NAU DEPARTMENT OF CIVIL ENGINEERING FINAL YEAR PROJECT & POSTGRADUATE PORTAL
Welcome to the Nnamdi Azikiwe University Department of Civil Engineering Final Year and Postgrauate Project Portal. This portal is meant to compile and archive present and future Final Year and Postgaruate Project theses carried out in the Department of Civil Engineering Nnamdi Azikiwe Awka, Nigeria. This portal is not a Journal. The Scope of rhe compedium covers all the theses in the following areas of Civil Engineering field:- 1. Geotechnics 2. Highway and Transportation 3. Structures and, 4. Water Engineering. This first edition of this Compedium (2020/2021 session) has about twenty-one theses comprising two theses from Geotechnics, two from Highway/Transportation Engineering, fifteen from Structures and two from Water Engineering arranged in that order in the Table of Contents below. Welcome on board! For enquires and corrrspondence, please contact: Engr. Prof. C.A. Ezeagu Professor & Head, Department of Civil Engineering, Nnamdi Azikiwe University, Awka, Nigeria Phone: +234 08038766208 Â
EFFECTS OF THE PARTIAL REPLACEMENT OF FINE AGGREGATES WITH QUARRY DUST ON THE STRENGTH AND WORKABILITY OF CONCRETE
The current study focuses on determining the suitability of using quarry dust as fine aggregates in traditional concrete. It presents the feasibility of the usage of quarry dust in an increasing order of 10%, 20%, 30%, 40% and 50% as substitutes for sharp sand in concrete. Portland cement known as Dangote 3x cement was used for the study. During the tenure of the study, some physical and engineering properties of quarry dust and sand were determined and compared. Specific gravity tests and sieve analysis tests were also carried out where applicable. The compressive strength of concrete was determined after replacing sand with quarry dust in various ratios. Strength results of the concrete cubes used were taken at 7, 14 and 28 days of curing. The study showed encouraging results for the replacement of 50% of sand with quarry dust. From the results of the experimental investigations conducted, it is found that 50% replacement of fine aggregate by quarry dust gives maximum result in strength than normal concrete. The workability of plastic concrete at each phase of fine sand replacement was also obtained. With a constant water-cement ratio of 0.6, it was observed that the workability of concrete reduces as more quarry dust is used as replacement for sharp sand in a concrete mixture. Therefore, trial casting with the quarry dust should be carried out to achieve the most suitable water content and mix proportions to achieve a desired workability levels and strength requirements.
EJIKEME CHINEMEREM ACHUFUSI (NAU/2017224053)
Copyright (c) 2023 NAU DEPARTMENT OF CIVIL ENGINEERING FINAL YEAR PROJECT & POSTGRADUATE PORTAL
EFFECT OF FLYASH AND EGGSHELL POWDER ON THE SHEAR STRENGTH OF CLAYEY SOIL
This study investigated the feasibility of using agricultural wastes: Eggshell powder and fly-ash powder for clay soil stabilization. The samples were mixed using seven trial mixes: 0%FA:18%ESP, 3%FA:15%ESP, 6%FA:12%ESP, 9%FA :9%ESP, 12%FA:6%PLA, 15%FA:3%ESP, 18%FA:0%ESP and a control mix. Specific gravity, sieve analysis, Atterberg limits, compaction and Triaxial tests were carried out. The clay soils were described as lean clay (UCSC). From the liquid limit results, on addition of 3%FA :15%ESP, a visible reduction in the liquid limit values were observed, also on addition of 6%FA:12%ESP, a reduction in values of the plastic index was documented in both soils respectively. Also, the addition of Eggshell powder alone significantly decreases atterberg limit values, while the addition of Fly-ash powder alone increases the values. The peak values for LL, PL and PI was obtained at 9%FA:9%ESP, 15%FA:3%ESP and 3%FA:15%ESP respectively. For compaction, 3%FA:15%ESP recorded the least MDD value with peak value at 15%FA: 3%ESP in both samples. 15%FA:3%ESP yeilded the best shear strength in both EE1 and EE2. In terms of regressional analysis, EE2 yeilded the best P-value while EE1 yielded the least t-stat. From the R-square value and the Adjusted R-square value, it shows that the work follows an almost linear pattern or sequence and can be predicted perfectly with a linear with a linear equation. These findings reveal significant improvements in strength and index properties of the clay soil. In conclusion, eggshell powder and flyash produce an eco-friendly stabilizer that can be utilized as subbase material in the stabilization of clay soils.
CHIKAMSO STEPHEN AGBO (REG. NO: 2017224029)
EFFECT OF COARSE AGGREGATE GRADATION ON THE COMPRESSIVE STRENGTH OF A CONCRETE
Thisprojectwasusedtoinvestigatetheeffectofcoarseaggregategradation onthecompressivestrengthofconcretefrom thethreesamplesofgranites gotten from Agu-Awka round Aboutof20mm,10mm and 25mm coarse 12aggregate,whichwaslefttodryandwastestedwithsieveanalysisasthe preliminarytestin orderto determinetheparticlesizedistribution.The workability(slump)oftheconcretewascarriedoutthroughaslumptestof whichtheapparatususedareAnameltray,handtrowel,shovel,slumpcone, headpan,metallictape,tampingrodof25blowsoneachlayersofthreefills andaweightbalance.Theweightofthesampleofthefineaggregateused was300kg,theweightofthesamplefor10mm coarseaggregateusedwas 2000kg,theweightofthesampleforthe20mm coarseaggregateusedwas 2000kg,theweightofsampleforthe25mm coarseaggregateusedwas 2000g.Withthemixingratioofwatertocementratioof1:2:4.Theslumps obtainedareintherangeof15mm to88mm.Thehighestslumpwasobtained atconcreteA6whichis25mmand10mmcoarseaggregate.TheCompressive strengthofsixcubesofconcretemadebyusingthreedifferent coarse aggregate(20mm and10mm),(10mm and25mm)inamixedproportion,then thethirdsizewhichis25mm.TheCompressivestrengthofonefrom eachof thecubegroupsweremonitoredandcrushedattherangeof7daysand 28daysbyaCompressivetestingmachine.TheCompressivestrengthofthe concretewasdeterminedbytheautomaticCompressivetestingmachine whenatthe7thdayofcuringatestloadof305.28KNwasconfirmedtocrush acubeof(10mmand20mm)concretewithastrengthof13.50N/MM^2,Atest loadof345.41KNwasconfirmedtocrushacubeof25mm atastrengthof 15.35N/MM^2,Aloadof416.25KNwasconfirmedtocrushacubeof(10mm and25mm)ataCompressivestrengthof(18.50N/MM^2).Onthe28thdayof curingatestloadof426.06KNwasconfirmedtocrushsecondcubeof10mm and20mm ataCompressivestrengthof18.93N/MM^2.Aloadof460.06(KN) wasconfirmedtocrushacubeof(25mm)ataCompressivestrengthof 20.40N/MM^2.Andatestloadof573.75KNwasconfirmedtocrushedacube of(10mm and25)ataCompressivestrengthof25.50N/MM^2.Inconclusion, itisnowmadetobeknownthroughtheresearchmadethattheCompressive strengthofaconcretecanbedeterminedfrom theGradation(proportions) used and the smallerthe size ofan aggregate,the increase in the water/cementratio which causes reduction effecton the Compressive strengthoftheconcreteandthelargerinsizeofacoarseaggregatepresentin aconcretemix,theCompressivestrengthwhichisalsoinagreementwiththe findingsofVilane,B.RandSabelo(2016).Thatistosay,increaseinwater ratiobeyondtheproperproportion,Amateurcuringofconcreteandsmallerin sizeofacourseaggregateduringGradation,affecttheCompressivestrength ofaconcrete.
KINGSLEY CHUKWUEBUKA AGBODO (NAU/2016224065)
USE OF GEOFIBRES IN THE RECONSTRUCTION OF IFITE ROAD AWKA ANAMBRA STATE,NIGERIA
EFFECT OF PARTIAL REPLACEMENT OF SAND WITH QUARRY DUST ON COMPRESSIVE STRENGTH OF CONCRETE
The study was done to evaluate the effect of partial replacement of sand with quarry dust on compressive strength of concrete. Quarry dust sample was used to partially replace sand in an increasing order of 5%, 10%, 15%, 20% and 25% by weight of sand. Tests were conducted to evaluate the effect of partial replacement of sand with quarry dust on compressive strength of concrete. The test conducted includes: sieve analysis test, specific gravity test, fineness test, soundness test, aggregate impact and crushing value test, slump test and compressive strength test. Results obtained from sieve analysis test revealed that sand, quarry dust and granite were classified as A-2-6, A-1-b and A-1-b according to AASHTO Soil Classification System, SM, GM and GC according to Unified Soil Classification System, the specific gravity of the samples were 2.55, 2.75 and 2.61, the impact and crushing value of the aggregate were 27.6% and 26.1%, the fineness and soundness of cement was 3% and 0.95%. Results obtained from slump test revealed that the slump of the concrete decreased with consistent addition of quarry dust to the concrete while for the compressive strength test, it was observed that the compressive strength of the concrete increased from 5% addition of quarry dust to 20% addition of quarry dust to the concrete beyond 20% quarry dust content, the compressive strength of the concrete was found to decrease. The study therefore discourages the use of quarry dust beyond 20% in the production of concrete as at 20% quarry dust content, the hardened density and compressive strength of the concrete was undermined.
