\documentclass[11pt,twoside]{article}\makeatletter

\IfFileExists{xcolor.sty}%
  {\RequirePackage{xcolor}}%
  {\RequirePackage{color}}
\usepackage{colortbl}
\usepackage{wrapfig}
\usepackage{ifxetex}
\ifxetex
  \usepackage{fontspec}
  \usepackage{xunicode}
  \catcode`⃥=\active \def⃥{\textbackslash}
  \catcode`❴=\active \def❴{\{}
  \catcode`❵=\active \def❵{\}}
  \def\textJapanese{\fontspec{Noto Sans CJK JP}}
  \def\textChinese{\fontspec{Noto Sans CJK SC}}
  \def\textKorean{\fontspec{Noto Sans CJK KR}}
  \setmonofont{DejaVu Sans Mono}
  
\else
  \IfFileExists{utf8x.def}%
   {\usepackage[utf8x]{inputenc}
      \PrerenderUnicode{–}
    }%
   {\usepackage[utf8]{inputenc}}
  \usepackage[english]{babel}
  \usepackage[T1]{fontenc}
  \usepackage{float}
  \usepackage[]{ucs}
  \uc@dclc{8421}{default}{\textbackslash }
  \uc@dclc{10100}{default}{\{}
  \uc@dclc{10101}{default}{\}}
  \uc@dclc{8491}{default}{\AA{}}
  \uc@dclc{8239}{default}{\,}
  \uc@dclc{20154}{default}{ }
  \uc@dclc{10148}{default}{>}
  \def\textschwa{\rotatebox{-90}{e}}
  \def\textJapanese{}
  \def\textChinese{}
  \IfFileExists{tipa.sty}{\usepackage{tipa}}{}
\fi
\def\exampleFont{\ttfamily\small}
\DeclareTextSymbol{\textpi}{OML}{25}
\usepackage{relsize}
\RequirePackage{array}
\def\@testpach{\@chclass
 \ifnum \@lastchclass=6 \@ne \@chnum \@ne \else
  \ifnum \@lastchclass=7 5 \else
   \ifnum \@lastchclass=8 \tw@ \else
    \ifnum \@lastchclass=9 \thr@@
   \else \z@
   \ifnum \@lastchclass = 10 \else
   \edef\@nextchar{\expandafter\string\@nextchar}%
   \@chnum
   \if \@nextchar c\z@ \else
    \if \@nextchar l\@ne \else
     \if \@nextchar r\tw@ \else
   \z@ \@chclass
   \if\@nextchar |\@ne \else
    \if \@nextchar !6 \else
     \if \@nextchar @7 \else
      \if \@nextchar (8 \else
       \if \@nextchar )9 \else
  10
  \@chnum
  \if \@nextchar m\thr@@\else
   \if \@nextchar p4 \else
    \if \@nextchar b5 \else
   \z@ \@chclass \z@ \@preamerr \z@ \fi \fi \fi \fi
   \fi \fi  \fi  \fi  \fi  \fi  \fi \fi \fi \fi \fi \fi}
\gdef\arraybackslash{\let\\=\@arraycr}
\def\@textsubscript#1{{\m@th\ensuremath{_{\mbox{\fontsize\sf@size\z@#1}}}}}
\def\Panel#1#2#3#4{\multicolumn{#3}{){\columncolor{#2}}#4}{#1}}
\def\abbr{}
\def\corr{}
\def\expan{}
\def\gap{}
\def\orig{}
\def\reg{}
\def\ref{}
\def\sic{}
\def\persName{}\def\name{}
\def\placeName{}
\def\orgName{}
\def\textcal#1{{\fontspec{Lucida Calligraphy}#1}}
\def\textgothic#1{{\fontspec{Lucida Blackletter}#1}}
\def\textlarge#1{{\large #1}}
\def\textoverbar#1{\ensuremath{\overline{#1}}}
\def\textquoted#1{‘#1’}
\def\textsmall#1{{\small #1}}
\def\textsubscript#1{\@textsubscript{\selectfont#1}}
\def\textxi{\ensuremath{\xi}}
\def\titlem{\itshape}
\newenvironment{biblfree}{}{\ifvmode\par\fi }
\newenvironment{bibl}{}{}
\newenvironment{byline}{\vskip6pt\itshape\fontsize{16pt}{18pt}\selectfont}{\par }
\newenvironment{citbibl}{}{\ifvmode\par\fi }
\newenvironment{docAuthor}{\ifvmode\vskip4pt\fontsize{16pt}{18pt}\selectfont\fi\itshape}{\ifvmode\par\fi }
\newenvironment{docDate}{}{\ifvmode\par\fi }
\newenvironment{docImprint}{\vskip 6pt}{\ifvmode\par\fi }
\newenvironment{docTitle}{\vskip6pt\bfseries\fontsize{22pt}{25pt}\selectfont}{\par }
\newenvironment{msHead}{\vskip 6pt}{\par}
\newenvironment{msItem}{\vskip 6pt}{\par}
\newenvironment{rubric}{}{}
\newenvironment{titlePart}{}{\par }

