تخمین چسبندگی و زاویه اصطکاک داخلی خاک رس با پلاستیسیته کم بر اساس عدد SPT و بررسی تاثیر آهک بر مقاومت فشاری خاک رس

نویسندگان

1 گروه مهندسی عمران، دانشکده مهندسی عمران، واحد ملارد، دانشگاه آزاد اسلامی، تهران

2 گروه زمین‌شناسی، دانشکده علوم‌زمین، دانشگاه دامغان، دامغان

3 گروه مهندسی عمران، واحد فنی و مهندسی، دانشگاه علم و صنعت ایران، تهران

4 گروه مهندسی عمران، دانشکده فنی و مهندسی، دانشگاه اراک، اراک

5 گروه زمین‌شناسی، دانشکده علوم‌پایه، دانشگاه فردوسی مشهد، مشهد

چکیده

در این تحقیق رابطه چسبندگی و زاویه اصطکاک داخلی با عدد نفوذ استاندارد در 120 گمانه در حوضه رسوبی کرمان در جنوب ایران بررسی شد. با توجه به اینکه خاک این حوضه به طور عمده از نوع CL می­باشد تأثیر آهک هیدراته بر روی مقاومت فشاری و خصوصیات تراکمی این نوع خاک نیز بررسی شد. نتایج نشان داد که ارتباط چسبندگی با عدد نفوذ استاندارد بیش­تر از ارتباط زاویه اصطکاک داخلی با عدد نفوذ استاندارد می­باشد که نشان می­دهد تاثیر چسبندگی بر خصوصیات مقاومت برشی خاک­های ریزدانه بیش­تر از تاثیر زاویه اصطکاک داخلی بر مقاومت اینگونه خاک­ها می­باشد. براساس نتایج شبکه عصبی مصنوعی (ANN)، ضریب همبستگی زاویه اصطکاک داخلی و چسبندگی با SPT-N60 به ترتیب 84/0 و 90/0 می­باشد. با مقایسه R2 و RMSE دو روش، شبکه عصبی مصنوعی دقت بالاتری نسبت به رگرسیون ساده برای پیش­بینی پارامترهای مقاومت برشی نشان داد. مشخص شد که، SPT می­تواند برای تخمین چسبندگی و زاویه اصطکاک داخلی رس­ها بخصوص در مرحله مقدماتی شناسایی ساختگاه پروژه ها با دقت قابل قبول مورد استفاده قرار گیرد. جهت بررسی تاثیر آهک بر ویژگی مقاومتی و تراکمی خاک رس، تعدادی نمونه با افزودن مقادیر مختلفی از آهک تهیه شد. تغییرات ساختار خاک در حین دوره عمل­آوری با استفاده از آزمایش میکرسکوپ SEM بررسی شد. نتایج نشان داد که با افزایش مقدار آهک وزن واحد حجم خشک حداکثر کاهش و رطوبت بهینه افزایش یافته است. هم­چنین افزایش آهک به طور قابل­ملاحظه­ای موجب افزایش مقاومت فشاری خاک با رطوبت بهینه گردید و این افزایش مقاومت به طور معنی­دار متأثر از زمان عمل­آوری و مقادیر آهک هیدراته می­باشد.  به طوری که حداکثر مقاومت فشاری به ازای 7 درصد آهک بدست آمد.

کلیدواژه‌ها


عنوان مقاله [English]

Determining of cohesion and internal friction angle of low-plasticity clays (CL) soils using SPT number and investigating the effect of lime on compressive strength of clay soil

نویسندگان [English]

  • P. Babakhani 1
  • E. Rahimi 2
  • H. Gharavi 3
  • M. R. Motahari 4
  • A. Rastegarnia 5
چکیده [English]

 In this study, geotechnical properties and the relationship between cohesion (C) and internal friction angle (ϕ) with SPT number is investigated in 120 boreholes in sedimentary basins of Kerman. Also, the effect of hydrated lime on petrography and mechanical properties of CL soil was investigated. The correlation between C and SPT (R2 =0.72) is stronger than that of ϕ and SPT (R2 =0.62) which shows the effect of C on the shear strength of fine-grained soils is higher than the effect of friction angle on the strength of these soils. Based on the results of the ANN model the correlation coefficients of ϕ and c with SPT are 0.84 and 0.90, respectively. Based on the R2 and RMSE, ANN showed higher accuracy than simple regression for prediction of ϕ and c parameters. It is proved that, the SPT could be used for estimating cohesion and friction angle of clays (CL) especially at the preliminary stage of projects with acceptable accuracy. To study the effect of lime on strength and compaction properties of clay soil, a set of samples were prepared by adding different contents of lime. Next, the standard Proctor test and uniaxial compressive strength test at the optimum moisture content were performed. SEM analysis showed substantial changes in the soil structure after the addition of additives. Also, an increase in the hydrated lime content results in a decrease in their maximum dry unit weight and increase in the optimum moisture content. Furthermore, it was found that an increase in hydrated lime content results in the increase of compressive strength and optimum moisture content. The maximum compressive strength is achieved at 7% hydrated lime.

کلیدواژه‌ها [English]

  • Standard penetration test
  • geotechnical properties
  • Kerman sedimentary basin
  • lime additive
  • clay stabilization
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