Design and Load Testing of Large Diameter Open-Ended Driven Piles (2015) / Chapter Skim
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38 chapter five CASE HISTORIES During the course of the literature review and the interviews with agency and private-sector entities, several case histories of uses of LDOEPs were obtained. Many of the case histories included load testing of LDOEPs.
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39 TABLE 2 CASE HISTORY SUMMARY Name Location Type Pile Type Pile Diameter Hammer Type Soil Type Testing Method Notes Reference Hastings Bridge Minnesota Project Steel pipe 42 inch Diesel Rock Dynamic; Statnamic® Test method comparison; design Dan Brown and Associates (2010) Stoney Creek Bridge California Project Steel pipe 96 inch Diesel; hydraulic Dense sand, stiff clay, gravel Dynamic, Static Test method comparison; design Liebich (2009)
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40 The pile design was an iterative process between the foundation engineer and the structural engineer. The open collaboration was necessary to optimize the design by utilizing the full structural and geotechnical capacity available.
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41 1 in. At other locations not exposed to the fully loaded vessel forces, a 7/8-in.
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42 Woodrow Wilson Bridge (Virginia/Maryland) The replacement of the Woodrow Wilson Bridge between Alexandria, Virginia, and Prince George's County, Maryland, was completed in 2009.
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43 as shown in Table 4. Because of the significant differences, the project team decided that there was poor correlation between the two test methods at this site; therefore, the team conservatively used the lower static test result values.
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44 Construction of the replacement bridge structure began in 1988. The northbound half of the bridge was completed first and opened to traffic in 1991.
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45 CAPWAP® analysis indicated a resistance of 659 kips at the EOID. Based on these test results, driving criteria were established that incorporated the jetting as well as both the 3 ft and 5 ft stroke settings.
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46 of the cracks. The report did note that no significant corrosion had occurred, even at ages of up to 40 years.
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47 The predominate soil type for bridge projects in Alaska, and hence the predominate soil type in the database, is cohesionless soil deposits. The deposits in the state can be broadly categorized as Class 1 (normally consolidated)
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48 of analyses using a single-toe pile model and a double-toe model were made, as well as application of radial or radiation damping models. The radiation model assumes some energy is radiated away from the pile tip instead of being completely confined to static and dynamic responses of the soil shear along the pile and at the pile toe.
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49 FDOT, Caltrans, VDOT, NCDOT, and MSHA. A summary of the work was also presented in Lai et al.
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50 and rate of loading for FDOT projects, plugged behavior during static loading was feasible. LRFD resistance factors for design of concrete cylinder piles were also developed during this research.
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51 testing of two 54-in.-diameter prestressed concrete cylinder piles, an 18-in.-square prestressed concrete pile, and a 5-ft-diameter drilled shaft. The two 54-in.-cylinder piles (designated Cylinder Pile A and Cylinder Pile B)
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