\newcolumntype{L}[1]{){\raggedright\arraybackslash}p{#1}}
\newcolumntype{C}[1]{){\centering\arraybackslash}p{#1}}
\newcolumntype{R}[1]{){\raggedleft\arraybackslash}p{#1}}
\newcolumntype{P}[1]{){\arraybackslash}p{#1}}
\newcolumntype{B}[1]{){\arraybackslash}b{#1}}
\newcolumntype{M}[1]{){\arraybackslash}m{#1}}
\definecolor{label}{gray}{0.75}
\def\unusedattribute#1{\sout{\textcolor{label}{#1}}}
\DeclareRobustCommand*{\xref}{\hyper@normalise\xref@}
\def\xref@#1#2{\hyper@linkurl{#2}{#1}}
\begingroup
\catcode`\_=\active
\gdef_#1{\ensuremath{\sb{\mathrm{#1}}}}
\endgroup
\mathcode`\_=\string"8000
\catcode`\_=12\relax

\usepackage[a4paper,twoside,lmargin=1in,rmargin=1in,tmargin=1in,bmargin=1in,marginparwidth=0.75in]{geometry}
\usepackage{framed}

\definecolor{shadecolor}{gray}{0.95}
\usepackage{longtable}
\usepackage[normalem]{ulem}
\usepackage{fancyvrb}
\usepackage{fancyhdr}
\usepackage{graphicx}
\usepackage{marginnote}

\renewcommand{\@cite}[1]{#1}


\renewcommand*{\marginfont}{\itshape\footnotesize}

\def\Gin@extensions{.pdf,.png,.jpg,.mps,.tif}

  \pagestyle{fancy}

\usepackage[pdftitle={Reactions of Hydrated Lime-Saw Dust Ash Blend on the Strength Properties of cement Concrete},
 pdfauthor={}]{hyperref}
\hyperbaseurl{}

	 \paperwidth210mm
	 \paperheight297mm
              
\def\@pnumwidth{1.55em}
\def\@tocrmarg {2.55em}
\def\@dotsep{4.5}
\setcounter{tocdepth}{3}
\clubpenalty=8000
\emergencystretch 3em
\hbadness=4000
\hyphenpenalty=400
\pretolerance=750
\tolerance=2000
\vbadness=4000
\widowpenalty=10000

\renewcommand\section{\@startsection {section}{1}{\z@}%
     {-1.75ex \@plus -0.5ex \@minus -.2ex}%
     {0.5ex \@plus .2ex}%
     {\reset@font\Large\bfseries}}
\renewcommand\subsection{\@startsection{subsection}{2}{\z@}%
     {-1.75ex\@plus -0.5ex \@minus- .2ex}%
     {0.5ex \@plus .2ex}%
     {\reset@font\Large}}
\renewcommand\subsubsection{\@startsection{subsubsection}{3}{\z@}%
     {-1.5ex\@plus -0.35ex \@minus -.2ex}%
     {0.5ex \@plus .2ex}%
     {\reset@font\large}}
\renewcommand\paragraph{\@startsection{paragraph}{4}{\z@}%
     {-1ex \@plus-0.35ex \@minus -0.2ex}%
     {0.5ex \@plus .2ex}%
     {\reset@font\normalsize}}
\renewcommand\subparagraph{\@startsection{subparagraph}{5}{\parindent}%
     {1.5ex \@plus1ex \@minus .2ex}%
     {-1em}%
     {\reset@font\normalsize\bfseries}}