CYPRIAN MICHAEL ONYEDIKA ANENE(NAU/2016224060)
STRENGTH PROPERTIES OF CONCRETE REINFORCED WITH POP FIBERS
The study was undertaken to evaluate the effect of pop fibers on strength properties of concrete. Pop fiber was added to the concrete in a stepped increase of 2.5% to 10% by weight of the concrete. Tests were conducted to evaluate the strength properties of the concrete reinforced with pop fiber. These tests include: sieve analysis test, specific gravity test, slump test, flexural strength test, split tensile strength test and compressive strength test. Results obtained from sieve analysis test classified the sand and granite as A-2-4 and A-1-b according to AASHTO Soil Classification System, GC (gravel mixed with sand) and SM (sand mixed with clay) according to Unified Soil Classification System. Slump test results revealed that the slump of the concrete decreased from 35mm to 15mm after 10% addition of pop fibers to the concrete, the split tensile strength of the concrete increased from 0% addition of pop fiber to 2.5% addition of pop fiber to the concrete, the flexural strength of the concrete increased from 0% addition of pop fiber to 5% addition of pop fiber to the concrete, the hardened density and compressive strength increased from 0% addition of pop fiber to 5% addition of pop fiber to the concrete. Evaluation of failure mode of both the plain and pop fiber reinforced concrete revealed that failure of the plain concrete occurred due to formation of single cracks while the pop fiber reinforced concrete exhibited more ductile failure mode with greater toughness and residual strength. This study therefore discourage the use of pop fiber beyond 5% in the production of concrete as beyond 5% pop fiber content, reduction in compressive strength of the concrete was observed.
CHINWEIKE CHARLES ANIEGBOKA (NAU/2016224050)
EFFECTS OF SELECTED BRANDS OF PORTLAND CEMENT ON COMPRESSIVE STRENGTH OF CONCRETE
The need to investigate the compressive strength of concrete produced with different brands of cement obtainable within south east Nigeria formed the basis for the study. The study was undertaken to assess the compressive strength of concrete produced with selected brands of Portland cement obtainable within south east Nigeria. Four different brands of Portland cement namely: Bua, Dangote 3x, Unicem and Lafarge were adopted for the study. The concrete components and the concrete were subjected to various laboratories testing which includes: sieve analysis test, specific gravity test, aggregate impact and crushing value test, slump test and compressive strength test. Sieve analysis test for the aggregate classified sand and granite as A-2- 4 and A-1-b according to AASHTO Soil Classification System, SM (sand mixed with silt) and GC (gravel mixed with clay) according to Unified Soil Classification System, the specific gravity of sand and granite were 2.55 and 2.66, the aggregate impact and crushing value were 27.6% and 26.1% respectively, the initial and final setting time of Bua, Dangote 3x, Unicem and Lafarge ranged from 28min – 30min and 560min – 600min, the fineness of the four different brands of Portland cement ranged from 24.8% - 28.6%, the soundness of the cement ranged from 6.4% - 8.3%. The slump of the fresh concrete produced with different brands of Portland cement ranged from 40mm – 55mm. The hardened density and compressive strength of the concrete produced with Bua, Dangote 3x, Unicem and Lafarge were 2347kg/m3 , 2345kg/m3 , 2393kg/m3 and 2361 kg/m3 and 24.18N/mm2 , 24.81N/mm2 , 27.47N/mm2, 27.15N/mm2 . It was observed that the highest dry density and compressive strength was recorded for concrete produced with Unicem while the lowest dry density and compressive strength was recorded for concrete produced with Dangote 3x cement. In the light of the findings, this study therefore recommends the use of Unicem cement for production of both structural and non structural concrete due to significant attainment in dry density and compressive strength.
JOHN NNABUENYI ANIWETELI (NAU/2017224034)
ANALYSIS AND DESIGN OF DRAINAGE STRUCTURES FOR THE RECONSTRUCTION OF ENUGU-ONITSHA EXPRESSWAY
The deterioration of pavement is further accelerated by poor drainage, which raises the cost of annual repair. In this project, efficient drainage system were designed and analyzed in an effort to reconstruct the frequently flooded Enugu-Onitsha express road. (From Awkuzu to Amobia flyover junction). In-depth knowledge about the origins and effects of a faulty drainage system was sought after by this project investigation. Primary data and secondary data are the methods utilized to evaluate the current drainage system of the roads under study. While conducting a field study, primary data was gathered by direct measurement, while secondary data came from the Anambra State ministry of works. According to observations made on the ground, the drainage structures experienced clogs caused by the dumping of trash, insufficient inlets and outlet channels, side wall failure, and bed erosion. The roadways under investigation suffer tremendous strain and damage as a result of this dire drainage issue. The peak discharge was calculated using the logical formula. In order to calculate the design discharge for the drain and culvert, a return period of ten years was chosen. The intensity duration frequency (IDF) curve for Awka was used to determine the required rainfall intensities. Side drains and box culverts were planned using Microsoft Excel software in compliance with BS 8110 and BS 5400 regulations. The channels were typically constructed based on two scenarios: an empty drainage system with earth pressure acting, and a filled drainage system with water pressure acting. In contrast to the design moments calculated for the box culverts, which were 13.69kNm, 22.29kNm, and 99.20kNm for the support, span, and walls correspondingly, the design moments for the side drains were 5.48kNm and 5.38kNm for the walls and base, respectively. The draft final estimated total cost for the building of the proposed drainage and culvert structures was determined to be N210,750,012 in the Bill of Engineering Measurement and Evaluation (BEME) for the project. Autocad software was used to create the roadway layout, drainage structural elements, bar bending schedule, and more. The Federal Government was advised to immediately begin the road's renovation in order to improve the situation for local residents and commuters and to give the state capital's most crucial thoroughfare a facelift.
AUGUSTINE CHUKWUEBUKA ANUNOBI (NAU/2017224065)
EFFECTS OF QUARRY ROCK DUST AS A PARTIAL REPLACEMENT FOR RIVER SAND ON THE COMPRESSIVE STRENGTH OF CONCRETE
Concrete is the most widely used infrastructure development throughout the world. The widely used raw materials in a concrete are cement, fine aggregate, coarse aggregate and water and in which river sand is used as fine aggregate and it is of prime importance in mix design. Due to increasing demand of river sand, river erosion and other environmental issues have led to scarcity of river sand. Concrete plays a very important role in the construction industry and environmental transportation and consistent use has made the availability and use of river sand less attractive, river sand which is one of the essential materials used in concrete has become expensive and also a scarce material. This study presents the feasibility of the usage of quarry dust as partial replacement for natural sand in concrete. Tests were carried out on cubes of dimension 150mm x 150mm x 150mm using various replacement percentages ranging from 10% to 70% of quarry dust to compare the strength properties of concrete on replacement to that of natural sand concrete. This research work covers several practical tests which includes, Sieve analysis, specific gravity, slump test, and the compressive strength test of concrete.
GOODNESS KOSISOCHUKWU EJEZIE (NAU/2017224019)
INVESTIGATION OF WATER-CEMENT RATIOS ON CONCRETE INCORPORATING SAWDUST
This research addresses a comparative study on the Investigation of water-cement ratios incorporating sawdust. There is environmental nuisance and degradation occasioned by indiscriminate disposal of sawdust. There is also growing concerns about the depletion of non-renewable natural resources like sand. In response to these problems, researches have been carried out on the usage of sawdust to supplement sand as fine aggregate in concrete. This research examines the effects of water-cement ratios on the engineering properties of concrete produced using sawdust as partial replacement of sand. Standard mixes were prepared without sawdust to serve as control and then sawdust mixes were prepared using 15% replacement of sand with sawdust. The mixes were prepared with varying water-cement ratios of 0.4, 0.45, 0.5, 0.55 and 0.6 with the corresponding mix ratios of 1:3:6, 1:2:4, 1:1.5:3, 1:1:2 and 1:0.75:1.5 respectively. The results revealed that the slump values increased as the water-cement ratio increased. The results indicate that for a water cement ratio of 0.4 and 0.5, the sawdust concrete attains good properties with compressive strength values of 22.82N/mm and 21.56N/mm respectively at 28 days. However by increasing the water cement ratio to 0.6, the sawdust concrete recorded a low value for the various properties of concrete with compressive strength value of 14.15N/mm at 28 days. This is due to the decomposition of the lignocellulolytic components such as carbohydrates, lignin, cellulose. Therefore, at 15% replacement of sand with sawdust, it is recommended to use water-cement ratio not exceeding 0.5 due to the water absorption rate of the sawdust concrete
AKPAN MARY CHINEMEREM ETIM (NAU/201446423)
STUDY OF STRESS-STRAIN BEHAVIOUR OF COHESIVE SOILS MIXED WITH GRANITE DUST UNDER TRIAXIAL TEST
This research study explores the application of granite dust as a soil stabilizer. The study investigates the effectiveness of utilizing granite dust to improve the engineering properties of soil, particularly in terms of stability and strength. The impact of granite dust on the behavior of the soil subjected to loading was critically considered in this study. Soils blended with several amounts of granite powder at percentages of 25%, 35%, 45%, and 55% of the total weight of the soil were examined. The index properties, compaction and triaxial tests were executed to evaluate the performance of both the treated and untreated samples. The result from the specific gravity test shows that theres an increase in the specific gravity of the natural soil sample when granite dust is added to it at varying percentages. The result from the Atterberg limit test shows that there is a decrease in the liquid limit of the soil and a corresponding decrease in the plastic limit of the soil due to the increase in the granite dust proportion. The result of the compaction test carried out shows that the dry density of the soil increases with addition of granite dust at varying percentages. The triaxial test analysis shows that there is an improvement in the strength properties of the soil as a result of an increase in the cell pressure with an increase in the granite dust proportion. The results emphasized that granite dust has the potential to be a practical and sustainable choice for soil stabilization, demonstrating positive impacts on soil cohesion, compaction, and shear strength. This study offers valuable insights for construction professionals, indicating the feasibility of integrating granite dust as a soil stabilizer in diverse civil engineering endeavours.
