http://hdl.handle.net/20.500.12228/359 Tue, 07 Apr 2026 21:50:44 GMT 2026-04-07T21:50:44Z http://hdl.handle.net/20.500.12228/343 Correlation Between Penetrometer Test Value and Bearing Capacity for Granular Soil Quader, Md. Golam In the present study, an attempt to investigate the correlation between hand penetrometer test value and bearing capacity of granular soil especially sand, was under consideration. To achieve this goal artificial sand beds of thirteen samples were prepared in an open test bed above the ground surface, and on these samples, direct shear test and field density test were carried out to find out the friction angle and the field density of each sample. Bearing capacity of sandy soil were predicted from Terzaghi's bearing capacity equation for strip footing. Three penetrometers of different diameters (18.75 mm, 25 mm and 31.25 mm) were especially fabricated and used to find out penetrometer test value. The test procedure of these penetrometers is similar to standard penetration test (SPT) by split spoon sampler, but diameter of penetrometers, weight of hammer and height of fall were different. To correlate between hand penetrometer test value, friction angle and bearing capacity, seven equations have been established for hand penetrometer of three different diameters. It has been found that there established better correlations between friction angle and hand penetrometer test value for three penetrometers with high coefficient of correlations. In the investigation it has observed that there exists a best correlation between friction angle and bearing capacity of granular soil (sand). Finally it has been found that there are good correlations between hand penetrometer test value and bearing capacity of granular soil for any diameter of penetrometer with coefficient of correlation from 0.79 to 0.96. This thesis is submitted to the Department of Civil Engineering, Khulna University of Engineering & Technology in partial fulfillment of the requirements for the degree of Master of Engineering in Civil Engineering, January 2007.; Cataloged from PDF Version of Thesis.; Includes bibliographical references (pages 66-67). Mon, 01 Jan 2007 00:00:00 GMT http://hdl.handle.net/20.500.12228/343 2007-01-01T00:00:00Z http://hdl.handle.net/20.500.12228/342 Study on the Performance of Rice Husk Ash as a Cementing Material Khan, Md. Azad Hossain Utilization of rice husk has become subject of growing interest. The possibilities of its utilization of rice husk in various ways have evoked much interest due to its high silica content. Particularly in the developing countries of South-east Asia where the production of rice is more than half of the production of entire world. Most important among various methods suggested for the utilization, is the development of construction materials from rice husk as such and from its ash. For every 1000 kg of paddy milled, about 220 kg (22%) of husk is produced, and when this husk is burnt in the boilers, about 55 kg (25%) of rice husk ash (RHA) is obtained. Rice husk ash is a great threat to environment causing damage to the land and surrounding area in which it is dumped. Rice husk burnt at 450CC have been found to produce a pozzolana conforming to the requirements of the ASTM standard C618-72. Therefore, valuable product from this rice hush ash (RHA) is possible. The rice husk For the study was collected from rice husking mill and was burnt in muffle furnace in laboratory (at 450°C) for 60 minutes. Rice husk is found to contain about 76.53 % organic volatile matter and the balance 23.47 % as ash (Table 3.7). The rice husk ash was grounded in laboratory by using Industrial Ball Mill to the form of powder. The particles finer than 200 meshes was collected for further test. The new product of RHA cement sample was tested for properties like Ordinary Portland Cement. RAH cement made in this study contains ash, lime and clay in different ratio. For this purpose a typical samples at the beginning was made with RHA (60%) mixed with finely grounded lime (30%) and un-burnt clay (10%). Similar samples were made with burnt (800 °C) clay. The result between two are found to agree. Rest of the cement samples were made with Un-burnt clay and burnt clay. Results of these samples are shown in table no. 4.1, 4.2, 4.3, 4.4, 4.5. By discussion the test results we find that, (a) in case of un-burnt clay, average water-cement ratio required for cement paste of normal consistency (CPNC) was found to be 0.56, initial setting time was found to be 96 minutes, final setting time was found to be 6 hrs. 58 minutes. and 3 days compressive strength for cement mortar cube was found to be 171 psi. respectively. (b) in case of burnt clay, average water- cement ratio required for cement paste of normal consistency (CJNC) was found to be 0.56, initial setting time was found to be 96 minutes. final setting time was found to be 7 hrs.13 minutes and 3 days compressive strength for cement mortar cube was found to be175 psi respectively. These values when compared with those of Ordinary Portland Cement, it was found that in case of un-burnt clay, CPNC varied only 7%, initial setting time was double than OPC, final setting time was increased by one hour than OPC. (b) in case of burnt clay, CPNC was found to be 0.56, initial setting time was found to be more than double than OPC, final setting time was increased by one and half hour than OPC and 3 days compressive strength was found to be 175 psi. It is clear from the study that RHA can be attributed cementing property when combined with lime and clay. The properties of this cement resembles with those of OPC with compromise of' higher setting time and lower strength. However this