\def\l@section#1#2{\addpenalty{\@secpenalty} \addvspace{1.0em plus 1pt}
 \@tempdima 1.5em \begingroup
 \parindent \z@ \rightskip \@pnumwidth 
 \parfillskip -\@pnumwidth 
 \bfseries \leavevmode #1\hfil \hbox to\@pnumwidth{\hss #2}\par
 \endgroup}
\def\l@subsection{\@dottedtocline{2}{1.5em}{2.3em}}
\def\l@subsubsection{\@dottedtocline{3}{3.8em}{3.2em}}
\def\l@paragraph{\@dottedtocline{4}{7.0em}{4.1em}}
\def\l@subparagraph{\@dottedtocline{5}{10em}{5em}}
\@ifundefined{c@section}{\newcounter{section}}{}
\@ifundefined{c@chapter}{\newcounter{chapter}}{}
\newif\if@mainmatter 
\@mainmattertrue
\def\chaptername{Chapter}
\def\frontmatter{%
  \pagenumbering{roman}
  \def\thechapter{\@roman\c@chapter}
  \def\theHchapter{\roman{chapter}}
  \def\thesection{\@roman\c@section}
  \def\theHsection{\roman{section}}
  \def\@chapapp{}%
}
\def\mainmatter{%
  \cleardoublepage
  \def\thechapter{\@arabic\c@chapter}
  \setcounter{chapter}{0}
  \setcounter{section}{0}
  \pagenumbering{arabic}
  \setcounter{secnumdepth}{6}
  \def\@chapapp{\chaptername}%
  \def\theHchapter{\arabic{chapter}}
  \def\thesection{\@arabic\c@section}
  \def\theHsection{\arabic{section}}
}
\def\backmatter{%
  \cleardoublepage
  \setcounter{chapter}{0}
  \setcounter{section}{0}
  \setcounter{secnumdepth}{2}
  \def\@chapapp{\appendixname}%
  \def\thechapter{\@Alph\c@chapter}
  \def\theHchapter{\Alph{chapter}}
  \appendix
}
\newenvironment{bibitemlist}[1]{%
   \list{\@biblabel{\@arabic\c@enumiv}}%
       {\settowidth\labelwidth{\@biblabel{#1}}%
        \leftmargin\labelwidth
        \advance\leftmargin\labelsep
        \@openbib@code
        \usecounter{enumiv}%
        \let\p@enumiv\@empty
        \renewcommand\theenumiv{\@arabic\c@enumiv}%
	}%
  \sloppy
  \clubpenalty4000
  \@clubpenalty \clubpenalty
  \widowpenalty4000%
  \sfcode`\.\@m}%
  {\def\@noitemerr
    {\@latex@warning{Empty `bibitemlist' environment}}%
    \endlist}

\def\tableofcontents{\section*{\contentsname}\@starttoc{toc}}
\parskip0pt
\parindent1em
\def\Panel#1#2#3#4{\multicolumn{#3}{){\columncolor{#2}}#4}{#1}}
\newenvironment{reflist}{%
  \begin{raggedright}\begin{list}{}
  {%
   \setlength{\topsep}{0pt}%
   \setlength{\rightmargin}{0.25in}%
   \setlength{\itemsep}{0pt}%
   \setlength{\itemindent}{0pt}%
   \setlength{\parskip}{0pt}%
   \setlength{\parsep}{2pt}%
   \def\makelabel##1{\itshape ##1}}%
  }
  {\end{list}\end{raggedright}}
\newenvironment{sansreflist}{%
  \begin{raggedright}\begin{list}{}
  {%
   \setlength{\topsep}{0pt}%
   \setlength{\rightmargin}{0.25in}%
   \setlength{\itemindent}{0pt}%
   \setlength{\parskip}{0pt}%
   \setlength{\itemsep}{0pt}%
   \setlength{\parsep}{2pt}%
   \def\makelabel##1{\upshape ##1}}%
  }
  {\end{list}\end{raggedright}}
\newenvironment{specHead}[2]%
 {\vspace{20pt}\hrule\vspace{10pt}%
  \phantomsection\label{#1}\markright{#2}%