CHIEMERIE GABRIEL EZEAMALUKWUE (NAU/2017224015)
INVESTIGATION OF DEFLECTION AND CRACKS IN REINFORCED CONCRETE SOLID SLABS AS A FUNCTION OF CONCRETE THICKNESS USING STAAD PRO AND TEKLA TEDDS
Since the late 19th century, reinforced concrete has been used in construction. The invention of this viable composite material brought about a revolution in structural and civil engineering at large. Massive structures that were previously deemed unsafe were built. However, despite its many advantages, reinforced concrete does have its weaknesses. The most important and of more consequence of these are deflection and cracking. This research aims to study the behaviour of solid slabs as related to cracking and deflection under varying design considerations. It was done by using STAAD Pro and Tekla Tedds; two engineering software, to carry out rigorous design calculations and generate models of the test slab. The varying parameters in this study are slab thickness, concrete grade, reinforcement size and reinforcement spacing. In the end, it was discovered that concrete grade had the least effect on deflection and cracking characteristics of solid slabs irrespective of slab thickness. The optimum conditions for each design parameter were also determined.
EFFECT OF PARTIAL REPLACEMENT OF COARSE AGGREGATE WITH PALM KERNEL SHELL ON COMPRESSIVE STRENGTH OF CONCRETE
This report is a comprehensive summary of the research carried out by myself on the effect of replacement of coarse aggregate with palm kernel shell, on the compressive strength of concrete. This study was carried out to investigate the effect of partial replacement of coarse aggregate (granite) with Palm Kernel Shell on compressive strength of concrete. Concrete specimens were prepared with a mix ratio of 1:2:4 (Cement: Sand: Granite and Palm Kernel shell). Water/cement ratio of 0.55 was adopted for all relevant laboratories testing. The granite was partially replaced with PKS at different percentages of 5, 10, 15, 20 and 25% by weight of the dry sample. The test conducted include: Sieve analysis of Granite (CA), Sand (FA) and Palm Kernel Shell (PKS), Specific gravity of PKS, SD and GT, Slump (Workability) test of fresh concrete, Water absorption test of Granite (GT) and Palm Kernel Shell (PKS), Density test of Granite (GT), Sand (SD) and Palm Kernel Shell (PKS) and Compressive Strength test of hardened concrete cubes.
STUDY OF THE SUBGRADE FAILURE ON THE HIGHWAY PAVEMENT ALONG ENUGU-ONITSHA EXPRESSWAY AT GARIKI LIVESTOCK MARKET AMANSEA
This research addresses a comparative study and examination of the subgrade failure on the Highway along Enugu-Onitsha Expressway at Gariki Livestock Market Anambra. A highway pavement is composed of a system of overlaid strata of chosen processed materials that is positioned on the in-situ soil, termed the subgrade. The load-bearing capacity of a pavement depends chiefly on the subgrade features especially its strength. The major importance of this study is the resolution of the environmental impacts due to the pavement failure such as soil erosion and extreme traffic conjestion. In this project, three locations were selected for sampling of the soil. Particle size distribution test was carried out on the soil samples to give an insight on the nature of the soil. Atterberg limit test was carried out to determine the plasticity of the soil from the clay content. The compaction test and the California Bearing Ratio (CBR) test was also carried out to determine the maximum dry density and load-bearing capacity of the subgrade soil. The sieve analysis test classified the soil as a poorly graded subgrade soil with a uniformity coefficient of 3.29 and a coefficient of curvature of 0.94. The Atterberg limit test which gave the plasticity index of 7.65% indicated the soil is of a moderate clay content and will therefore exhibit some plastic behaviour. With ranges between 2008–2041(kg/m3 ) of MDD and a range between 7.8% - 10.2% of OMC, the compaction test indicated that the soil can be effectively compacted to achieve a desirable density to enhance the strength and stability of the subgrade soil. The CBR test with an average value of 10% indicated a relatively low strength and load-bearing capacity of the subgrade soil. The results reveal the high degree of distress on the subgrade exposing some defects on the pavement like edge cracks and portholes. It was recommended that further investigation is required to give more insight into the soils behaviour and in adverse case additional measures such as soil stabilization, geosynthetic reinforcement or subgrade modification technique should be considered to improve the soils load-bearing capacity
DESIGN OF MULT-STOREY BUILDING WITH TIMBER USING MANUAL AND TEKLA SOFTWARE: A COMPARATIVE ANALYSIS
This research was undertaken to evaluate the difference in the computational results obtained from software aided design and manual design method of designing multi-storey timber building. To accomplish this an office building plan, storing 30 offices was taken for the design. The Nigerian timber specie chosen was Danta specie, a hardwood of N2 strength class and for the CAD design, a timber of the hardwood class having a strength class of D50 was chosen. The design code employed for both method was Eurocode 5. The analysis of the main structural elements of the building, the joist, beam and columns, were analyzed and designed providing the required sections.The analysis and the result showed that the value of the structural analysis in the manual design are higher thereby providing higher sizes of sections and the cost analysis proved the CAD design to be more cost effective
CHIMDIUTO KPOKUOCHUKWU IFEAMALUME (NAU/2017224036)
GEOTECHNICAL PROPERTIES OF LATERITIC SOIL – BENTONITE MIXTURE TREATED WITH BAMBOO LEAF ASH
The study investigated the geotechnical properties of lateritic soil-bentonite mixtures treated with bamboo leaf ash. Sodium bentonite was used for the study and was added to lateritic soil in an increasing order of 5%, 10%, 15% and 20% by weight of lateritic soil. The mixture (laterite + bentonite) was treated with bamboo leaf ash. Bamboo leaf ash was added to lateritic soilbentonite mixtures in an increasing order of 4%, 8%, 12% and 16% by weight of lateritic soil. The mixtures were subjected to geotechnical testing. The tests include: sieve analysis test, specific gravity test, compaction test, Atterberg limits (liquid and plastic) test, UCS test, hydraulic conductivity test and volumetric shrinkage test. Results obtained from sieve analysis test revealed that the lateritic soil was classified as A-7-6 according to AASHTO Soil Classification System and CH (clay of high plasticity) according to Unified Soil Classification System. The specific gravity of lateritic soil increased on addition of bentonite while for lateritic soil-bentonite mixtures treated with bamboo leaf ash the specific gravity was found to decrease. Volumetric shrinkage strain test was conducted after drying for 5 days, the VSS increased with higher compaction water content. The maximum dry unit weight of lateritic soil increased marginally on addition of bentonite to lateritic soil while for lateritic soil-bentonite mixtures treated with bamboo leaf ash, an increasing and decreasing trend in maximum dry unit weight was observed. The results showed improvement in the plasticity index (PI) and UCS values of the treated soil. The PI decreased from 30.58% to 19.62% and UCS values increased from 103.86kN/m2 to 245.15kN/m2 . Improvements observed in the strength properties of lateritic soilbentonite mixtures treated with bamboo leaf ash were above the minimum values specified for landfill liner construction materials. The study therefore recommends the use of lateritic soilbentonite mixtures treated with bamboo leaf ash for use as material in the construction of landfill liners.
EFFECT OF PARTIAL REPLACEMENT OF COARSE AGGREGATE WITH CRUSHED COCONUT SHELL ON MECHANICAL PROPERTIES OF CONCRETE
Thestudywascarriedouttoevaluatetheeffectofpartialreplacementofcoarse aggregatewithcrushedcoconutshellonmechanicalpropertiesofconcrete.Granite waspartiallyreplacedwithcrushedcoconutshellinanincreasingorderof5%,10%,15%, 20%and25%byweightofgranite.Theconcreteandconcretewassubjectedtovarious testing.The tests include:sieve analysis test,specific gravitytest,slump test, compressivestrengthtest.Resultsobtainedfromsieveanalysistestrevealedthatsand, graniteandcrushedcoconutshellwasclassifiedasA-2-6,A-1-aandA-1-baccordingto AASHTO SoilClassification System,SM,GC and GM according to Unified Soil ClassificationSystem,thespecificgravitywas2.55and2.61,slumptestresultsofthe freshconcreterevealedthattheslumpoftheconcretedecreasedfrom 0%additionof crushedcoconutshellto25%additionofcrushedcoconutshelltotheconcrete,the hardeneddensityandcompressivestrengthoftheconcretedecreased0%additionof crushedcoconutshellto25%additionofcrushedcoconutshelltotheconcrete.The studythereforediscouragestheuseofcoconutshellasaconstituentinconcretesince thecompressivestrengthoftheconcretewasundermined.
