Journal of the Soil Mechanics and Foundations Division最新文献

{"title":"Polyurethane Foamed Plastics in Soil Grouting","authors":"T. Vinson, J. K. Mitchell","doi":"10.1061/JSFEAQ.0001755","DOIUrl":"https://doi.org/10.1061/JSFEAQ.0001755","url":null,"abstract":"SIGNIFICANT INCREASES IN STRENGTH AND IMPERMEABILITY IN BOTH DRY AND SATURATED GRANULAR SOILS HAVE BEEN EFFECTED FOLLOWING INJECTION OF POLYURETHANE FOAMED ELASTIC SYSTEMS. SIX SYSTEMS WERE DEVELOPED, SATISFYING SEVEN CRITERIA ESTABLISHED TO MEASURE STABILIZER SUITABILITY. THEY WERE INJECTED INTO BOTH DRY AND SATURATED SAND MASSES; AND UNCONFINED COMPRESSIVE STRENGTH AND PERMEABILITY TESTS WERE PERFORMED ON THE RESULTANT STABILIZED SAMPLES. COMPARISON OF THE RESULTS OF TESTS ON AIR-DRY CURED SAMPLES TO THOSE FOR SAMPLES CURED UNDER WATER ALLOWED AN EVALUATION OF THE WATER SENSITIVITY OF A PARTICULAR SYSTEM TO BE MADE. IN THE CASE OF INJECTION INTO AN INITIALLY DRY SAND, CYLINDERS CORED FROM A LARGE STABILIZED SPHERE HAD UNCONFINED COMPRESSIVE STRENGTHS IN EXCESS OF 6,000 PSI AND WERE IMPERMEABLE. CYLINDERS CORED FROM A LARGE STABILIZED SPHERE FORMED BY INJECTING A SATURATED SOIL MASS HAD UNCONFINED COMPRESSIVE STRENGTHS IN EXCESS OF 1,400 PSI AND PERMEABILITIES OF 1/10 TO THE 6TH CM/SEC. /ASCE/","PeriodicalId":372915,"journal":{"name":"Journal of the Soil Mechanics and Foundations Division","volume":"190 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1972-06-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"133010993","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Sample Approaches to Optimum Use of Marginal Lands","authors":"W. Moore, N. Chryssafopoulos","doi":"10.1061/JSFEAQ.0001739","DOIUrl":"https://doi.org/10.1061/JSFEAQ.0001739","url":null,"abstract":"Land on which buildings may be supported is becoming scarce. To alleviate this shortage, existing methods must be improved and new methods must be devised to enable us to use marginal lands. Instead of developing a site to provide a stable, nonyielding ground surface for the support of foundations without appreciable settlement, both the site and the structure are designed to behave satisfactorily even though substantial future subsidence is expected to occur over a considerable period of years. Examples are given of: (1) buildings with foundations rigid enough to resist differential movements; (2) structures flexible enough to deform differentially without noticeable effects; (3) hinged or articulated structures consisting of modules hinged or separated to permit differential distortion between modules; and (4) structures subject to periodic releveling or other corrective measures.","PeriodicalId":372915,"journal":{"name":"Journal of the Soil Mechanics and Foundations Division","volume":"98 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1972-03-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"129872633","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Closure to “Engineering Properties of Submarine Soils: Stateof-The-Art Review","authors":"I. Noorany, S. F. Gizienski","doi":"10.1061/JSFEAQ.0002136","DOIUrl":"https://doi.org/10.1061/JSFEAQ.0002136","url":null,"abstract":"","PeriodicalId":372915,"journal":{"name":"Journal of the Soil Mechanics and Foundations Division","volume":"352 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1972-02-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"115466287","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Discussion of \"Load-Deformation Mechanism for Bored Piles\"","authors":"H. Poulos","doi":"10.1061/JSFEAQ.0001723","DOIUrl":"https://doi.org/10.1061/JSFEAQ.0001723","url":null,"abstract":"THE AUTHORS HAVE MADE A SIGNIFICANT CONTRIBUTION TO THE UNDERSTANDING OF THE BEHAVIOR OF BORED PILES AND HAVE DEMONSTRATED THE POWER AND VERSATILITY OF THE FINITE ELEMENT METHOD FOR PREDICTING PILE LOAD--SETTLEMENT RELATIONSHIPS. THE AUTHORS' ANALYSIS IS IDEAL WHEN A FINAL DESIGN IS BEING CARRIED OUT AND WHEN SUFFICIENT SOIL DATA ARE AVAILABLE FOR INPUT. HOWEVER, IN PRELIMINARY INVESTIGATIONS, WHERE SUCH A REFINED ANALYSIS WOULD NOT BE WARRANTED, OR IN SITUATIONS