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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>GROUND FREEZING AIDS SWISS TUNNEL CONSTRUCTION</title>
      <link>https://trid.trb.org/View/172818</link>
      <description><![CDATA[Ground freezing, currently gaining in popularity, was selected as the most suitable method of providing ground stability in the moraine section of an urban motorway tunnel under Zurich where clearance under some of the buildings was as little as 6 M. The ground consists of interbedded marl and sandstone (freshwater molasse), and an area of well compacted moraine with inclusions of non-cohesive silty sand material and the presence of some water under an artesian pressure of up to 3 bar.  (Author/TRRL)]]></description>
      <pubDate>Tue, 22 Dec 1981 00:00:00 GMT</pubDate>
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      <title>PORE AND ERODING FLUID INFLUENCES ON SURFACE EROSION OF SOIL</title>
      <link>https://trid.trb.org/View/36765</link>
      <description><![CDATA[The observation is made that the normal scatter of the authors test results allows considerable room for interpretation, and further comments are made on the data presented in the figures.  The reported results conflict with the pinhole test experience in one respect. Experience indicates that soil such as that with SAR=1.4 will suffer no erosion at 10 fps, as proven by long-time tests without erosion.  The head loss is roughly 30 in. of water per inch of pinhole length with fluid shear stress on the soil roughly 600 dynes/sq. cm. (pressure drop divided by the peripheral hole area).  In the author's tests soil erodes at velocities well below 10 fps and shear stresses below 50 dynes/sq. cm.  Probably the difference results from the different geometrics of the eroding clay surfaces.  Greatly different shear drag and velocities are needed in the 2 tests for erosion.]]></description>
      <pubDate>Wed, 07 Apr 1976 00:00:00 GMT</pubDate>
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      <title>ARTESIAN PRESSURE CHALLENGES PILING TECHNIQUES</title>
      <link>https://trid.trb.org/View/138976</link>
      <description><![CDATA[The construction is described, of a platform in the sea (sea is 105m to 130m deep) from which drilling and production operations (for Oil) will be carried out. Construction will take place ashore in assembly basins and when fully assembled, the basin will be flooded and the structure floated out to the oilfield using its own buoyancy.  Three sections of the work within the basin required the construction of special foundations to carry heavy imposed loads.  The first was for the jacket structure (the main structure of the platform) during its construction, the second for the tracks for the two gantry cranes, and the third to support the oil beneath the floating gates for the basin which will replace the temporary bund wall on the seaward side.  Four hundred piles varying in diameter from 900 mm to 1500 mm were used.  The piles which were designed for both horizontal and vertical loading were founded at about 2 m into the sandstone. During boring, water was encountered in the sandy zones of the clay and artesian pressure was present in the sandstone. The highest groundwater level recorded in the site investigation was 5 m.o.d. and water spilled over the top of the casings when pile borings were made.  To eliminate the risk of water piping through the unset concrete, each hole was bored and cased to rock, and the drilling was continued until the necessary rock socket was achieved and the casing was filled with water.  During this process the water level within the bore was up to the top of the casing, before the artesian water condition was encountered in each case.  The base of the bore was then cleared of sediment and the reinforcing cage was lowered into position.  Attached to the reinforcing cage and arranged to extend from the bottom of the boring to just above ground surface, were four 'bleed' pipes which were later to serve to relieve water pressure at the pile base.  Thus the flow of artesian water was channelled away through the pipes away from the concrete. The technique employed to ensure the consistent success of the method is outlined.]]></description>
      <pubDate>Tue, 22 Oct 1974 00:00:00 GMT</pubDate>
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      <title>IMPORTANCE OF INLET DESIGN ON CULVERT CAPACITY, WITH DISCUSSION AND CLOSURE</title>
      <link>https://trid.trb.org/View/104011</link>
      <description><![CDATA[THE DESIGN OF A CULVERT INLET HAS SIGNIFICANT BEARING UPON THE RELATIONSHIP OF THE HEAD TO THE DISCHARGE OF A CULVERT. ITS RELATIVE IMPORTANCE IS CONTINGENT UPON THE TYPE OF FLOW OCCURRING IN THE CULVERT, WHICH IN TURN IS GOVERNED BY THE LOCATION OF THE CONTROL SECTION. THE HEAD-DISCHARGE CURVES OF CULVERTS HAVING SQUARE-EDGED INLETS HAVE BEEN COMPARED WITH THOSE FOR CULVERTS HAVING ROUNDED INLETS TO ILLUSTRATE THE CONDITIONS FOR WHICH A HEAD-ADVANTAGE MAY BE OBTAINED BY USING A ROUNDED INLET. THESE COMPARISONS HAVE BEEN MADE FOR THREE CATEGORIES OF CULVERT FLOW: LONG CULVERTS ON STEEP SLOPES, LONG CULVERTS ON MILD SLOPES, AND SHORT CULVERTS. DIMENSIONLESS HEAD-DISCHARGE CURVES HAVE BEEN PLOTTED FOR CULVERT FLOW IN EACH CATEGORY. FOR CULVERTS ON STEEP SLOPES, EXPERIMENTAL DATA HAVE BEEN COMPARED WITH THE COMPUTED VALUES AND, SINCE THE AGREEMENT WAS REASONABLY GOOD, SERVE AS A BASIS FOR THE ANALYSIS OF FLOW IN CULVERTS OPERATING UNDER CONDITIONS OTHER THAN THOSE FOR WHICH THE TESTS WERE MADE. THE GREATEST HEAD ADVANTAGE FOR A PARTICULAR DISCHARGE OF THE ROUNDED INLET OVER THAT OF A SQUARE-EDGED INLET WAS FOUND FOR THOSE CASES IN WHICH THE CONTROL SECTION WAS LOCATED AT THE INLET. THESE WERE LONG CULVERTS ON STEEP SLOPES OR SHORT CULVERTS WHERE THE LENGTH WAS NEGLIGIBLE AS REGARDS BARREL FRICTIONAL RESISTANCE TO FLOW. FOR LONG CULVERTS ON MILD SLOPES, THE HEAD-ADVANTAGE WAS FAR LESS PRONOUNCED. /AUTHOR/]]></description>
      <pubDate>Mon, 22 May 1972 00:00:00 GMT</pubDate>
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