STRENGTH PROPERTIES OF LATERITE STABILIZED WITH CEMENT AND SAND
The study was undertaken to evaluate the effect of sand and cement on strength properties of laterite. Portland cement known as Dangote 3x cement was used for the study. The cement was added to laterite in an increasing order of 4%, 8%, 12%, 16% and 20% by dry weight of laterite while sand sample was added to laterite in an increasing order of 8%, 16%, 24%, 32% and 40% by dry weight of laterite. The mixtures were subjected to geotechnical testing. Test conducted were sieve analysis test, specific gravity test, atterberg limit test, compaction and CBR test. Results obtained from sieve analysis test revealed that laterite and sand and laterite were classified as A2-4 and A-2-6 according to AASHTO Soil Classification System, and SM and SC according to Unified Soil Classification System, the specific gravity of laterite increased from 2.65 to 2.74 on addition of sand and cement at 24% and 12% respectively, the liquid limit, plastic limit and plasticity index of laterite decreased on addition of sand and cement to laterite, it was observed that at 12% sand and 24% cement, the mixture became non plastic. Compaction test showed that the maximum dry unit weight of laterite increased on addition of cement up to 12% beyond 12% cement content, the maximum dry unit weight was found to decrease while for laterite to sand mixture, the maximum dry unit weight of laterite increased on consist addition of sand to laterite, while for a blend of sand and cement added to laterite, the maximum dry unit weight of laterite increased up to 12% cement and 24% sand content beyond this point, the maximum dry unit weight was found to decrease. Assessment of the CBR of laterite stabilized with sand and cement revealed that the CBR of laterite was found to increase for all combinations (sand to latertie, cement to laterite and a . It was concluded that on addition of sand and cement to laterite, the laterite samples satisfied the criterion for use as sub-base type 1 and 2 material as recommended by the Federal Ministry of Works and Housing
EFFECTS OF FINE QUARRY DUST AND RICE HUSK ASH ON THE ENGINEERING PROPERTIES OF COARSE GRAINED SOIL
This research work involves determining the effects of quarry dust and rice husk on the engineering properties of coarse grained soil. The test was carried out in the civil engineering laboratory Nnamdi Azikiwe University. The soil sample was collected at ifite, Awka Anambra state. The test was carried out on the natural sample and the sample with rice husk ash and quarry dust which include: moisture content, specific gravity, grain size distribution, Atterberng limits, compaction and California bearing ratio(CBR) tests both before and after the adding the quarry dust and rice husk ash at varying percentages and proportions. The results of the natural soil sample and improved soil sample quarry dust and rice husk ash indicate that it can be used to alter and make up for the deficiency in the particle sizes. The results of the optimum moisture content (OMC) in CGS-QD (coarse grained soil and quarry dust) mixtures brought a decrease in optimum moisture content and an increase in the MDUW (maximum dry unit weight) while that of the CGS-RHA mixtures brought a decreases in both the OMC and MDUW. The result obtained from the CGS QD for the liquid limit brought a slight decrease in the liquid limit state and increased the plasticity from LOW to MEDIUM while that of the CGS-RHA mixtures reduces the plasticity index of the soil to that of NON-PLASTIC. The CBR value obtained from the natural soil sample was 2.5% which suggests that the soil is very weak and hence the need to undergo soil stabilization, at the application of quarry dust at 30% the CBR value of the soil was increased to 5.2% and at the addition of rice husk ash the CBR value was also increased to 4.5%, this suggests that quarry dust and rice husk ash are good stabilizing agents as they enhanced the strength and rigidity of the soil sample.
OBIDI FRANCIS OFOEGBU (REG NO: NAU/2017224038)
This report is a comprehensive summary of the research carried out by myself on the effect of replacement of coarse aggregate with palm kernel shell, on the compressive strength of concrete. During the course of this research, the various tests carried out include: sieve analysis of the materials (particle size distribution), water absorption, specific gravity teat and compressive strength test. The sieve analysis gives results for granite, the percentage passing through 4.75mm is 0.16, for sand, the percentage passing through sieve size 0.075mm is 0.96 and for palm kernel the percentage passing sieve size 4.75mm is 2.34. The gradation of CA, SD and PKS obtained from their respective shape parameters (Cu and Cc) shows that they are poorly graded. The specific gravity tests conducted, SD and CA and PKS, the average apparent specific gravity gotten were 2.62, 2.68 and 2.28 respectively. The range of specific gravity from 2.58 to 2.62 obtained for SD and GT satisfies ASTM D854-14 requirement which states that the specific gravity of aggregates should be between 2.55 to 2.9 and therefore justifies the use of the aggregates for this work. Water absorption capacity of CA and PKS 1.48 and 17.58 respectively. The slump test result carried out shows that the slump value increases with consistent addition of the additive (PKS) from 5% to 25% at w/c ratio of 0.6 with the highest slump recorded at 25% partial replacement of CA. By comparing the normal concrete cubes with those of the palm kernel shell concrete, I was able to come to the conclusion that although palm kernel shell concrete is used to make lightweight concrete, the normal concrete is still better in terms of strength and durability. I therefore recommend that beyond a percentage of 15%, palm kernel shell should not be used to replace coarse aggregate, this is because the strength of the concrete decreases significantly after this point.
EFFECT OF PARTIAL REPLACEMENT OF SHARP SAND WITH LATERITE IN INTERLOCKING PAVEMENT
Â The need to reduce the high cost of concrete production resulting from increasing cost of fine aggregate formed the basis for the study. The study was undertaken to effect of partial replacement of sand with laterite on strength properties of concrete. Laterite sample was added to sand in an increasing order of 5%, 10%, 15%, 20% and 25% by weight of sand. Experimental testing was conducted so as to evaluate the effect of partial replacement of sand with laterite on strength properties of concrete. These tests are: sieve analysis test, specific gravity test, bulk density test, slump test and compressive strength test. Results obtained from sieve analysis test revealed that granite, sand and laterite were classified as A-1-b, A-2-4 and A-2-6 according to AASHTO Soil Classification System, GC, SM and SC according to Unified Soil Classification System, the specific gravity of granite, sand and laterite were 2.61, 2.55 and 2.66 respectively, the liquid limit, plastic limit and plasticity index of the laterite sample was 42.4%, 25.9% and 16.5%. The slump of the concrete increased from 0% addition of laterite to 15% addition of laterite to sand, the hardened density and compressive strength of the concrete increased from 0% addition of laterite to sand to 5% addition of laterite to sand beyond 5% laterite content, the hardened density and compressive strength was found to decrease. This study therefore discourage the use of laterite as partial substitute for sand in concrete beyond 5% addition of laterite to sand as the compressive strength of the concrete were found to decrease. 6
CHUKWUEBUKA CHRISTIAN NWOSU (NAU/2016224006)
EFFECT OF HIGH DENSITY POLYETHYLENE PLASTIC WASTE ON THE MIX DESIGN PARAMETERS OF ASPHALT
Asphalt mix design is a critical process that involves selecting the appropriate materials and proportions to create durable and high performing hot mix asphalt. Recently, there has been growing concern about the negative impact of plastic waste, prompting researchers to investigate the feasibility of incorporating plastic waste into hot mix asphalt mixtures. This study was done to investigate the addition of High Density Polyethylene (HDPE) plastic waste to Hot Mix Asphalt for Asphalt Mix Design. The Marshall properties of the asphalt mixture for both mixtures with and without HDPE was evaluated. Results showed that the Optimum Binder Content (OBC) was 6% for the conventional mixture or the mixture without plastic. The mixture containing HDPE plastic had higher stability and flow at 4 and 10% of the plastic content respectively and the voids in the total mixture decreased with increase in the plastic waste (HDPE) content.
FORMULATION OF DESIGN TABLES AND CHARTS FOR DESIGN OF REINFORCED CONCRETE SLABS
The study was undertaken to formulate design tables and charts for design of reinforced concrete slabs. The design tables and charts were developed based on mathematical derivation done in accordance with BS 8110. Several design charts were developed with respect to the ratio of effective depth to the overall depth of the slab cross section. The developed design charts and tables were restricted to design of singly reinforced concrete slab at both ultimate and serviceability limit state. Several design examples were solved using the developed tables and charts. Accuracy of the developed design tables and charts were assessed using BS 8110 design code of practice. It was deduced that the developed design tables and charts was reliable as reasonable agreement exist between the design output obtained using the developed design tables and charts and BS 8110 design solution.
JUSTINE CHUKWUNONSO UBAH (NAU/2017224028)
INVESTIGATION INTO THE MAJOR CAUSES OF PAVEMENT FAILURE IN IFITE ROAD
The study was undertaken to investigate the major causes of pavement failure in Ifite Road. Four samples of soils within the failed section of the pavement designated as A, B, C and D were subjected to geotechnical testing. The samples were collected along Miracle Junction, Yahoo Junction, Commissioner Quarters and First Market respectively. The geotechnical test that was performed on the samples are sieve analysis test, compaction and CBR test. Results obtained from sieve analysis test classified the samples as A-2 for samples A, C, D and A-4 for B, according to AASHTO Soil Classification System. The maximum dry unit weight of the samples were 16.90kN/m3 , 18.87kN/m3 , 17.30kN/m3 and 15.84kN/m3 , the optimum moisture content of the samples were 12.08%, 12.53%, 11.17% and 14.21% respectively. The soaked CBR of the samples are for samples A, B, C, D respectively. The samples failed to meet the requirements given by Federal Ministry of Works and Housing, (1997) for use as sub-grade material. The study therefore concluded that poor geotechnical properties of the foundation soil is the major cause of failure along Ifite-Unizik Road Awka Anambra State, Nigeria. Other factors like poor drainage, poor construction and poor maintenance also contributed pavement failure along the road. vi
VALENTINE CHUKWUKA OBIDIKE (NAU/20172240
STRENGTH PROPERTIES OF CONCRETE CONTAINING LATERITE AS PARTIAL REPLACEMENT FOR FINE AGGREGATES.