may be recommended for the cases where lower strength can be used (e.g., boundary walls, normal load bearing residential buildings, partition walls, surface drains etc.) This thesis is submitted to the Department of Civil Engineering, Khulna University of Engineering & Technology in partial fulfillment of the requirements for the degree of Master of Engineering in Civil Engineering, May 2007.; Cataloged from PDF Version of Thesis.; Includes bibliographical references (page 34). Tue, 01 May 2007 00:00:00 GMT http://hdl.handle.net/20.500.12228/342 2007-05-01T00:00:00Z http://hdl.handle.net/20.500.12228/341 Study on Selection of Suitable Foundation for Khulna City Corporation Area Razzaque, Md. Abdur The soil condition of Khulna City Corporation (KCC) area is different from other places due to its very soft nature up to a great depth and the existence of peat layer. As a result, the selection of suitable foundation type is a challenging job for the geotechnical engineer. In this region, even for a small project, a sub-soil condition is required to reveal completely for the safe design of structure. Since sub-soil exploration is expensive and time consuming, an evaluation of sub-soil condition in a comprehensive way may help designer in this context for the selection of suitable foundation for KCC area. In this study, samples were collected by auger boring from I 09 points within KCC. From test results of these samples and using correlation equations, the parameters are calculated. The samples from auger are disturbed sample from which moisture content, liquid limit, plastic limit and specific gravity are obtained. Unconfined compressive strength (qu) and compression index (Cc) are the important parameters for design purpose for which undisturbed samples are required. For these tests sample collection, preparation and testing need considerable amount of refinement, precaution and time, with the result that the procedure is costly. This situation calls for an alternative method by which this issue can be addressed. Correlation equation is available in literature verified in the context of Khulna soil. For this purpose available existing soil reports (202 nos.) were studied for where 617 nos. value· for qu and 2 IO nos. value for Cc were collected. Using existing correlation equations q0 and Cc were calculated from corresponding values of moisture content, liquid limit, plastic limit and specific gravity. Comparing the actual and calculated values, it was observed that the actual value of qu is approximately 1.98 times more than the correlation equations qu value and Cc is approximately 1.09 times more than the correlation equation Cc value, which means the q, and Cc from equation were much conservative and safe for structure. From the result of collected existing 112 nos. bore log and 109 nos. auger boring, the position and depth of peat layer are described. By combination auger boring and existing 202 nos. soil reports, the profile of q, and Cc are prepared. From this profile, q, and Cc may be measured from different places. The position of peat layer and instant observation water table are shown. The results accomplished in the study can be used by the practicing engineers as a background information for the selection of suitable foundation in KCC areas for the construction of relevant structures. This thesis is submitted to the Department of Civil Engineering, Khulna University of Engineering & Technology in partial fulfillment of the requirements for the degree of Master of Engineering in Civil Engineering, November 2006.; Cataloged from PDF Version of Thesis.; Includes bibliographical references (pages 125-126). Wed, 01 Nov 2006 00:00:00 GMT http://hdl.handle.net/20.500.12228/341 2006-11-01T00:00:00Z http://hdl.handle.net/20.500.12228/295 Study on Pile Cap Design Masum, Mir Md. Al Piles are used to transfer the loads from the superstructure down to the soil stratum. where the required resistance is available. Unless a single pile is used, a pile cap is necessary to spread the vertical and horizontal loads and any overturning moment to all the piles in the group. Unlike footing the base reaction of pile cap Consists of a number of concentrated load. Different methods of designing pile caps are in practice. Those are Broadly classified as ACI Building Code and strut-and-lie model (STM). In this project the cost incurred by different design approaches are compared. The cost of pile caps according to different approaches is compared considering 4 pile -cap with constant pile diameter and column size but with varying pile spacing. The comparison reveals that the pile cap designed by STM costs 5% to 20% lower than AC Building Code for pile spacing 2 to 3 times pile diameter within a range of 75 to 625 kip of column load. The experimental ultimate strength of the pile caps is compared with that obtained by different design approaches. The behavior of pile cap at loading stage is also observed and is seen to agree with other investigators. It is seen that the experimental strength of pile caps is higher than the strength predicted by the STM in comparison to ACI Building Code. Within the limitation of pile spacing up to 3 times pile diameter, modified STM is more rational than ACI Building Code in terms of cost and integrity. This thesis is submitted to the Department of Civil Engineering, Bangladesh Institute of Technology(BIT), Khulna in partial fulfillment of the requirements for the degree of Master of Engineering in Civil Engineering, November 2001.; Cataloged from PDF Version of Thesis.; Includes bibliographical references (pages 79-84). Thu, 01 Nov 2001 00:00:00 GMT http://hdl.handle.net/20.500.12228/295 2001-11-01T00:00:00Z