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کاربرد روش غیرمخرب تعیین پارامترهای جذب آب و مقاومت فشاری پوشش بتنی کانالهای آبیاری | ||
| تحقیقات مهندسی سازه های آبیاری و زهکشی | ||
| مقاله 8، دوره 20، شماره 77، بهمن 1398، صفحه 111-130 اصل مقاله (1.45 M) | ||
| نوع مقاله: مقاله پژوهشی | ||
| شناسه دیجیتال (DOI): 10.22092/idser.2019.127031.1398 | ||
| نویسندگان | ||
| رضا بهراملو* 1؛ قاسم اسدیان2؛ سعید گوهری3؛ علی قدمی فیروزآبادی4 | ||
| 1استادیار بخش تحقیقات فنی و مهندسی کشاورزی، مرکز تحقیقات و آموزش کشاورزی و منابع طبیعی استان همدان، سازمان تحقیقات، آموزش و ترویج کشاورزی، همدان، ایران | ||
| 2استادیار بخش تحقیقات جنگل و مرتع، مرکز تحقیقات و آموزش کشاورزی و منابع طبیعی استان همدان، سازمان تحقیقات، آموزش و ترویج کشاورزی، همدان، ایران | ||
| 3استادیار گروه علوم و مهندسی آب، دانشگاه بوعلی سینا، همدان، ایران | ||
| 4استادیار بخش تحقیقات فنی و مهندسی، مرکز تحقیقات و آموزش کشاورزی و منابع طبیعی استان همدان، سازمان تحقیقات، آموزش و ترویج | ||
| چکیده | ||
| کانالهای انتقال و توزیع آب از سازههای آبی هستند که برای جلوگیری از تلفات نشت آب در مسیر جریان، بستر آنها با استفاده از پوشش بتنی غیرمسلح پوشش داده میشود. کیفیت این نوع پوششها اغلب با روش مخرب و پرهزینۀ مغزهگیری و انتقال مغزهها به آزمایشگاه ارزیابی میشود. در این پژوهش، سه کانال اصلی قلعهقباد، نهر شعبان و جهانآباد از شبکۀ آبیاری نهر شعبان در نهاوند به دو روش مخرب و غیر مخرب ارزیابی شد. برای این منظور در مجموع 6 کیلومتر از کانالهای شبکۀ آبیاری نهر شعبان در نظر گرفته شد و در 13 نقطه از آن به فواصل 500 متری 12 مغزه در هر مقطع و در کل 156 مغزه تهیه گردید. در نقاط مورد نظر آزمایش عدد چکش اشمیت حاصل از بهکارگیری آن نیز اجرا شد. در آزمایشگاه، مقاومت فشاری، جذب آب اولیه و جوشیده و جذب آب مویینه روی آنها آزمایش شد. روابط بین آزمایش غیر مخرب چکش اشمیت با هر یک از پارامترهای حاصل از آزمایشهای آزمایشگاهی روی مغزهها که به روش مخرب تهیه گردیده بودند، بررسی شد. نتایج بهدست آمده نشان داد بین مقادیر عدد چکش اشمیت با مقاومت فشاری رابطۀ نمایی مستقیم با ضریب همبستگی 86 درصد برقرار است. همچنین، بین عدد چکش اشمیت و پارامترهای جذب آب اولیه، جوشیده و مویینه که از پارارمترهای دوام پوشش بتنی در مناطق سردسیر هستند، رابطۀ توانی معکوس با ضریب همبستگی بهترتیب 72، 70 و 71 درصد برقرار است. با توجه به این روابط با همبستگی مناسب، در کانالهای آبیاری با پوشش بتنی، بدون مغزهگیری و تنها با آزمایش غیرمخرب چکش اشمیت در محل میتوان مقادیر مقاومت فشاری، جذب آب اولیه، جوشیده و مویینه را برآورد کرد که از شاخصهای دوام هستند. بین جذب آب نیمساعته و جوشیده نیز رابطۀ مستقیم با ضریب همبستگی بالای 95 درصد برقرار است. برای تعیین درصد آب جوشیدۀ مورد استفاده در تعیین ظرفیت جذب آب که نیاز به بیش از 3 روز زمان دارد میتوان از نتایج جذب آب اولیه استفاده کرد. مشخص شد بین جذب آب جوشیده و مقاومت فشاری رابطۀ معکوس درجه 3 با ضریب همبستگی بالای 96 درصد برقرار است و با افزایش مقدار جذب آب، مقاومت فشاری کاهش مییابد. مطابق این نتیجه، کیفیت پوشش بتنی در کانالهای آبیاری بر مبنای روابط بهدست آمده در این پژوهش، به روش غیرمخرب و با دقت بالایی قابل برآورد خواهد بود. | ||
| کلیدواژهها | ||
| آزمایش آزمایشگاهی؛ ارزیابی؛ چکش اشمیت؛ روش صحرایی؛ همبستگی | ||
| عنوان مقاله [English] | ||
| Investigation on Nondestructive (ND) Method of Determination of water Absorption Parameters and Compressive Strength of Concrete Lining of Irrigation Canals | ||
| نویسندگان [English] | ||
| Reza Bahramlou1؛ Ghasem Asadian2؛ saeed gohari3؛ Ali Ghadami Firouzabadi4 | ||
| 1Assistant Professor, Agricultural Engineering Research Institute Department, Hamedan Agricultural and Natural Resources Research and Education Center, AREEO, Hamedan, Iran | ||
| 2Assistant PROFESSOR, Forests and rangelands Research Institute Department, Hamedan Agricultural and Natural Resources Research and Education Center, AREEO, Hamedan, Iran | ||
| 3Assistant Professor, Hamedan-Bu-Ali Sina University-faculty of agriculture-department of water science engineering | ||
| 4Assistant Professor, Department of Agricultural Engineering Research, Hamedan Agricultural and Natural Resources Research and Education Center, Agricultural Research, Education and Extension Organization, Hamedan, Iran | ||
| چکیده [English] | ||
| Introduction Conveyance and Water distribution irrigation canals are hydraulic structures that transport water supplied from sources such as diversion dams for drinking, agricultural, industry or other purposes. These canals are usually lined by materials such as: concrete, stone with sand cement mortar, asphalt, to prevent water seepage losses along the flow path. Concrete lining that is used in irrigation canals is an unreinforced concrete with a thickness of 5 to 10 cm. Basic requirements of good hardened concrete are: satisfactory compressive strength and sufficient durability (Aba, 2005). After the implementation of each engineering structure, it is necessary to evaluate the project to determine the optimal performance and quality of implementation. Evaluation of the quality of irrigation canal linings is often carried out by the destructive and costly method of coring and carried out various