The need to reduce the high cost of concrete production resulting from increasing cost of fine aggregate formed the basis for the study. The study was undertaken to effect of partial replacement of sand with laterite on strength properties of concrete. Laterite sample was added to sand in an increasing order of 5%, 10%, 15%, 20% and 25% by weight of sand. Experimental testing was conducted so as to evaluate the effect of partial replacement of sand with laterite on strength properties of concrete. These tests are: sieve analysis test, specific gravity test, bulk density test, slump test and compressive strength test. Results obtained from sieve analysis test revealed that granite, sand and laterite were classified as A-1-b, A-2-4 and A-2-6 according to AASHTO Soil Classification System, GC, SM and SC according to Unified Soil Classification System, the specific gravity of granite, sand and laterite were 2.61, 2.55 and 2.66 respectively, the liquid limit, plastic limit and plasticity index of the laterite sample was 42.4%, 25.9% and 16.5%. The slump of the concrete increased from 0% addition of laterite to 15% addition of laterite to sand, the hardened density and compressive strength of the concrete increased from 0% addition of laterite to sand to 5% addition of laterite to sand beyond 5% laterite content, the hardened density and compressive strength was found to decrease. This study therefore discourage the use of laterite as partial substitute for sand in concrete beyond 5% addition of laterite to sand as the compressive strength of the concrete were found to decrease.
PRINCE CHUKWUJIGIDEM OBIOMA (NAU/2016224071)
THE EFFECTS OF PARTIAL REPLACEMENT OF SHARP SAND WITH LATERITE IN BLOCK PRODUCTION
This research works seek to find out the effects of partial replacement of sharp sand with laterite in block production in Awka Anambra State, Nigeria. Lateralized Sandcrete blocks were made with lateritic soil replacing the conventional fine aggregate (local river sand) in steps of 2.5% up 12.5%. %. Their compressive strengths were determined to check for conformity with standard sandcrete block as specified in the Nigerian National Building Code (2006) with a view to determine the acceptable percentage replacements. Solid sandcrete blocks were produced with fine aggregate (sharp sand and laterite) and cement in the ratio 1:6 by mass. Two and halve percent (2.5%) of the conventional fine aggregate (sharp sand) was replaced with the lateritic soil and then 5%, 7.5%, 10%, and 12.5%. Four (4) blocks at each percentage replacement of the conventional fine aggregate with the lateritic soil content were produced, cured weighed and tested for the 7th day, 14th day, 21th day and 28th day compressive strength and the average values of the values are taken as actual parameters. For control, four blocks were molded without replacement, that is, with 100% conventional sand. They were prepared to have water/cement ratio that will ease molding as this is to simulate site conditions. They were cured by sprinkling with water for 28 days and crushing test was performed on the samples to determine their compressive strengths. The compressive average strength of the control (0%), 2.5%, %, 7.5%, 10%, and 12.5% percentage replacements are recorded to be 10.6 N/mm2 , 8.8 N/mm2 , 8.5 N/mm2 , 7.5 N/mm2 , 6.9 N/mm2 , and 5.7 N/mm2 respectively. The values and graph showed that there is an approximate linear decrease in compressive strength with increasing sand replacement with laterite. The minimum compressive strength of blocks for walling units is 1.7 N/mm2 as specified in the Nigerian National Building Code (2006). Hence compressive strength results have gotten show conformity with standard comprehensive strength for sandcrete block as specified in the Nigerian National Building Code (2006). The lowest compressive strength recorded is 5.7 N/mm2 at 12.5% percentage replacement which is 4 N/mm2 (235.2%) greater than the allowable minimum compressive strength, therefore Laterite sandcrete blocks of the mix ratio of 1:6 and percentage replacements 2.5%, 5%, 7.5%, 10% and 12.5% are good for walling unit. These percentage replacements can be recommended to the block making industries within Awka and its environment with a view to encouraging utilization, though it is encouraged to confirm the percentage before embarking on mass block production. 6
PAUL CHUKWUELOKA OFUONU (NAU/2017224056)
PRODUCTION OF LIGHT WEIGHT CONCRETE BY PARTIALLY REPLACING FINE AGGREGATE WITH CRUSHED PALM KERNEL SHELL
The suitability of palm kernel shell as a partial replacement of fine aggregate in concrete was researched to verify if concrete made with palm kernel shells meet some minimum standard prescribed for strength and density. Based on British standard classification of fine aggregate as aggregates passing the number 4 sieve of 4.75mm size or slightly higher sizes depending on local requirement, crushed palm kernel shells of particle diameter not greater than 5.0mm was used to replace river sand as fine aggregate in the following percentages: 0%, 10%, 20%, and 30%. For each mix proportion, three concrete cubes were cast and tested for compressive strength and density at 7, 14 and 28 days curing duration. The specific gravity of all the concrete ingredients were determined and used in preparing the concrete mix proportion. Sieve analysis of the different materials was also carried out in order to grade the fine aggregates used for the research as well as to determine their fineness modulus. The crushed palm kernel shell used was obtained by grinding palm kernel shells into fine sizes using grains’ grinding machine. Afterwards, it was sieved through 5mm sieve and use for the research. Mix ratio of 1:2:4 was adopted with water-cement ratio of 0.60. The project in conclusion was a success as it took into consideration the economic status quo of the population. This paper is to create awareness about the usefulness of palm kernel shell as a construction material in the construction environment.
UGOCHUKWU JOHNPAUL NDUCHE (NAU/2017224048)
ASSESSING THE EFFECT OF COST CONTROL TECHNIQUES USED IN ROAD CONSTRUCTION PROJECT DELIVERY (OWERRI METROPOLIS)
The construction industry is an essential sector in every country as it is heavily interconnected with the economy as a whole. It affects, and is affected by the Gross Domestic Product of a nation. It is a known fact that the Nigerian construction industry continues to occupy an important position in the nation’s economy even though it contributes less than the manufacturing or other service industries, (Aibinu and Jagboro,2002). The contribution of the construction industry to national economic growth necessitates improved efficiency in the industry by means of cost effectiveness and timeliness, and would certainly contribute to cost savings for the country as a whole. It is also common knowledge that the implementation of the construction project in the industry is usually accompanied with time delay and cost increase as well as owner dissatisfaction ,( Hafez,2001).
ISAAC UCHENNA IHEANACHO (NAU/2017224021)
EXPERIMENTAL AND ANALYTICAL ASSESSMENT OF TIMBER PORTAL FRAME USING EURO CODE 5
The study conducted an experimental and analytical assessment of timber portal frame using Euro code 5. Three species of timber namely: Obeche (Triplochiton Sclereoxylen), Mahogany (Swietenia Macrophylla) and Ekki (Lophira Alata) were used for the study. The timber species was subjected to experimental testing. The test conducted on the species are bending strength test, bending stiffness test and charpy impact energy test. The study also assigned strength class to the selected species of timber. Results obtained from bending strength test, bending stiffness test and charpy impact energy. Results obtained from bending strength tests revealed that Ekki yielded the highest the bending stiffness while the lowest bending stiffness was produced by extract from Obeche, the bending strength results showed that Ekki yielded the highest bending strength while the lowest bending strength was recorded for extract from obeche. Assessment of the impact energy of the hardwood timber species revealed that the impact strength of Ekki, Obeche and Mahogany were 2.86joules/cm2 , 2.72joules/cm2 and 2.64joules/cm2 . Allocation of strength class to the selected species of timber revealed that Ekki with a strength class of D60 was allocated the highest strength class; the strength class of obeche and mahogany were the same.
EVALUATION OF STRENGHT CHARACTERISTICS OF CLAYEY SOIL STABILIZED WITH BAMBOO ASH POWDER AND LIME STABILIZERS
In the past years it has been hard for most civil engineering works when it comes to the use of clayey soil because most clayey soils have low bearing strength and expansive nature and its causes shrinkage and swelling. This thesis describes the evaluation of strength of clayey soil using bamboo ash powder and lime as stablizers. Clay soil was collect from bakasi at unizik and the natural moisture content was determined and it was air dried for one week to allow particial elimination of natural water while lime was bought in onitcha and the bamboo was gotten from bamboo plantation located at Enugu-Agidi and it was air dried for 3days and burnt. The clay was then stabilized by adding lime at intervals 2%, 4%, 6%, 8%, and 10% and also the clay was also stabilized by adding bamboo ash powder at intervals 2.5%, 5%, 7.5%, 10% and 12.5%. The clay soil was now stabilized with mix combination of lime and bamboo ash in the varying percentage used early, a total of 5 mix combination was gotten and it was subjected to Compaction and CBR test which we used to deduce the strength properties of the clay soil when stabilized with bamboo ash and lime, other test we conducted was sieve analysis, specific gravity and Atterberg limit. Results gotten after the sieve analysis of the clay soil after passing 0.075mm sieve is the soil is fine grained soil because of its small particles and its was classified as clay of high plasticity(CH) according to USCS. Results obtained from the composite mixture of clay, lime and bamboo ash powder revealed that the blend of lime and bamboo ash powder increased the specific gravity of natural clay from 2.66 to 2.72 at 4%lime and 5% bamboo ash powder, beyond this point, the specific gravity of the natural clay decreased and it was caused by the high content of bamboo ash powder. Result obtained from Atterberg test for natural clay stabilized with a blend of lime and bamboo ash powder shows that a blend of lime and bamboo ash powder decreased the liquid limit, plastic limit and plasticity index of natural clayey soils. It was also observed that beyond 6% lime and 7.5% bamboo ash powder, the mixture became non plastic. Results obtained from compaction of natural clayey samples stabilized with a blend of lime and bamboo ash powder shows that a blend of lime and bamboo ash powder enhanced the maximum dry unit weight of clay from its natural value of 20.37kN/m3 to 22.27kN/m3 at 8% lime and 10% bamboo ash powder. The results obtained therefore, suggest that a blend of lime and bamboo ash powder is more effective in improving the compaction characteristics of natural clayey soils than when lime and bamboo ash powder is used as separate entities
UGOCHUKWU MAC-ANTHONY OTITO (NAU/2017224009)
EFFECTS OF MINERAL FILLERS ON THE STABILITY AND VOLUMETRIC PROPERTIES OF ASPHALT
The study was carried out to evaluate the effect of mineral fillers on the stability and volumetric properties of asphalt. The mineral fillers used were granite dust, Portland cement and lime. The optimum binder content was determined from asphalt mix produced with 100% granite dust at bitumen content ranging from 5%, 5.5% 6%, 6.5% and 7% by weight of the aggregate and the predetermined optimum binder content was used for production of asphalt mix with mineral fillers such as 100% lime, 100% cement, 50% granite dust: 50% cement, 50% granite dust: 50% lime, 50% cement: 50% lime. The bitumen aggregates and asphalt was subjected to various testing. Test conducted on the bitumen sample are: viscosity test, penetration test, fire and flash point test and specific gravity test. Test conducted on the aggregate were sieve analysis test, specific gravity test, aggregate impact and crushing value test and water absorption test. Test conducted on the asphalt mix was marshal stability test. Results obtained showed that the bitumen samples satisfied the specification given by Federal Ministry of Works and Housing, (1997) as the specific gravity was 1.03, flash and fire point was 287.70C and 316.70C, viscosity was 0.73Ns/m2 and penetration was 69.33mm, the aggregate samples also satisfied the specification given by Federal Ministry of Works and Housing, (1997) as the specific gravity ranged from 2.55-2.76, impact and crushing value was 6.5% and 4.3%, the water absorption of the aggregate was 0.9%, the specific gravity of the aggregate ranged from 2.55-2.76. The optimum binder content was 6%. Assessment of the stability and volumetric properties of asphalt produced with mineral fillers such as 100% granite dust, 100% lime, 100% cement, 50% granite dust: 50% cement, 50% granite dust: 50% lime, 50% cement: 50% lime revealed that the flow ranged from 2.67mm – 3.5mm, void in mineral aggregate ranged from 18.7% - 24.64%, void in total mix ranged from 4.8% - 11.75%, void filled by bitumen ranged from 52.6% - 74.9%, it was observed that the asphalt produced with the different mineral fillers and at different mix combination satisfied the specification given by Federal Ministry of Works and Housing, (1997) for stability, flow and void in mineral aggregate but failed to meet the requirement for void filled by bitumen and void in total mix. The study therefore concluded that Portland cement and granite dust has better effect on stability and volumetric properties of asphalt than hydrated lime.
