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|Title:||Operation Flint Lock, Shot Pile Driver : project officer's report, Project 3.5 : grouting and materials control|
|Authors:||United States. Defense Atomic Support Agency.|
Hoff, G. C. (George C.)
Stowe, Richard L.
Burnett, William L.
Pile Driver (Project)
Rock - Physical properties
Rock - Shear stresses
|Publisher:||Concrete Laboratory (U.S.)|
Engineer Research and Development Center (U.S.)
|Series/Report no.:||Miscellaneous paper (U.S. Army Engineer Waterways Experiment Station) ; C-69-7.|
Abstract: This report describes laboratory tests conducted and field support provided by U. S. Army Engineer Waterways Experiment Station (WES) personnel for Project 3,5, Grouting and Materials Control. The objectives, background, and scope of Project 3.5 are presented in Part I of this report. Part II of the report deals specifically with all of the portland-cement-based backpacking used in the Pile Driver program. Field inspection 'and consultation were provided for the placing of approximately 19,000 yd3 of neat cellular concrete produced according to four sets of basic mixtures corresponding to 50-, 150-, 300-, and 450-psi average static compressive stresses to 40 percent deformation at 28 days age. This material filled the- annuli of 5L liner sections and 28 transition sections. The handling, fabricating, and placing equipment and techniques used in the field and the advantages and problems associated with their use are presented in Part II. One thousand and thirty-five 6-inch-diameter by 6-incb-long cylinders representing the field samples for the four mixtures placed around the liners and transitions were evaluated in the field at 28 days age. Seven hundred and forty-three companion samples for the same sections were evaluated on or about D-day. The results of these tests were analyzed and are presented along with other pertinent remarks for each of the sections backpacked, Additional work performed on the polyurethane, foamed-plastic backpacking used in the Pile Driver program and the D-day testing of the Pile Driver structural liner concrete samples is reported in Appendixes A, B, and C. Part III of this report presents an evaluation of the rock cores drilled from the Pile Driver site. The rock cores were evaluated for their visual characteristics and various physical properties. The visual characteristics were determined by a detailed petrographic examination and by a visual inspection of the cores. Standard destructive and nondestructive test procedures were employed to ascertain various physical properties, which were later used to develop rock-matching grouts used in support requirements for different aspects of the Pile Driver experiment. Results of the nondestructive tests indicated that the granodiorite rock was quite uniform in composition and structure. This was further substantiated by the nondestructive and destructive test results. Results of the static and dynamic unconfined compressive strength tests show that the granodiorite increases in strength as the rate of loading is increased; a dynamic compressive strength factor, f’cd , of 1.27 was calculated from the test results. The static tests were conducted using a rate of load of 3.0 X 103 psi/min, and the dynamic tests were conducted using a rate of load of 1.0 x 107 psi/sec with rise times of from 2.5 to 3,5 msec. The dynamic Young's modulus of elasticity obtained from the drop-tower test results was 28 percent greater than the modulus calculated from the static test results. The triaxial test results show that the compressive strength of the rock increased with increased confining pressures and that the rock strength is much greater under a trixaial state of stress than under dynamic loading. Part IV of this report concerns the grouting support for the Pile Driver program. WES was responsible for the proportioning of grout mixtures used in filling holes drilled in the tunnel complex in which scientific instruments were to be embedded. An aluminous cement grout was designed that possessed static properties matching, as nearly as attainable, the corresponding properties exhibited by granodiorite. This grout was used to embed all instrumentation placed in native rock by Sandia Corporation and the majority of instrumentation placed in native rock by Stanford Research Institute (SRI). An epoxy grout was synthesized that exhibited a Hugoniot equation of state similar to that exhibited by granodiorite. This grout was used to embed instrumentation pia.ced by SRI in the region of hydrodynamic stresses. An extrudable neat cement grout was proportioned during the field construction phase and used to anchor the rockbolt portions of the scratch-type backpacking compression gages installed by the U. S. Army Engineer District, Omaha. Postshot evaluation of the field-cast grout samples was made.
|Rights:||Approved for public release; distribution is unlimited.|
|Appears in Collections:||Miscellaneous Paper|
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