  \pdfbookmark[2]{#2}{#1}%
  \hspace{-0.75in}{\bfseries\fontsize{16pt}{18pt}\selectfont#2}%
  }{}
      \def\TheFullDate{2019 2019-01-15 (revised: 31 Year 2019 15 January 2019)}
\def\TheID{\makeatother }
\def\TheDate{2019 2019-01-15}
\title{Reactions of Hydrated Lime-Saw Dust Ash Blend on the Strength Properties of cement Concrete}
\author{}\makeatletter 
\makeatletter
\newcommand*{\cleartoleftpage}{%
  \clearpage
    \if@twoside
    \ifodd\c@page
      \hbox{}\newpage
      \if@twocolumn
        \hbox{}\newpage
      \fi
    \fi
  \fi
}
\makeatother
\makeatletter
\thispagestyle{empty}
\markright{\@title}\markboth{\@title}{\@author}
\renewcommand\small{\@setfontsize\small{9pt}{11pt}\abovedisplayskip 8.5\p@ plus3\p@ minus4\p@
\belowdisplayskip \abovedisplayskip
\abovedisplayshortskip \z@ plus2\p@
\belowdisplayshortskip 4\p@ plus2\p@ minus2\p@
\def\@listi{\leftmargin\leftmargini
               \topsep 2\p@ plus1\p@ minus1\p@
               \parsep 2\p@ plus\p@ minus\p@
               \itemsep 1pt}
}
\makeatother
\fvset{frame=single,numberblanklines=false,xleftmargin=5mm,xrightmargin=5mm}
\fancyhf{} 
\setlength{\headheight}{14pt}
\fancyhead[LE]{\bfseries\leftmark} 
\fancyhead[RO]{\bfseries\rightmark} 
\fancyfoot[RO]{}
\fancyfoot[CO]{\thepage}
\fancyfoot[LO]{\TheID}
\fancyfoot[LE]{}
\fancyfoot[CE]{\thepage}
\fancyfoot[RE]{\TheID}
\hypersetup{citebordercolor=0.75 0.75 0.75,linkbordercolor=0.75 0.75 0.75,urlbordercolor=0.75 0.75 0.75,bookmarksnumbered=true}
\fancypagestyle{plain}{\fancyhead{}\renewcommand{\headrulewidth}{0pt}}

\date{}
\usepackage{authblk}

\providecommand{\keywords}[1]
{
\footnotesize
  \textbf{\textit{Index terms---}} #1
}

\usepackage{graphicx,xcolor}
\definecolor{GJBlue}{HTML}{273B81}
\definecolor{GJLightBlue}{HTML}{0A9DD9}
\definecolor{GJMediumGrey}{HTML}{6D6E70}
\definecolor{GJLightGrey}{HTML}{929497} 

\renewenvironment{abstract}{%
   \setlength{\parindent}{0pt}\raggedright
   \textcolor{GJMediumGrey}{\rule{\textwidth}{2pt}}
   \vskip16pt
   \textcolor{GJBlue}{\large\bfseries\abstractname\space}
}{%   
   \vskip8pt
   \textcolor{GJMediumGrey}{\rule{\textwidth}{2pt}}
   \vskip16pt
}

\usepackage[absolute,overlay]{textpos}

\makeatother 
      \usepackage{lineno}
      \linenumbers
      
\begin{document}

             \author[1]{Awodiji T.G.  Chioma}

             \author[2]{Dimo J.  Onyebuchi}

             \author[3]{Nwurumibe  Chukwuebuka}

             \author[4]{Awodiji O.  Olujide}

             \author[5]{Arimanwa I.  Joan}

             \affil[1]{  Federal University of Technology}

\renewcommand\Authands{ and }

\date{\small \em Received: 6 December 2018 Accepted: 4 January 2019 Published: 15 January 2019}

\maketitle


\begin{abstract}
        


- This study was carried out to determine the reaction of Hydrated lime (HL)-Saw dust ash (SDA) blend on the strength properties of cement concrete. Compressive strength and modulus of elasticity with respect to water-cement ratio and percentage replacements of Portland cement (PC) were experimented. Concrete was prepared using a constant mix ratio of 1:2:4 with varying water-cement (w/c) ratios of 0.55, 0.57, 0.58, 0.6, and 0.65respectively. Percentage replacements of port land cement with HL and SDA of 0%, 10%, 20% and 30% for HL-SDA proportions of 50%:50% and 75%:25% respectively were investigated. Portland cement, river sand, granite chippings, hydrated lime and saw dust ash were the materials used. 150mmx150mmx150mm concrete cube sizes, were adopted as specimen.