FORMULATION OF DESIGN TABLES AND CHARTS FOR DESIGN OF REINFORCED CONCRETE BEAMS
The need to reduce design rigors in the design of singly and doubly reinforced concrete beams formed the basis for the study. The study was undertaken to formulate design tables and charts for design of singly and doubly reinforced concrete beams with varying cross section. The developed design tables and charts were based on mathematical model derived in accordance with Euro code 2 design code of practice for reinforced concrete structures. The study also highlighted detailed process used in the design of reinforced concrete beams at both ultimate and serviceability limit state. Several design examples were solved using the developed design tables and charts. The accuracy of the developed design tables and charts was assessed through comparison with Euro code 2 design solutions. It was concluded that the developed design tables and charts was structurally reliable and efficient in the design of singly and doubly reinforced concrete beams as reasonable agreement exist between the output obtained in the design of singly and doubly reinforced concrete beams using the developed design tables and charts and Euro code 2 design code of practice
DRY AND WET PROPERTIES OF RICE HUSK CONCRETE VARYING WATER TO CEMENT RATIO AND COMPACTION PRESSURE
The study was undertaken to evaluate the wet and dry properties of rice husk concrete with varying water to cement ratio and compaction pressure. The pressure required to crush the concrete was determined and varied at intervals ranging from 15kN, 75kN, 150kN, 225kN and 300kN with water to cement ratio ranging from 0.4, 0.45, 0.5, 0.55, 0.6 and 0.65. Sand was used to partially replace rice husk in an increasing order of 7.5%, 15% and 22.5% by weight of sand. The rice husks concrete were subjected to testing. Test conducted on the aggregates was sieve analysis test and specific gravity test while test conducted on the rice husk concrete was water absorption test and compressive strength test. Results obtained from sieve analysis test suggest that sand and granite was classified as A-2-4 and A-1-b according to AASHTO Soil Classification System, SM and SC according to USCS Soil Classification System. Water absorption test results conducted on the rice husk concrete cubes revealed that the water absorption of the concrete increased with addition of rice husk but decreased with increase in compaction pressure, results obtained from compressive strength test of the hardened rice husk concrete cubes revealed that the hardened density and compressive strength decreased with increase in rice husk but increased with increase in compaction pressure. Assessment of the effect of water to cement ratio on the hardened density and compressive strength of the concrete revealed that the hardened density and compressive strength increased from 0.4 water to cement ration to 0.55 water to cement ratio beyond water to cement ratio of 0.55, the hardened density and compressive strength of the concrete decreased. The study recommended the use of 7.5% rice husk as effective quantity for production of light weight concrete.
ANDREW NWABUEZE OKONKWO (NAU/2017224037)
DESIGN AND MODELING OF HARDWOOD BEAM LAMINATE USING CSC ORION AND SOLID WORKS
The study was undertaken to design and model hardwood beam laminate using CSC Orion, and Soild works. Three species of hardwood namely: Iroko (Miicia excels), Obeche (Triplochinia scleroxylen) and Mahogany (Swietenia macrophylla) was used for the study. The design and modeling code used was Euro code 5.Apart from the computer aided design and modeling of the hardwood beam laminate, the failure mode of the selected species of hardwood was evaluated through three point bending strength test. Results obtained from the computer aided design and modeling of the hardwood beam laminate using CSC Orion and Solid works revealed that the bending moment of Iroko, Obeche and Mahogany ranged from 7.3kNm – 7.34kNm, bending strength ranged from 5.92N/mm2 – 6.23N/mm2 , bending stress ranged from 10.18N/mm2 - 10.34N/mm2 , bending strength ranged from 1.48N/mm2 – 1.54N/mm2 , bearing strength ranged from 0.88N/mm2 -0.92N/mm2 , shear stress ranged from 0.62N/mm2 -0.65N/mm2 , shear strength ranged from 1.56N/mm2 – 1.62N/mm2 . Serviceability limit state check for bending, bearing and shear using the three different design and modeling software were satisfied. Evaluation of the failure mode of the three hardwood beam laminate revealed that the hardwood beam laminate showed similar failure characteristics. Failure was flat-wise and was initiated at the bottom fiber which was propagated upward. It was concluded that the timber extract from Mahogany showed better structural properties than Iroko and Obeche.
KINGSLEY OBIAJULU OLIVER (NAU/2016224004)
GEOTECHNICAL INVESTIGATION OF SUBGRADE SOIL AND STRUCTURAL DESIGN FOR RECONSTRUCTION OF ELIAS EGBOKA-NWAKPADOLU ROADS
The need to design a pavement structure that will facilitate easy movement of goods and services and also minimize the difficulties faced by both private and commercial car owners and motorcyclist plying Elias Egboka-Nwakapadolu roads particularly during the rainy season formed the basis for the study. The study was undertaken to design Elias Egboka- Nwakapadolu roads using AASHTO method and detail using ArchiCad. Three different samples of soils collected within the study area designated as A, B and C was subjected to geotechnical testing. The tests conducted on the samples were sieve analysis test, specific gravity test, atterberg limit (liquid and plastic limit) test, compaction and CBR test. Result obtained from sieve analysis test classified the samples as A-2-6, A-2-6 and A-2-4 according to AASHTO Soil Classification System, according to Unified Soil Classification System; the samples were classified as SC (sand mixed with clay). The specific gravity of the samples ranged from 2.6-2.66, the liquid, plastic and plasticity index of the samples ranged from 37.8-42.4%, 17.4% - 24.2% and 16.5% - 24.2% respectively, plasticity rating of the three samples revealed that the samples were medium – highly plastic. The maximum dry unit weight and optimum moisture content of the samples ranged from 18.53kN/m3 to 20.23kN/m3 and 9.85% - 11.54% respectively, the soaked and un-soaked CBR of the samples ranged from 11% - 15% and 25% - 31% respectively. The soaked CBR of 11% was used to support a total equivalent single axle load (ESAL) of 25.8 x 106 for a design period of 20 years. Results obtained from the design of Elias Egboka-Nwakpadolu roads using AASHTO method revealed that the thickness of the sub-base, base course and surface course were 150mm, 200mm and 160mm respectively with a total thickness of 510mm superimposed on the sub-grade layer. Detailing of the designed pavement layers was done using architectural software commonly referred to as Archicad.
THE EFFECT OF WATER CEMENT RATIO AND AGGREGATECEMENT RATIO ON THE 28 DAYS STRENGTH OF NORMAL CONCRETE
This project work investigated the effects of water cement ratio and aggregate-cement ratio on the 28 days strength of normal concrete. The investigation of this study was limited to the effect on the compressive strength and workability of concrete mix. Concrete cubes were prepared with a mix of 1:2:4, 1:11 2 :3, 1:3:6 and water-cement ratio of 0.50, 0.55, 0.60. The concrete cubes were cured for 28 days. The results showed that the workability of freshly mixed concrete increases as the water-cement ratio increases. And also the compressive strength of the hardened concrete increases as the water-cement ratio is reduced. The test result showed that the compressive strength achieved at 1:11 2 :3 concrete mix with watercement ratio of 0.55 is the highest. A higher water-cement ratio should be employed when concrete with high workability is required, having in mind that the higher the water-cement ratio the lower the compressive strength of concrete.