experiments in the laboratory. Although destructive method yields relatively exact and straightforward results from the desired parameters, it also has some side problems that are sometimes difficult to recover. The problems of destructive test (DT) method with coring and destructive method are associated with damage of project, high cost, need the expert group and equipment, time-consuming and sometimes stoppage of project operation. Non-destructive testing (NDT) methods can be used to prevent these complications. Electrical, ultrasonic and Schmidt hammer tests are among non-destructive testing. Nowadays, non-destructive testing of concrete has an effective and practical function in the repair of concrete structures. Non-destructive testing of concrete by providing data on various existing structures allows experts to judge and decide on the performance, needs and methods of repair and restoration of concrete structures. The indicator of evaluation of the quality of concrete lining in irrigation canals in different environmental conditions is the same as the other structures based on the amount of compressive strength (Anon., 2014). The failure of hardened concrete due to repeated cycles of thawing- freezing in cold air in hydraulic structures (such as irrigation canals that can absorb water and saturated) is more probable than other concrete structures (Ramazanianpour and Shahnazari, 1988). Methodology In this study, in order to establish a relationship between non-destructive testing (NDT) of Schmidt's Hammer number with destructive testing (DT) of compressive strength and water absorption parameters, 13 sections from 3 main conveyance canals were studied in Nahre Shaban irrigation network in Nahavand City. At all sections, non-destructive testing of Schmidt's Hammer accomplished for determining the rebound number, then from the same points, 12 and totally 156 cores were provided from 3 canals. Next relationship between rebound numbers (RN) with each of the parameters of laboratory experiments on the linings was investigated. The study area in this study was 6 km from the main canal of the irrigation network of Nahre Shaban in 3 sections of Ghaleqabad, Shaban and Jahanabad in Nahavand City. This canal is divided by diversion dam of Sha'ban with height of 3.5 m which was constructed in a section with coordinates of (X = 262862, Y= 3775625) during 1985 and 2001. Table 1 presents the characteristics of the main canal at the location of the Ghaleh Ghobad river section on the Shaban network. The coordinates of each section of the canal intended for coring were determined using GPS; these coordinates are presented for the 13 points in the selected canals in Table 2. Table 1- Geometrical and hydraulic properties of studied canal in Nahavand plain Network name Canal length (m) Lining material Cross section type Discharge (lit/s) Land area (hac.) Geometrical properties Bed (m) Depth (m) Side slope Shaban river 5000 Situ concrete trapezoidal 3000 2700 1.4 1.5 1:1 Table 2. Position and coordinates of canal sections for destructive and non-destructive experiments Coordinates (UTM) Canal Code. Local canal name Y X 3775681 263046 GH1 Ghaleh Ghobad 3776121 262772 GH2 3776737 262411 NSH1 Shaban river 3777241 262299 NSH2 3777606 262335 NSH3 3778060 262086 NSH4 3778201 261471 NSH5 3779031 261256 JNA1 Jahan abad 3779369 261431 JNA2 3779687 261967 JNA3 3779580 262107 JNA4 3779758 261656 JNA5 3779865 261828 JNA6 Results and Discussion Based on the results obtained, Schmidt hammer number and compressive strength values have direct relationship with correlation coefficient of 86%. Also, the Schmitt Hammer and initial, boiled and capillary water have a reverse power relationship with a correlation coefficient of 72, 70 and 71 percent respectively. Considering these relationships with proper correlation, it is possible to estimate the durability parameters in through the non-destructive testing of the Schmidt hammer at the site. There is a direct relationship between the initial and boiled water absorption, with a correlation coefficient above 95%. Therefore, boiled water absorption capacity of cores, w hich requires more than 3 days, can be determined from the results of initial water absorption. There is an inverse relationship with grade of 3 with a correlation coefficient above 96% between boiled water absorption and compressive strength of cores. Conclusions Between Schmidt hammer number and compressive strength values in concrete-lined irrigation canals are a direct relationship with correlation coefficient of 86%. So it is possible to estimate the durability parameters of irrigation canal linings in through the non-destructive testing of the Schmidt hammer number at the site. | ||
| کلیدواژهها [English] | ||
| Concrete, Correlation, Evaluation, Field Method, Laboratory Experiment | ||
| مراجع | ||
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