\end{abstract}


\keywords{hydrated lime (HL), saw dust-ash (SDA), water-cement (W/C) ratio, portland cement (PC), compressive strength, modulus of elasticity}

\begin{textblock*}{18cm}(1cm,1cm) % {block width} (coords) 
\textcolor{GJBlue}{\LARGE Global Journals \LaTeX\ JournalKaleidoscope\texttrademark}
\end{textblock*}

\begin{textblock*}{18cm}(1.4cm,1.5cm) % {block width} (coords) 
\textcolor{GJBlue}{\footnotesize \\ Artificial Intelligence formulated this projection for compatibility purposes from the original article published at Global Journals. However, this technology is currently in beta. \emph{Therefore, kindly ignore odd layouts, missed formulae, text, tables, or figures.}}
\end{textblock*}


\let\tabcellsep& 	 	 		 
\section[{Reactions of Hydrated Lime-Saw Dust Ash Blend on the Strength Properties of cement Concrete}]{Reactions of Hydrated Lime-Saw Dust Ash Blend on the Strength Properties of cement Concrete}\par
Awodiji T.G. Chioma , Dimo J. Onyebuchi ? , Nwurumibe Chukwebuke ? , Awodiji O. Olujide ? \& Arimanwa I. Joan ¥ Abstract-This study was carried out to determine the reaction of Hydrated lime (HL)-Saw dust ash (SDA) blend on the strength properties of cement concrete. Compressive strength and modulus of elasticity with respect to water-cement ratio and percentage replacements of Portland cement (PC) were experimented. Concrete was prepared using a constant mix ratio of 1:2:4 with varying water-cement (w/c) ratios of 0.55, 0.57, 0.58, 0.6, and 0.65respectively. Percentage replacements of port land cement with HL and SDA of 0\%, 10\%, 20\% and 30\% for HL-SDA proportions of 50\%:50\% and 75\%:25\% respectively were investigated. Portland cement, river sand, granite chippings, hydrated lime and saw dust ash were the materials used. 150mmx150mmx150mm concrete cube sizes, were adopted as specimen. The concrete were kept damp in open water tanks at room temperature and then tested in compression after 28days and 56days. The values of compressive strength acquired were then used to determine the modulus of elasticity of the concrete. Considering the compressive strength test results, mixes with proportion of HL-SDA of 75\%:25\% gave higher strength readings than those having 50\%:50\% ratio. The greatest compressive strengths at 28 days and 56 days, were 27.56N/mm 2 and 30.40N/mm 2 respectively for a w/c ratio of 0.58 at 10\% replacement of portland cement. This resulted to an 11.32\% and 17.70\% strength increase respectively, when compared to the highest values obtained from the control mixes. The mixes having 10\% replacement of PC were observed to produce structural concrete. A reduction in strength was generally observed for the 20\% and 30\% replacement of PC with HL and SDA. At 20\% replacement, the highest compressive strengths reached at 28 days and 56 days were 23.11N/mm 2 and 27.11N/mm 2 . For the 30\% replacement, it was generally observed that the 56 days, 50\%HL: 50\%SDA proportion generated slightly higher strength values than the 75\%:25\% proportions even though, the optimal strengths of 20N/mm 2 and 24N/mm 2 at 28 days and 56 days respectively, were recorded by the 75\%HL:25\%SDA.It was noted that the addition of 50\% HL and 50\%SDA, did not improve the modulus of elasticity of the concrete. At 30\% replacement, modulus of elasticity for all the mixes considered reduced when compared to the control mixes. For structural purpose, optimum HL-SDA Introduction he use of concrete as a construction material has over the years, gained wide acceptance globally. This is why the need to come up with concrete with distinct and useful features e.g. improved durability and strength has always been a welcomed idea. According to [1], the current production of cement, which is a major component of concrete is growing by 2.5\% annually, and is anticipated to rise from 2.55 billion tons in 2006 to 4.4 billion tons by 2050. Regrettably, cement production is judged to be one of the major giver of the heat wave gas emissions into the atmosphere. It entails the substantial discharge of carbon dioxide from the chemical processes involved. Present-day evaluations are that this process contributes about 5\% of total human induced CO 2 emissions excluding land use change \hyperref[b0]{[2]}. An additional process that could put in a further 60\% to the operation is the firing of fossil fuel to bring on the relevant energy requirement for heating up the raw materials at temperature well over 1000 0 C \hyperref[b1]{[3]}.According to [4], total emissions from the cement industry contribute as much as 8\% of world-wide CO 2 release. This gas has evolved to the various ruinous climatic conditions wrecking the earth today. So, alternative cement that is more sustainable as well as cost effective are being suggested by sundry researches in the field of concrete technology, in order to minimize the cement industry's contribution to these problems and make cement production more energy efficient.\par