THE INFLUENCE OF BANANA STEM ASH AND OIL PALM STEM ASH ON THE STRENGTH CHARACTERISTICS OF CONCRETE
This research addresses a comparative study on the influence of banana stem ash and oil palm stem ash on the strength characteristics of concrete, using substitution of banana stem ash and oil palm stem ash to know if there will be an increase or decrease in the compressive strength of concrete. Banana stem ash and oil palm stem ash were prepared by open control burning, grinded and substituted with cement at 0%, 2.5%, 5%, 7.5%, and 10% respectively, with a mix ratio of 1:2:4 at a constant water-cement ratio of 0.55. The compressive strength, particle size distribution and workability test of these concrete specimens were extensively studied. Compressive strength of 28 days curing with substitute of BSA to cement gives 26.2N/mm2 at 2.5% of ash substitute. Compressive strength of 28 days curing with substitute of BSA to cement gives 26.9N/mm2 at 10% of ash substitute and it is observed that the strength is increased than the conventional concrete. Compressive strength of 28 days curing with substitute of OPSA to cement gives 26.3N/mm2 at 2.5% of ash substitute and it is observed that the strength is increased than conventional concrete. Compressive strength of 28 days curing with substitute of OPSA to cement gives 27.1N/mm2 at 10% of ash substitute and it is observed that the strength is increased than conventional concrete. The compressive strength increased with an increase in the proportion of BSA and OPSA; therefore, the control mix (10% BSA & 10% OPSA) gave the highest strength gain. Thus, from the results obtained, it can be concluded that the use of BSA and OPSA as supplementary materials make for increase in concrete strength properties.
STRENGTH PROPERTIES OF CONCRETE CONTAINING LATERITE AS PARTIAL REPLACEMENT FOR FINE AGGREGATES
ANALYSIS & DESIGN OF A LOW – COST TIMBER PEDESTRIAN BRIDGE FOR RURAL AREAS: A CASE STUDY OF UTARU STREAM IN AKPO TOWN, AGUATA LGA, ANAMBRA STATE.
This study aimed to analyze and design an alternative low cost pedestrian bridge using Nigeria timber specie Milicia excelsa generally known as Iroko or OJI tree. The permissible stress method of analysis was used for analyzing the bridge components (beam & slabs). For overall stability, the abutments was designed using reinforced concrete. Iroko was used for the analysis. Results obtained indicate that Iroko is suitable for the design of pedestrian bridges owing to its strength and durability properties. The use of timber in low cost pedestrian bridges can be a cost – effective and sustainable alternative to other construction methods especially in economically disadvantaged rural areas
EKENE AUGUSTINE OKPALANNEBUAKU (NAU/2017/224/031)
INFLUENCE OF BAMBOO LEAF ASH (BLA) AND COCONUT FIBRE ASH (CFA) ON THE STRENGTH PROPERTIES OF CONCRETE
Concrete is being widely used in all infrastructures and its material is mainly very expensive for the construction. The Bamboo sticks are unutilized in the concrete work and hence their usage may help to decrease the cost of construction. The use of waste materials in concrete production is becoming worldwide practice. The assessment of the activity of cement materials is becoming increasingly important because of the need for more sustainable cementing product. The early work has been carried out with the partial replacement of bamboo leaf ash and coconut fibre ash with concrete in order to increase the tensile strength of concrete and compressive strength has been decreased. Now we are doing substitution of bamboo leaf ash and coconut fibre ash with concrete to know if there will be an increase or decrease in the compressive strength of concrete. The use of bamboo leaf ash and coconut fibre ash as a substitute for cement is used in concrete in order to know the compressive strength. Compressive strength of 28 days curing with substitute of BLA to cement gives 20.25N/mm2 at 2.5% of ash substitute and it is observed that the strength is decreased than conventional concrete. Compressive strength of 28 days curing with substitute of BLA to cement gives 16.77N/mm2 at 10% of ash substitute and it is observed that the strength is decreased than conventional concrete. Compressive strength of 28 days curing with substitute of CFA to cement gives 20.01N/mm2 at 2.5% of ash substitute and it is observed that the strength is decreased than conventional concrete. Compressive strength of 28 days curing with substitute of CFA to cement gives 18.60N/mm2 at 10% of ash substitute and it is observed that the strength is decreased than conventional concrete. The substitution is done with the following percentages of 0%, 2.5%, 5%, 7.5% and 10% with bamboo leaf ash and coconut fibre ash separately. Thus, from the results obtained, it can be concluded that the use of BLA and CFA as a supplementary for cement decreases its strength.
MODELLING AND DESIGN OF FLAT TIMBER ROOF AND HIGH PITCH TIMBER ROOF, A COMPARATIVE ANALYSIS
The project "Modelling and Design of Flat Timber Roof and High Pitch Timber Roof, A Comparative Analysis" aims to investigate and compare the structural and design aspects of flat timber roofs and high pitch timber roofs. Timber roofs are widely used in construction due to their aesthetic appeal and sustainability. However, choosing between a flat or high pitch design requires careful consideration of various factors such as structural performance, environmental impact, and architectural design. Based on the findings from the literature review and modelling analysis, the project will provide recommendations for the selection of the most suitable roof design based on specific project requirements and constraints. These recommendations will consider factors such as cost effectiveness, durability, sustainability, and architectural compatibility. The research methodology includes an extensive literature review to gather existing knowledge on timber roof design and construction. Computer-aided design (CAD) software will be utilized to create accurate 3D models of both flat timber roofs and high pitch timber roofs. Structural analysis will be performed to assess the load-carrying capacity, stability, and durability of each roof type. The outcomes of this project aim to contribute to the existing knowledge on flat and high pitch timber roofs and assist architects, engineers, and construction professionals in making informed decisions regarding roof design selection. The study focuses on evaluating the structural performance, environmental considerations, and design considerations of these two roof types.
CHINAGOROM OKIKE CHUKWU (NAU/2017224023)
IMPACT OF POOR DRAINAGE SYSTEM AND FLOOD CONTROL IN NIGERIA (ANAMBRA EAST LOCAL GOVERNMENT ANAM COMMUNITY AS CASE STUDY)
The study will examine the effects of poor drainage systems and flood control on the community's infrastructure, including roads, bridges, and buildings. It will also analyze the impact on the local economy, including agricultural activities, business operations, and employment opportunities. The study will further investigate the social consequences of poor drainage systems and flood control, such as health hazards, displacement of residents, and social dislocation. The study will utilize both primary and secondary data sources to obtain relevant information on the subject matter. Primary data will be collected through the use of questionnaires, interviews, and observations. Secondary data, on the other hand, will be obtained from various sources, including government reports, academic articles, and online databases. The findings of this study will be significant in highlighting the importance of proper drainage systems and flood control measures in Nigeria. It will provide useful insights into the challenges faced by local communities in addressing flooding and its impact on their livelihoods. The study will also recommend possible solutions to mitigate the effects of poor drainage systems and flood control, such as the construction of drainage channels, the implementation of flood warning systems, and the establishment of early warning systems. In conclusion, this study will contribute to the existing body of knowledge on the impact of poor drainage systems and flood control in Nigeria. It will serve as a valuable resource for policymakers, local authorities, and other stakeholders in addressing the challenges faced by communities in dealing with flooding and its consequences
WILLIAMS IFEANYI OGBONNA (NAU/2016224053)
PRODUCING LIGHT WEIGHT CONCRETE BY PARTIALLY REPLACING COARSE AGGREGATE WITH PALM KERNEL SHELL
Recent increase in concrete production cost due to high cost of transportation of coarse aggregate to regions where the material is relatively scarce is a major source of concern to professionals in the building industry. Moreover, there are severe negative environmental impact associated with quarrying of limestone ranging from noise pollution, impaired air quality and emission of dust and particles into the atmosphere. The aforementioned problems have necessitated the exploration of environmentally friendly alternative for the production of concrete Uchechi, et al., (2017). This study investigates the feasibility of producing lightweight concrete by partially replacing coarse aggregate with palm kernel shell (PKS). The main objective was to determine the effect of PKS on the mechanical and physical properties of concrete. The experiment involved mixing different proportions of PKS(say 5-20%) with traditional coarse aggregates in concrete mixtures for 1:2:4 mix ratio using 0.6 w/c ratio and testing the compressive strength, water absorption, workability and density of the resulting concrete also, to determine the proportion of palm kernel shell that can be found useful in the production of lightweight concrete. Fifteen cubes of concrete were casted for each percentage replacement including the control mix and tested for 7, 21 and 28days curing ages. It was discovered that 5% replacement of coarse aggregate with palm kernel shell gave the highest slump value apart from the control, while concrete mix with 20% PKS gave lowest slump value, this was because palm kernel shell absorbs more water than granite. Result from the experiment showed that the workability, density and the compressive strength of concrete decreased on addition of palm kernel shell as compared to control cubes.
