Use of the Light Falling Weight Deflectometer (LFWD) as a site investigation tool for residual soils and weak rock
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1 Use of the Light Falling Weight Deflectometer (LFWD) as a site investigation tool for residual soils and weak rock Dr. David Lacey, Dr. Burt Look & Dave Marks
2 Summary of Presentation Introduction Residual Soils / Weak Rock profile - Definition Prevalence of Residual Soil / Weak Rock profiles within South East Queensland Issues with current site investigation techniques Data Light Falling Weight Deflectometer (LFWD) Test - Methodology Details of SEQ Study Results of Investigation Insights Demonstration of LFWD Suitability to investigation of Residual Soils / Weak Rock Profile Comparison with other common test techniques Comparison between various LFWD equipment
3 Residual Soil / Weak Rock Profile - Definition Profile of a residual soil and rock weathering profile (after Little, 1969). Residual vs transported soil formation (after Wesley, 2010).
4 Residual Soil / Weak Rock Profile - Definition
5 Distribution of residual soils in SEQ Profile Type / Parent Rock Material Alluvial Soils Cohesive Residual Soils (from Claystone / Mudstone / Coal / Shale) Expansive Clays (from Basalt) Sandy Clay / Clayey Sand Various Parent Rock Types (Igneous Sedimentary) Approx. Distribution of Materials within SEQ area (km2) % of study area 4, % 6, % 4, % 13, % Total Residual Soil / Weak Rock Profile > 80%
6 Issues with Current Site Investigation Techniques???? Soil Drilling: Rotary Drilling / Penetration Tests Auger Bit Refusal Sig. Core Loss Diamond Bit Drilling: Full Rock Core Recovery Soil: No significant Rock materials present TRANSFORMATION ZONE: Extremely Weathered (XW) Rock / Highly Weathered (HW) Rock and Disintegrated Rock Materials Original Rock Structure Exists Competent Rock Material: Continuous Framework / Rock Material
7 Light Falling Weight Deflectometer (LFWD) Directly Measures Insitu Young s Modulus (E) E LFWD = [A x P x R x (1 u 2 )] / d 0 Where: A = Plate rigidity factor ( /2 for rigid plate) P MAX = Maximum Contact Pressure R = Radius of plate d 0 = peak deflection u = Poisson s Ratio
8 Light Falling Weight Deflectometer (LFWD) Small Strain Instrument Test Strain increases as plate diameter is reduced
9 Light Falling Weight Deflectometer (LFWD) Modulus is stress dependent Expected Stress Dependent Response Granular Fine Grained / Cohesive
10 Light Falling Weight Deflectometer (LFWD) Modulus is stress dependent Standardisation is required to allow direct comparison of results E LFWD-100kPa LFWD 100kPa Test Stress
11 Details of Site Investigation 14 Test Pits Up to 1.2m depth Non-reactive materials Investigation covered Residual Soil to HW Rock material profile Site Investigation Tests: LFWD DCP Density Laboratory Classification
12 Results of Site Investigation General (as expected) trends of investigated residual / weak rock profile:
13 Results of Site Investigation LFWD Derived Modulus by rock weathering unit
14 Results of Site Investigation LFWD Derived Modulus: Weathering State Average LFWD Modulus at 100kPa Stress (E LFWD-100kPa ) Percentage Increase above Residual Soil Modulus Residual Soil 38.2 MPa - XW Rock 69.8 MPa +82% XW / HW Rock 85.1 MPa +123% HW Rock MPa +250% All attempted LFWD tests successful Gradational (near-linear) increase of modulus associated with weathering profile was quantified Weak rock material deformation response fully within the LFWD equipment s calibrated range LFWD Suitable for use in site investigation of Residual soil / Weak Rock
15 Correlation with other insitu tests With DCP: DCP test continually refused in XW/HW Rock materials Variability (CoV) of test results of DCP >> LFWD DCP results then processed via generic correlations to produce modulus (E)
16 Correlation with other insitu tests With Soaked CBR:
17 A final word of Warning Not all LFWD are equal Variations in LFWD type result in different E values:
18 Conclusions This study has demonstrated: The gradational change between Residual Soil to Weak Rock has associated gradational change in stiffness parameter
19 Conclusions This study has demonstrated: The gradational change between Residual Soil to Weak Rock has associated gradational change in stiffness parameter The LFWD is suitable for use in site investigation of Residual Soil Weak Rock materials (bridges the gap across soil and rock testing techniques)
20 Conclusions This study has demonstrated: The gradational change between Residual Soil to Weak Rock has associated gradational change in stiffness parameter The LFWD is suitable for use in site investigation of Residual Soil Weak Rock materials (bridges the gap across soil and rock testing techniques) Direct measurement of Modulus via LFWD has significant advantages over indirect estimation from penetration tests
21 Conclusions This study has demonstrated: The gradational change between Residual Soil to Weak Rock has associated gradational change in stiffness parameter The LFWD is suitable for use in site investigation of Residual Soil Weak Rock materials (bridges the gap across soil and rock testing techniques) Direct measurement of Modulus via LFWD has significant advantages over indirect estimation from penetration tests Laboratory determined CBR values do not reflect field conditions within weathered rock materials
22 Conclusions This study has demonstrated: The gradational change between Residual Soil to Weak Rock has associated gradational change in stiffness parameter The LFWD is suitable for use in site investigation of Residual Soil Weak Rock materials (bridges the gap across soil and rock testing techniques) Direct measurement of Modulus via LFWD has significant advantages over indirect estimation from penetration tests Laboratory determined CBR values do not reflect field conditions within weathered rock materials Depth of measurement of LFWD is re-affirmed to be approx. 1.3 x Plate Diameter
23 Questions
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