WHERE A COMPUTER IS NOT READILY AVAILABLE, IT MAY BE USEFUL TO HAVE AVAILABLE A RAPID METHOD OF ESTIMATING THE LOAD-- SETTLEMENT BEHAVIOR OF A PILE OR PIER. SUCH A METHOD IS SUGGESTED THAT EMPLOYS ELASTIC SOLUTIONS FOR THE SETTLEMENT OF AN AXIALLY LOADED PILE AND MAKES CERTAIN SIMPLIFYING ASSUMPTIONS. AN EXAMPLE OF APPLICATION IS PRESENTED.","PeriodicalId":372915,"journal":{"name":"Journal of the Soil Mechanics and Foundations Division","volume":"52 3 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1971-12-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"132049052","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Discussion of \"Flow-Through Rockfill Dam\"","authors":"Thomas Klüber, H. Breth","doi":"10.1061/JSFEAQ.0001709","DOIUrl":"https://doi.org/10.1061/JSFEAQ.0001709","url":null,"abstract":"","PeriodicalId":372915,"journal":{"name":"Journal of the Soil Mechanics and Foundations Division","volume":"1 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1971-11-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"129518109","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"LATERAL AND ROCKING VIBRATION OF FOOTINGS","authors":"A. Veletsos, Yau-Teh Wei","doi":"10.1061/JSFEAQ.0001661","DOIUrl":"https://doi.org/10.1061/JSFEAQ.0001661","url":null,"abstract":"Numerical data are presented for the steady-state response of a rigid circular disk, or footing, supported at the surface of an elastic halfspace and excited by a harmonically varying horizontal force and a harmonically varying overturning moment. The disk is considered to be massless. The response quantities evaluated include the displacements of the disk in the directions of the exciting forces, the rotation due to the horizontal force, and the distributions of the contact stresses beneath the disk. Data are also presented for the stiffness and damping coefficients in an equivalent spring-dashpot representation of the disk-foundation system. The major displacement components are finally compared with those determined from two previously reported approximate solutions, including one based on an assumed distribution of the contact pressure.","PeriodicalId":372915,"journal":{"name":"Journal of the Soil Mechanics and Foundations Division","volume":"125 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1971-09-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"126455442","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"BREAKOUT RESISTANCE OF OBJECTS EMBEDDED IN OCEAN BOTTOM","authors":"A. S. Vesić","doi":"10.21236/ad0699525","DOIUrl":"https://doi.org/10.21236/ad0699525","url":null,"abstract":"Soil resistance to withdrawal is found to be greatly affected by failure patterns. For relatively shallow anchors in undisturbed dense and stiff soils general shear along a convex, torical slip surface is observed. For remolded, compressible and semiliquid soils this pattern degenerates into a cylindrical surface. For deeply embedded objects punching shear failure is observed. In semiliquid soils this is accompanied by flow of soil into the vacuum created by withdrawal of the object. Theoretical analysis considering soil to be rigid-plastic near the surface and elastic-plastic at greater depth appears to give reasonable estimates in soft and loose soils; it underestimates the breakout resistance in stiff and dense soils. The least understood components of breakout force are those attributed to soil suction and adhesion between the object and surrounding soil. It appears that the problem of soil suction can be handled as a problem of pore-pressure difference on two sides of the pulled object.","PeriodicalId":372915,"journal":{"name":"Journal of the Soil Mechanics and Foundations Division","volume":"79 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1971-09-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"124581472","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Closure to “Undrained Strength of Anisotropically Consolidated Sand”","authors":"Kenneth L. Lee, H. Seed","doi":"10.1061/JSFEAQ.0001650","DOIUrl":"https://doi.org/10.1061/JSFEAQ.0001650","url":null,"abstract":"","PeriodicalId":372915,"journal":{"name":"Journal