Cone penetration testing (CPT) is a widely used geotechnical engineering </span><i><span style="font-family:Verdana;">in-situ</span></i><span style="font-family:Verdana;...Cone penetration testing (CPT) is a widely used geotechnical engineering </span><i><span style="font-family:Verdana;">in-situ</span></i><span style="font-family:Verdana;"> test for mapping soil profiles and assessing soil properties. In CPT, a cone on the end of a series of rods is pushed into the ground at a constant rate and resistance to the cone tip is measured (</span><i><span style="font-family:Verdana;">q</span><sub><span style="font-family:Verdana;">m</span></sub></i><span style="font-family:Verdana;">). The </span><i><span style="font-family:Verdana;">q</span><sub><span style="font-family:Verdana;">m</span></sub></i><span style="font-family:Verdana;"> values are utilized to characterize the soil profile. Unfortunately, the measured cone tip resistance </span></span><span style="font-family:Verdana;">is</span><span style="font-family:""><span style="font-family:Verdana;"> blurred and/or averaged which can result in the distortion of the soil profile characterization and the inability to identify thin layers. This paper outlines a novel and highly effective algorithm for obtaining cone bearing estimates </span><i><span style="font-family:Verdana;">q</span><sub><span style="font-family:Verdana;">t</span></sub></i><span style="font-family:Verdana;"> from averaged or smoothed </span><i><span style="font-family:Verdana;">q</span><sub><span style="font-family:Verdana;">m</span></sub></i><span style="font-family:Verdana;"> measurements. This </span><i><span style="font-family:Verdana;">q</span><sub><span style="font-family:Verdana;">t</span></sub></i><span style="font-family:Verdana;"> optimal filter estimation technique is referred to as the </span><i><span style="font-family:Verdana;">q</span><sub><span style="font-family:Verdana;">t</span></sub><span style="font-family:Verdana;">HMM-IFM</span></i><span style="font-family:Verdana;"> algorithm and it implements a hybrid hidden Markov model and iterative forward modelling technique. The mathematical details of the </span><i><span style="font-family:Verdana;">q</span><sub><span style="font-family:Verdana;">t</span></sub><span style="font-family:Verdana;">HMM-IFM</span></i><span style="font-family:Verdana;"> algorithm are outline</span><span style="font-family:Verdana;">d in this paper along with the results from challenging test</span></span><span style="font-family:""> </span><span style="font-family:Verdana;">bed. The test</span><span style="font-family:""> </span><span style="font-family:Verdana;">b</span><span style="font-family:""><span style="font-family:Verdana;">ed simulations have demonstrated that the </span><i><span style="font-family:Verdana;">q</span><sub><span style="font-family:Verdana;">t</span></sub><span style="font-family:Verdana;">HMM-IFM</span></i><span style="font-family:Verdana;"> algorithm can derive accurate </span><i><span style="font-family:Verdana;">q</span><sub><span style="font-family:Verdana;">t</span></sub></i><span style="font-family:Verdana;"> values from challenging averaged </span><i><span style="font-family:Verdana;">q</span><sub><span style="font-family:Verdana;">m</span></sub></i><span style="font-family:Verdana;"> profiles. This allows for greater soil resolution and the identification and quantification of thin layers in a soil profile.展开更多
Cone penetration testing (CPT) is an extensively utilized and cost effective tool for geotechnical site characterization. CPT consists of pushing at a constant rate an electronic cone into penetrable soils and recordi...Cone penetration testing (CPT) is an extensively utilized and cost effective tool for geotechnical site characterization. CPT consists of pushing at a constant rate an electronic cone into penetrable soils and recording the resistance to the cone tip (q<sub>c</sub> value). The measured q<sub>c</sub> values (after correction for the pore water pressure) are utilized to estimate soil type and associated soil properties based predominantly on empirical correlations. The most common cone tips have associated areas of 10 cm<sup>2</sup> and 15 cm<sup>2</sup>. Investigators also utilized significantly larger cone tips (33 cm<sup>2</sup> and 40 cm<sup>2</sup>) so that gravelly soils can be penetrated. Small cone tips (2 cm<sup>2</sup> and 5 cm<sup>2</sup>) are utilized for shallow soil investigations. The cone tip resistance measured at a particular depth is affected by the values above and below the depth of interest which results in a smoothing or blurring of the true bearing values. Extensive work has been carried out in mathematically modelling the smoothing function which results in the blurred cone bearing measurements. This paper outlines a technique which facilitates estimating the dominant parameters of the cone smoothing function from processing real cone bearing data sets. This cone calibration technique is referred to as the so-called CPSPE algorithm. The mathematical details of the CPSPE algorithm are outlined in this paper along with the results from a challenging test bed simulation.展开更多
