بررسی آزمایشگاهی اثر الیاف غیرفولادی بر کارآیی و مشخصات مکانیکی و طاقت بتن غلتکی روسازی | ||
| پژوهش های زیرساخت های عمرانی | ||
| مقاله 7، دوره 9، شماره 2 - شماره پیاپی 17، دی 1402، صفحه 17-33 اصل مقاله (5.65 M) | ||
| نوع مقاله: مقاله پژوهشی | ||
| شناسه دیجیتال (DOI): 10.22091/cer.2023.8714.1435 | ||
| نویسندگان | ||
| حسین عرب یارمحمدی1؛ محمد کاظم شربتدار* 2؛ حسین نادرپور3 | ||
| 1گروه مهندسی عمران، دانشگاه آزاد اسلامی واحد ساری، ساری، ایران. | ||
| 2استاد، دانشکده مهندسی عمران، دانشگاه سمنان، سمنان، ایران | ||
| 3استاد، دانشکده مهندسی عمران، دانشگاه سمنان، سمنان، ایران. | ||
| چکیده | ||
| بتن غلتکی نوعی بتن خشک با اسلامپ صفر است، این نوع بتن دارای دو کاربرد اصلی است: روسازی و سدها. با اینحال، با توجه به مزایایی مانند کاهش هزینه، حرارت کم هیدراتاسیون، دوام و سرعت بالای اجرا، این بتن در ساخت فرودگاه‌ها، سایت‌های نظامی و نیروگاه‌های هسته‌ای به کار گرفته شده است. از آنجا که مطالعات محدودی در خصوص اثر الیاف غیرفولادی بر مشخصات بتن غلتکی انجام شده است، هدف این تحقیق ارزیابی اثر الیاف غیرفلزی بر زمان وی‌بی، مقاومت فشاری، مقاومت کششی دونیمشدن، مقاومت خمشی و طاقت بتن غلتکی روسازی میباشد. بدین منظور از یک طرح مبنا با افزودن سه نوع الیاف شامل بارچیپ، امباس و شیشه با درصدهای 0.1، 0.3 و 0.5 استفاده گردید که درصدهای پائین برای کنترل ترک های سطحی آبرفتگی و درصدهای بالاتر برای بهبود خواص مکانیکی بودند. نتایج نشان داد که افزودن الیاف غیرفولادی باعث کاهش یا افزایش جزئی تا 5 درصد در مقاومت فشاری و کاهش جزئی در مدول الاستیسیته و مقاومت خمشی و افزایش تا 20 درصدی مقاومت کششی بتن غلتکی گردید. همچنین الیاف باعث کاهش کارآیی و افزایش زمان وی طرح مخلوط مبنا شد. دو الیاف بارچیپ و امباس در مقایسه با الیاف شیشه، رفتار نرمشدگی تغییرمکانی بیشتری بعد از ترکخوردگی از خود نشان دادند. میزان جذب انرژی نمونهها، با افزایش درصد حجمی الیاف، افزایش یافت که این افزایش برای الیاف بارچیپ از الیاف امباس بیشتر بود. بهترین رفتار پس از ترکخوردگی را الیاف بارچیپ با درصد وزنی 0.5 از خود نشان داد. | ||
| کلیدواژه‌ها | ||
| "بتن غلتکی"؛ "مشخصات مکانیکی"؛ " الیاف غیرفولادی"؛ " روسازی"؛ "طاقت" | ||
| عنوان مقاله [English] | ||
| Experimental Investigating the Effect of Non-steel Fibers on the Consistency and Mechanical Properties and Toughness of RCCP | ||
| نویسندگان [English] | ||
| Hosein Arabyarmohammadi1؛ Mohammad Kazem Sharbatdar2؛ Hosein Naderpour3 | ||
| 1Department of Civil Engineering, Islamic Azad University, Sari Branch, Sari, Iran. | ||
| 2Faculty of Civil Engineering, Semnan University, Iran. | ||
| 3Faculty of Civil Engineering, Semnan University, Iran. | ||
| چکیده [English] | ||
| Roller-Compacted Concrete (RCC), which is a kind of dry consistency concrete with zero slump, has two various main applications, pavement and dams. But, owing to the benefits such as cost efficiency, low hydration heat, durability, and high speed of execution, RCC is particularly preferred in the construction of airstrips, military sites, and nuclear plants. In order to evaluate the effect of non-steel fibers on the Vebe time, modulus of elasticity, and also compressive strength, flexural strength, and splitting tensile strength of RCC as the aim of this research, a basic mix was used by adding three types of fibers including Barchip, Emboss and Glass fibers with percentages of 0.1, 0.3 and 0.5, the less percentage for controlling shrinkage cracks and higher amount for improving mechanical properties. The results showed that the addition of non-steel fibers to RCC reduced or increased compressive strength up to 5%, little decrease in Modulus of Elasticity and flexural strength and increasing up to 20% in tensile strength. Also, the fibers decreased the consistency and increased the vebe time of the basic mix. Barchip and Emboss fiber compared with Glass fibers showed better softening behavior after cracking. The amount of toughness was increased with the volume percentage of fiber, and this increase was higher for the Barchip fiber than the Emboss fiber. The best behavior after cracking was shown by Barchip fiber with a volume percentage of 0.5. | ||
| کلیدواژه‌ها [English] | ||
| "Roller-Compacted Concrete", "Mechanical Properties", "Non-steel fibers", "Pavement", "Toughness" | ||
| مراجع | ||
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