

9 High Strain Dynamic Testing When a hammer or drop weight strikes the top of a foundation, a compressive stress wave travels down its shaft at a speed c, which is a function of the elastic modulus E and mass density. The impact induces a force F and a particle velocity v at the top of the foundation. The force is computed by multiplying the measured signals from a pair of strain transducers attached near the top of the pile by the pile area and modules.

10 High Strain Dynamic Testing The velocity measurement is obtained by integrating signals from a pair of accelerometers also attached near the top of the pile. Strain transducers and accelerometers are connected to a Pile Driving Analyzer (PDA), for signal processing and results. As long as the wave travels in one direction, force and velocity are proportional: F = Zv, where: Z = EA/c is the pile impedance E is the pile material modulus of elasticity A is the cross sectional area of the pile c is the material wave speed at which the wave front travels

11 High Strain Dynamic Testing Soil resistance forces along the shaft and at the toe cause wave reflections that travel and are felt at the top of the foundation. The times at which these reflections arrive at the pile top are related to their location along the shaft. The measured force and velocity near the pile top thus provide necessary and sufficient information to estimate soil resistance and its distribution. Total soil resistance computed by the PDA includes both static and viscous components. The static resistance can be obtained by subtracting the dynamic component from the total soil resistance. The dynamic component is computed as the product of the pile velocity times a soil parameter called the Damping Factor. The damping factor is an input to the PDA and is related to soil grain size.

12 High Strain Dynamic Testing The energy delivered to the pile is directly computed as the work done on the pile from the integral of force times incremental displacement ( Fdu ) which is easily evaluated as force times velocity integrated over time ( Fvdt ). Maximum compression stresses at the pile top come directly from the measurements. The measurements also allow direct computation of the compression stress at the pile toe and the tension stresses along the shaft. Pile integrity can be evaluated by inspecting the measurements for early tension returns (caused by pile damage) prior to the reflection from the pile toe; lack of such reflections assures a pile with no defects.

13 High Strain Dynamic Testing High Strain Dynamic Testing encompasses Dynamic Pile Monitoring and Dynamic Load Testing. Both are covered by ASTM D4945. Pile Driving Monitoring consists of using a PDA to perform real time evaluation of Case Method capacity, energy transfer, driving stresses and pile integrity for every blow. Dynamic Load Testing involves another technique that evolved from Smith s approach of modeling the wave propagation theory of pile driving, the Case Pile Wave Analysis Program (CAPWAP ). CAPWAP combines field measurements (obtained with the PDA) and wave-equation type analytical procedures to predict soil behavior including static-load capacity, soil resistance distribution, pile soil load transfer characteristics, soil damping and quake values, and pile load versus movement plots (e.g. a simulated static load test). CAPWAP analysis is made on the PDA data after the test is complete.

14 High Strain Dynamic Testing PDA Setup Pile Testing at Isidoro Garcia Stadium, Mayagüez, PR Strain and Accelerometers on an HP 14x73 Steel Pile

15 PDA

16 CAse Wave Analysis Program (CAPWAP)

17 Field documentation

18 Recent Trends CME-55 Drill Rig for Rock Coring to 200 ft at Portugues Dam Site, Ponce Offshore drilling for Pier 3 San Juan

19 Static Load Tests Pier 3, San Juan, PR

20 Static Load Tests Yabucoa Valley Crossing PR-53

21 Static Load Tests Yabucoa Valley Crossing PR-53

22 Static Load Test PR-17 Interchange Tension Pile Load Test Compression Test Reaction Wt = 430 Tons

23 Statnamic Test Caño Martin Peña, San Juan, PR

24 Recent Trends in GCI Practice Cone Penetration Testing (CPT) Vertek Seismic Piezocone

25 Pile Testing Yabucoa Valley Crossing PR-53 A Design-Built Project - 42-inch by 3/4 inch Steel Pipe Piles L=150 ft

26 Pier 3, San Juan Prestressed Concrete Piles L=80 ft

27 Pier 3 Improvements

28 Columbus Monument, Arecibo, P.R. 24 Steel Pile Piles

29 Puerto Las Americas Pier 4 to 6 1,200 ft bulkhead, 85 ft Double HZ King Pile Sheet Wall, 140,000 ln ft HP 14x73 Steel Piles L=160 ft.

30 PDA testing on Drilled Shaft PanAmerican Grain Silos, Guaynabo, PR 1m dia. 65 ft using 15k drop hammer

31 Bridge over Quebrada Corazon PR-102, Mayagüez, PR PDA testing with 40,000 lbs drophammer on 60-inch diameter and 1 inch thick pipe piles driven to 150 ft depth Mobilized Pile Capacity = 2,750 kips for a 10 ft drop.

32 Bahia Beach Resort, Río Grande Soil Improvement Deep Dynamic Compaction

33 Compolitan Condominium, San Juan Soldier Pile and Wood Lagging with Tie Backs Retention System

34 Mayaguez 2010 Pile Foundation HP14x73 Steel Piles approx 120,000 ln ft Isidoro García and Athletic Stadiums PR-102 Bridge over Río Yagüez

35 Muchas Gracias