文摘Cone penetration testing (CPT) is a widely used geotechnical engineering </span><i><span style="font-family:Verdana;">in-situ</span></i><span style="font-family:Verdana;"> test for mapping soil profiles and assessing soil properties. In CPT, a cone on the end of a series of rods is pushed into the ground at a constant rate and resistance to the cone tip is measured (</span><i><span style="font-family:Verdana;">q</span><sub><span style="font-family:Verdana;">m</span></sub></i><span style="font-family:Verdana;">). The </span><i><span style="font-family:Verdana;">q</span><sub><span style="font-family:Verdana;">m</span></sub></i><span style="font-family:Verdana;"> values are utilized to characterize the soil profile. Unfortunately, the measured cone tip resistance </span></span><span style="font-family:Verdana;">is</span><span style="font-family:""><span style="font-family:Verdana;"> blurred and/or averaged which can result in the distortion of the soil profile characterization and the inability to identify thin layers. This paper outlines a novel and highly effective algorithm for obtaining cone bearing estimates </span><i><span style="font-family:Verdana;">q</span><sub><span style="font-family:Verdana;">t</span></sub></i><span style="font-family:Verdana;"> from averaged or smoothed </span><i><span style="font-family:Verdana;">q</span><sub><span style="font-family:Verdana;">m</span></sub></i><span style="font-family:Verdana;"> measurements. This </span><i><span style="font-family:Verdana;">q</span><sub><span style="font-family:Verdana;">t</span></sub></i><span style="font-family:Verdana;"> optimal filter estimation technique is referred to as the </span><i><span style="font-family:Verdana;">q</span><sub><span style="font-family:Verdana;">t</span></sub><span style="font-family:Verdana;">HMM-IFM</span></i><span style="font-family:Verdana;"> algorithm and it implements a hybrid hidden Markov model and iterative forward modelling technique. The mathematical details of the </span><i><span style="font-family:Verdana;">q</span><sub><span style="font-family:Verdana;">t</span></sub><span style="font-family:Verdana;">HMM-IFM</span></i><span style="font-family:Verdana;"> algorithm are outline</span><span style="font-family:Verdana;">d in this paper along with the results from challenging test</span></span><span style="font-family:""> </span><span style="font-family:Verdana;">bed. The test</span><span style="font-family:""> </span><span style="font-family:Verdana;">b</span><span style="font-family:""><span style="font-family:Verdana;">ed simulations have demonstrated that the </span><i><span style="font-family:Verdana;">q</span><sub><span style="font-family:Verdana;">t</span></sub><span style="font-family:Verdana;">HMM-IFM</span></i><span style="font-family:Verdana;"> algorithm can derive accurate </span><i><span style="font-family:Verdana;">q</span><sub><span style="font-family:Verdana;">t</span></sub></i><span style="font-family:Verdana;"> values from challenging averaged </span><i><span style="font-family:Verdana;">q</span><sub><span style="font-family:Verdana;">m</span></sub></i><span style="font-family:Verdana;"> profiles. This allows for greater soil resolution and the identification and quantification of thin layers in a soil profile.
文摘Cone penetration testing (CPT) is an extensively utilized and cost effective tool for geotechnical site characterization. CPT consists of pushing at a constant rate an electronic cone into penetrable soils and recording the resistance to the cone tip (q<sub>c</sub> value). The measured q<sub>c</sub> values (after correction for the pore water pressure) are utilized to estimate soil type and associated soil properties based predominantly on empirical correlations. The most common cone tips have associated areas of 10 cm<sup>2</sup> and 15 cm<sup>2</sup>. Investigators also utilized significantly larger cone tips (33 cm<sup>2</sup> and 40 cm<sup>2</sup>) so that gravelly soils can be penetrated. Small cone tips (2 cm<sup>2</sup> and 5 cm<sup>2</sup>) are utilized for shallow soil investigations. The cone tip resistance measured at a particular depth is affected by the values above and below the depth of interest which results in a smoothing or blurring of the true bearing values. Extensive work has been carried out in mathematically modelling the smoothing function which results in the blurred cone bearing measurements. This paper outlines a technique which facilitates estimating the dominant parameters of the cone smoothing function from processing real cone bearing data sets. This cone calibration technique is referred to as the so-called CPSPE algorithm. The mathematical details of the CPSPE algorithm are outlined in this paper along with the results from a challenging test bed simulation.
