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    <copyright>Copyright © 2026. National Academy of Sciences. All rights reserved.</copyright>
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    <managingEditor>tris-trb@nas.edu (Bill McLeod)</managingEditor>
    <webMaster>tris-trb@nas.edu (Bill McLeod)</webMaster>
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      <title>SQUEEZING ROCKS OF AKAMATSU TUNNEL</title>
      <link>https://trid.trb.org/View/118331</link>
      <description><![CDATA[AKAMATSU TUNNEL, 680 M IN LENGTH, WAS COMPLETED AT SANTARO PASS ON NATIONAL HIGHWAY NO. 3. THE SWELLING UNSOUND ROCKS AROUND THE TUNNEL CONSISTED OF ALTERNATIONS OF SHALE AND SLATE, AND CRUSHED FAULT ZONES OF SLATE. WHEN THESE ROCKS CONTRACTED AIR, THEY WERE WEATHERED AND THE EXCAVATED SURFACES WERE BROKEN DOWN LIKE SCALE FRACTIONS. THIS REPORT EXPLAINS THE WORKING PROCEDURES AGAINST THE SWELLING ROCKS THAT WERE ENCOUNTERED DURING THE WORK. VARIOUS MEASUREMENTS WERE CARRIED OUT IN ORDER TO CONSIDER THE COUNTER-MEASURES. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 01:52:48 GMT</pubDate>
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      <title>STEEL-PIPE PILE LOADING TEST IN TOKYO-NAGOYA EXPRESSWAY</title>
      <link>https://trid.trb.org/View/123755</link>
      <description><![CDATA[RESULTS ARE PRESENTED OF LOADING TESTS OF STEEL-PIPE PILES USED IN THICK SOFT SOIL LAYER. STEEL PILES ARE USED MOSTLY AS STRUCTURAL FOUNDATIONS FOR FOUNDATIONS IN SOFT GROUND. DRILLING SURVEYS WERE CONDUCTED AND LOAD DISPLACEMENT RELATIONSHIPS DUE TO VERTICAL LOAD DETERMINED. TEST RESULTS INDICATE THAT THE COMPRESSIBILITY OF SOIL INSIDE THE STEEL PIPE HAVING AN OPEN END, WHEN DRIVEN INTO THE ALLUVIAL MEDIAN LAYER IS SMALL, AND NO CLOSING ACTION AT THE END IS OBSERVED. WHEN THE AXIAL FORCE OF PILE IS DIVIDED INTO SURFACE FRICTION FORCE AND END SUPPORTING FORCE, THE SURFACE FRICTION FORCE ON OPEN END PILE IS ALMOST THE SAME TO THAT OF CLOSED END PILE. FILLING THE CEMENT CONCRETE INTO PIPE IS A LITTLE MORE EFFECTIVE THAN NOT TREATING THE STEEL-PIPE PILE WHEN THE HORIZONTAL FORCE IS LESS THAN 25 TONS FOR LATERAL RESISTANCE. CHANG'S FORMULA REPRESENTS GOOD CONSISTENCY FOR COMPUTING LATERAL RESISTANCE. THE ALLOWABLE LIMIT OF ELASTIC BEHAVIOR IN THIS GROUND IS ABOUT 1 CM OF HORIZONTAL DISPLACEMENT FOR 60 CM DIAMETER PILE. TAMANO'S FORMULA SHOWS EXCELLENT CONSISTENCY FOR THE COMPARISON OF DATA ON HORIZONTAL DISPLACEMENT, VERTICAL DISPLACEMENT, ANGLE OF GYRATION AND CONFINING MOMENT AT PILE HEAD OF THE BLOCK FOOTING WHICH COMBINES THE HEADS OF PAIR PILES. THE LOAD-DEFORMATION RELATIONSHIP AND STRESS DISTRIBUTION IN SOIL OF SINGLE PILE IS DIFFERENT FROM THAT OF COMBINED PAIR PILES.]]></description>
      <pubDate>Fri, 15 Jul 1994 00:00:00 GMT</pubDate>
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      <title>P.C. CANTILEVER ERECTION METHOD USING PRECAST UNITS</title>
      <link>https://trid.trb.org/View/96938</link>
      <description><![CDATA[THE P. C. CANTILEVER ERECTION METHOD USING PRECAST BOX- TYPE GIRDERS AND EPOXY RESIN INTO JOINTS IS CONSIDERED FOR THE ENGINEERING OF PRESTRESSED CONCRETE. THIS METHOD WAS USED IN JAPAN FOR THE CONTINUOUS EXPRESSWAY VIADUCT WORK WHERE THE TOKYO METROPOLITAN EXPRESSWAY CROSSES OVER RADIAL ROUTE 3. RESULTS ARE DESCRIBED OF TESTS CARRIED OUT ON SPECIMEN TO OBTAIN NEEDED DESIGN DATA, AND THE RESULTS OF EXPERIMENTS EXECUTED ON ACTUAL BRIDGE, AS WELL AS SEVERAL TECHNICAL PROBLEMS OF THE METHOD. THIS METHOD IS APPLIED SINCE: (1) THE ERECTION PERIOD CAN BE SHORTENED BECAUSE THE PRECAST BLOCKS ARE MANUFACTURED WHEN SUBSTRUCTURE WORKS ARE GOING ON, (2) THE QUALITY VARIANCE OF EACH UNIT IS LESS BECAUSE SUFFICIENT CONTROL CAN BE PERFORMED IN THE PRODUCING YARD, (3) ALMOST NO DEFORMATION, DUE TO DAY SHRINKAGE AND CREEP OF CONCRETE, IS OBSERVED BECAUSE THE CURING PERIOD BETWEEN PRECASTING AND PRESTRESSING IS LONG ENOUGH, AND (4) NO TIMBERING IS NEEDED BECAUSE OF SIMPLE ERECTING APPARATUS. /AUTHOR/]]></description>
      <pubDate>Fri, 15 Jul 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/96938</guid>
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