PROSPER THEOPHILUS OKOCHA (NAU/2017224007)
USE OF MORINGA OLEIFERA AND MAGNIFERA INDICA IN RIVER WATER TREATMENT
This study lays emphasis on the use of Moringa oleifera and Magnifera indica (Mango) as a natural coagulant for water treatment. This is so because Moringa oleifera and Magnifera indica seed powder have gained popularity as natural coagulants in water treatment processes due to their effectiveness and eco-friendliness. The demand for fresh water has continued to increase at a rapid pace due to the growing population, increasing urbanization and the constant economic growth. Fresh water scarcity can be overcome to an extent by using fresh water sources for drinking purposes and treated wastewater for various domestic purposes. Conventional treatment techniques are extremely expensive for developing countries like Nigeria. Therefore, an urgent need for cost effective methods of treatment and recycling of wastewater are highly desirable. The water sample was gotten from Ezu River and was used for the laboratory analysis. The Jar test was used to determine the optimum coagulant dosage of Moringa oleifera and Magnifera indica (Mango). Moringa oleifera and Magnifera indica (Mango) are capable of absorbing various metals and other pollutants present in industrial waste waters. This project also reports an investigation regarding activation of Moringa oleifera and Magnifera indica (Mango) for this purpose. This experimental method found Moringa oleifera and Magnifera indica (Mango) powder coagulant optimum dosage to be 0.5g and 0.3g. However, Moringa oleifera seed powder is more effective than Magnifera indica seed powder.
PRODUCTION OF LIGHWEIGHT CONCRETE THROUGH UTILIZATION OF PALM KERNEL SHELL AND RICE HUSK
The study was carried out to evaluate the effect of palm kernel shell and rice husk on the mechanical properties of light weight concrete. Granite was partially replaced with sand in an in an increasing order of 10% to 40% by weight of granite while sand was partially replaced with rice husk in an increasing order of 5% to 20% by weight of sand. Laboratory test was conducted to evaluate the effect of utilization of palm kernel shell and rice husk in concrete production. This test includes: sieve analysis test, workability test, water absorption test, specific gravity test and compressive strength test. Results obtained from sieve analysis test revealed that sand granite and palm kernel shell were classified as A-2-4 and A-1-b a according to AASHTO Soil Classification System, SC and GM according to Unified Soil Classification System, the specific gravity of granite sand and palm kernel shell were 2.66, 2.69 and 2.17 respectively. Slump test results showed that the slump of the concrete decreased on consistent addition of palm kernel shell and rice husk to the concrete, the hardened density and compressive strength was found to decrease on consistent addition of palm kernel shell and rice husk to the concrete. This study therefore discourage the use of palm kernel shell and rice husk as constituents in concrete production as the density and compressive strength was undermined.
A SURVEY INTO THE SAFETY CONSIDERATIONS FOR PEDESTRIANS. (AWKA SEGMENT OF ENUGU-ONITSHA EXPRESSWAY)
This research is an attempt to dissect into the safety consideration for pedestrians along the Awka segment of the Enugu-Onitsha express way in Anambra Nigeria. The Awka segment of the highway was of interest, Awka is the capital of Anambra state with obvious commercial activities going on at both sides of the carriageway. Problems such as congestion, collisions and hostile vehicle to pedestrian relationship have been observed on this research location. Therefore, it is important to investigate and find possible remedies to this. There are three major intersections along this location, they are; Regina, Aroma and Unizik junction. The volume of pedestrians with respect to behaviors that affect their safety were gotten at these junctions by manual counting, direct and indirect interviews were also carried out on pedestrians. The Regina junction recorded the highest volume pedestrians crossing the carriageway, which is over 50% of the total pedestrian volume at that time. The Aroma junction had 745 people as the highest number of pedestrians walking along the junction during a one-hour period. This junctions lack crossing or walking facilities, hence obvious difficulties were observed for pedestrians using these intersections. The Unizik junction recorded the greatest number of pedestrians using their mobile phones on the road, which was over 35% of the pedestrians crossing at that time. From the interviews carried out, it was analyzed that motorists have a hostile attitude towards pedestrians which makes using these junctions without traffic and safety facilities difficult for pedestrians. It was recommended that there should be provision of facilities that would resolve pedestrian related issues, awareness campaign for road users on the right attitude to increase safety and maintenance of already existing facilities.
ELOCHUKWU ARINZE NWANKWU (NAU/ 2017224045)
DETERMINATION OF THE EFFECT OF EGG SHELL POWDER AND LIME STABILIZATION ON ENGINEERING PROPERTIES OF CLAY SOIL
Improvement of soil properties is necessary in the modern scenario as soils with the required properties are not readily available for construction activities. There have been a lot of issues reported when structures were constructed on weak and soft soils like problems of shear failure, excessive settlement, differential settlement etc. The alternatives left with us are making the soil at site suitable for the expected load by improving its properties. Eggshell Powder (ESP) has not been used as a stabilizing material; however, it could be a supplement for industrial lime. This study was meant to study the effect of eggshell powder on the stabilizing potential of lime on an expansive clay soil. Tests were carried out to determine the optimal quantity of lime and the optimal percentage of lime-ESP combination; the optimal quantity of lime was gradually replaced with suitable amount of eggshell powder. The lime stabilized and lime-ESP stabilized mixtures were subjected to engineering tests. The optimal percentage of lime-ESP combination was attained at a 4% ESP + 3% lime, which served as a control. Results of the Maximum Dry Density (MDD), California Bearing Ratio (CBR), unconfined compression test and Undrained triaxial shear strength test all indicated that lime stabilization at 7% is better than the combination of 4% ESP + 3% lime
THE IMPACT OF MASS TRANSIT SYSTEM AS IT AFFECTS URBANIZATION FROM ASABA TO AWKA
Mass transit has a significant impact on urbanization, affecting the growth and development of cities in numerous ways. One of the main benefits of mass transit is its ability to provide efficient and reliable transportation for large numbers of people, reducing traffic congestion and air pollution. This, in turn, can encourage more people to live and work in urban areas, leading to increased population density and economic activity. Mass transit systems also have the potential to shape the physical layout of cities, influencing the location and design of buildings, public spaces, and other urban infrastructure. In some cases, mass transit can serve as a catalyst for urban revitalization, sparking investment and development in previously neglected areas. However, the impact of mass transit on urbanization is not uniformly positive. Some critics argue that mass transit systems can be expensive to build and maintain, and may not always be cost-effective or sustainable in the long term. Additionally, the construction of mass transit infrastructure can sometimes displace local communities and disrupt the social fabric of neighborhoods. Overall, the impact of mass transit on urbanization is complex and multifaceted, and depends on a variety of factors including local demographics, land use patterns, and transportation policies. As cities continue to grow and evolve, the role of mass transit in shaping urban development is likely to remain a subject of ongoing debate and research.
CHIDIMMA PRECIOUS SAMUEL (NAU/2017224010
EFFECTS OF SAND AND CHIPPING DUST ON GEOTECHNICAL PROPERTIES OF LATERITIC SOIL
The need to ensure that lateritic soils used for the purpose of construction meets the necessary geotechnical requirements for civil engineering application formed the basis for the study. The study was undertaken to evaluate the effect of sand and chipping dust on geotechnical properties of laterite. Laterite was stabilized with sand in an increasing order of 2.5%, 5%, 7.5% and 10% by weight of laterite, the laterite to sand mixture was thereafter stabilized with chipping dust in an increasing order of 2.5%, 5%, 7.5% and 10% by weight of laterite. The specimen was subjected to series of laboratory testing. Some of the tests conducted are: sieve analysis test, specific gravity test, compaction test, atterberg limit (liquid and plastic limit) test and CBR test. Results obtained from sieve analysis test revealed that the chipping dust, laterite and sand were classified as A-2-6, A-6 and A-2-4 according to AASHTO Soil Classification System, SM, CL and SC according to Unified Soil Classification System, the specific gravity of sand, chipping dust and laterite was 2.55, 2.76 and 2.66, the liquid limit, plastic limit and plasticity index of laterite was found to decrease on addition of sand and chipping dust, the maximum dry unit weight of laterite was found to increase on addition of sand and chipping dust while the optimum moisture content was found to decrease on consistent addition of sand and chipping dust to laterite. Results obtained from CBR test revealed that the CBR of laterite increased on consistent addition of sand and chipping dust with the laterite satisfying the criterion for use as sub-base type 1 and 2 material for pavement construction.
EFFECT OF DUST RATIO ON THE CONSOLIDATION BEHAVIOUR OF COMPACTED LATERITIC SOILS
The study was undertaken to evaluate the effect of dust ratio on consolidation properties of compacted lateritic soils. Three laterite samples designated as A, B and C with dust ratios ranging between 0.2-0.4, 0.4-0.6 and 0.6-0.8 were used for the study. The laterite samples were subjected to various testing which include: sieve analysis test, specific gravity test, compaction test, atterberg limit test and consolidation test. Results obtained from sieve analysis test revealed that the samples were classified as A-2-6, A-7-5 and A-7-6 according to AASHTO Soil Classification System, SC (sand mixed with clay) and CH according to Unified Soil Classification System, the specific gravity of the samples were 2.66, 2.62 and 2.55, the liquid limit, plastic limit and plasticity index of the samples were 26.8%, 32.6%, 33.9% while the plastic limit was 15.83%, 17.57%, 20.14%, the plasticity index of the samples were 10.97%, 15.03% and 13.44%, the maximum dry unit weight of the samples were 19.55kN/m3 , 17.18kN/m3 and 16.69kN/m3 , the optimum moisture content were 7.86%, 14.21% and 14.88%, the coefficient of consolidation of the samples were 0.079mm2 /min, 0.081mm2 /min and 0.083mm2 /min, the coefficient of volume compressibility of the samples was 0.0018mm2 /kpa, 0.0021mm2 /kpa and 0.0021mm2 /kpa while the compression index of the samples was 0.0022mm2 /kpa, 0.003mm2 /kpa and 0.001mm2 /kpa. The study therefore concluded that dust ratio has significant impact on consolidation properties of compacted lateritic soils as lateritic soils with high amount of dust ratio has high coefficient of consolidation and coefficient of volume compressibility.
KINGSLEY KENECHUKWU UMENNUIHE (NAU/2017224011)