of the Soil Mechanics and Foundations Division","volume":"17 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1971-08-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"131719875","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Discussion of “Engineering Behavior and Structure of Compacted Clay”","authors":"A. D. Alcott, N. Schmidt","doi":"10.1061/JSFEAQ.0001601","DOIUrl":"https://doi.org/10.1061/JSFEAQ.0001601","url":null,"abstract":"CABRERA AND SMALLEY. THE AUTHORS CONCLUDED, FROM THEIR INVESTIGATIONS AT HIGH MAGNIFICATIONS, THAT THE STRUCTURE OF A COMPACTED KAOLINITE SOIL CONSISTS OF PACKETS OR DOMAINS, I.E., THE TURBOSTRATIC STRUCTURE OF AYLMORE AND QUIRK. OUR INVESTIGATIONS HAVE SUGGESTED THAT THE HIGH-MAGNIFICATION SCANNING ELECTRON MICROSCOPE STUDY OF COMPACTED KAOLINITE CAN REVEAL MORE THAN THIS ABOUT THE IMPORTANT PROBLEMS OF PARTICLE ASSOCIATION AND SOIL STRUCTURE. IT APPEARS THAT BETWEEN THE INITIAL FORMATION OF THE KAOLINITE PARTICLES AND THE EVENTUAL FORMATION OF A COMPACTED KAOLINITE SOIL SEVERAL IMPORTANT EVENTS OCCUR AND THESE ALL HAVE STRUCTURAL SIGNIFICANCE: (1) THE BOOKHOUSE STRUCTURE IS DISTURBED AND THE LARGE KAOLINITE PARTICLES ARE SUCCESSIVELY BROKEN UNTIL THEY REACH THEIR SOIL SIZE OF ABOUT 1 MICRON IN DIAMETER. THE PARTICLES EFFECTIVELY GET STRONGER AS THEY GET SMALLER AND 1 MICRON REPRESENTS A BREAKAGE LIMIT. (2) THEY REFORM DISCRETE DOMAINS, BUT THE INITIAL REGULARITY IS NOT RESTORED, AND STEPPED STRUCTURES TEND TO BE FORMED. (3) THE STEPPED STRUCTURE IS EMPHASIZED BY THE COMPACTION PROCESS AND BECOMES THE PREDOMINANT FORM OF PARTICLE ASSOCIATION. ALCOTT AND SCHMIDT. THE EFFECTS OF SEVERAL SOIL PROPERTIES ON THE COMPACTION CHARACTERISTICS OF CLAY RESIDUAL SOILS DEVELOPED ON THE SALEM PLATEAU OF MISSOURI WERE STUDIED BY ALCOTT WITH REFERENCE IN REGARD TO THEIR POOR PERFORMANCE IN EARTH DAM CONSTRUCTION. AS PART OF THE INVESTIGATION INTO THE NATURE OF THE COMPACTED CLAYS, MICROGRAPHS WERE MADE BY SCANNING ELECTRON MICROSCOPY FROM SOIL SAMPLES COMPACTED 3% DRY OF OPTIMUM MOISTURE CONTENT (W = 34%) AND 5% WET OF OPTIMUM (W = 42%). AT RELATIVELY LOW MAGNIFICATION (100X) THE SAMPLE COMPACTED DRY OF OPTIMUM APPEARS MORE ORIENTED AND HAS A MORE UNIFORM TEXTURE. THE VOLUME OF INTERPEDULAR VOIDS, OR MACROSPACES, FOR THE DRY SAMPLE GREATLY EXCEEDS THAT OF THE WET SAMPLE. THESE DIFFERENCES ARE ENHANCED IN THE MICROGRAPHS TAKEN AT 300X. THE MICROGRAPHS TAKEN AT HIGH MAGNIFICATION (3,000X) PRESENT A DIFFERENT PATTERN WITH NO OBVIOUS DIFFERENCES IN CLAY PARTICLE-TO-PARTICLE STRUCTURE BETWEEN THE SAMPLES COMPACTED WET AND DRY OF OPTIMUM. THE COMPACTION MOISTURE CONTENT APPEARS TO HAVE HAD LITTLE EFFECT ON THE CLAY PARTICLE STRUCTURE. IT IS SUGGESTED THAT, AT COMPACTION MOISTURE CONTENTS WET OF OPTIMUM, DENSITY DECREASES AS WATER IS ATTRACTED TO MANY OF THE CLAY PARTICLES AND SMALL PEDS. THESE MICROGRAPHS, ALONG WITH OTHERS STUDIED DURING THE INVESTIGATION, APPEAR TO SUBSTANTIATE AND EXTEND THE WORK OF THE AUTHORS. THE STRUCTURAL SIMILARITY OF AN ILLITIC GLACIAL BOULDER CLAY AND A KAOLINITIC RESIDUUM OF LIMESTONE WOULD SUGGEST THAT THE GENERALIZATIONS MADE REGARDING MICROSTRUCTURE OF CLAYS ARE INDEPENDENT OF THE ORIGIN AND MORPHOLOGY OF THE CLAY. /AUTHOR/","PeriodicalId":372915,"journal":{"name":"Journal of the Soil Mechanics and Foundations Division","volume":"134 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1971-05-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"133361961","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Sand Liquefaction in Triaxial and Simple Shear Tests","authors":"W. Finn, D. J. Pickering, P. L. Bransby","doi":"10.1016/0022-4898(72)90115-2","DOIUrl":"https://doi.org/10.1016/0022-4898(72)90115-2","url":null,"abstract":"","PeriodicalId":372915,"journal":{"name":"Journal of the Soil Mechanics and Foundations Division","volume":"20 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1971-04-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"127654202","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}