Reducing emission from the incinerating exercise means looking for a material other than limestone. Combined cement replaces some of the limestone-based clinker with other materials such as flyash, silica fume and agricultural waste products that are pozollanic in nature. These blends also assist in reducing the energy demand for the calcination process thereby making the procedure more energy friendly. In this innovative examination, a blend of hydrated lime and saw dust ash as incomplete substitutes for cement in making concrete was appraised. Special attention was given to the effects of water cement ratio and percentage replacement of portland cement with HL and SDA on the compressive strength and modulus of elasticity of the concrete. \hyperref[b2]{[5]} defined hydrated lime as a dry white powder consisting essentially of calcium hydroxide obtained by treating lime with water. It is traditionally called slaked lime. It has many names including builder's lime, pickling lime, cal and slaked lime. It has many uses that comprises: a flocculant, in water and sewage treatment and improvement of acid soil; an ingredient in whitewash, mortar and plaster; an ingredient in baby milk; a home remedy for throat infections as well as sprains and a chemical reagent. In combination of water, sand or cement, it is used to make mortars and plasters.\par
Saw dust is wood biomass occasioned by the timber industry. It is a notable waste and is usually used as a wood fuel for generating energy. The burning of saw dust reduces its size and gives rise to a product known as saw dust ash (SDA) \hyperref[b3]{[6]}. Most times, this ash is not capably gotten rid of but is openly left on dump sites. Accordingly, it creates health and environmental challenges. The inhalation of saw dust ash or saw dust into the body can lead to breathing complications like asthma or lung cancer. When in contact with the skin, SDA can result to irritation or ulceration of the skin \hyperref[b4]{[7]}. One manageable way of doing away with this waste is by integrating it as a part of the materials in the making of concrete.\par
Works on concrete and mortar incorporated with SDA and HL have been performed by many authors. \hyperref[b5]{[8]}used SDA having 45\% hydrated lime as partial replacement of ordinary portland cement (OPC) for making hollow blocks, in order to solve the issues of environmental and economic consideration. Their results showed at 10\% OPC replacement with SDA, a cement to aggregate mix of 1:8at 0.55 w/c ratio, produced the highest compressive strength. They also suggested that the cement-aggregate mix could be reduced to achieve higher strength. \hyperref[b6]{[9]} studied some properties of concrete made using hydrated lime and pozzolans (silica fume, fly ash and metakaolin) as substitutes for portland cement. Results from this studies revealed that structural concrete could be produced from silica fumelime mixes and silica fume-fly ash-lime mixes. They concluded that metakaolin-lime mix could only be used for making mortar. The pozzolanic-lime mixes showed longer setting time and lower heat of hydration than the PC mix. This is an advantage during hot weather concreting.\par
[10] worked on the environmental credentials of hydraulic lime-pozzolan concret. They perceivedthat using hydraulic lime (NHL5) alone as a green alternative binder to portland cement (CEM 1) is not practical. But, the use of NHL5 with pozollanic materials, showed a more applicable low-carbon substitute to CEM 1 and CEM 111A in defined conditions. \hyperref[b8]{[11]} analyzed the partial replacement of cement with SDA in concrete and reported that its advantage can only be derived when PC is replaced with SDA at a level not exceeding 10\%. Maximum benefits was seen to occur at 5\% substitution. An increase in strength was detected at longer curing age. But, it reduced as the percentage of SDA increased. Further, they perceived that the concrete became more workable as the proportion of SDA increased.\par
Similarly, \hyperref[b9]{[12]} worked on SDA as partial replacement of cement. He uncovered that the inclusion of SDA in cement promoted the occurrence of little expansion due to low carbon content. In addition, he observed that the early strength gain was about 50\% to 60\% of the 28 th day strength. Furthermore, he recommended amaximum percentage replacement of PC with SDA of 10\% by volume in all grades of cement studied. \hyperref[b11]{[13]} stated that wood waste, either in the form of saw dust ash or wood aggregate can be included into the concrete mix to form structural concrete. This concrete is seen to have good durability properties as the percentage water absorptions reviewed were less than 10\% \hyperref[b19]{[14]}. They expressed that the replacement level must not be greater than 20\%. \hyperref[b20]{[15]}, from their studies observed that the compressive strength of concrete decreased with increase in SDA. They recommended a 5\% optimal OPC replacement with SDA. \hyperref[b21]{[16]} worked on the properties of concrete modified with low density polyethylene (LDPE) and saw dust ash. From their findings, they stated that the workability of the concrete decreased as percentage replacement of LDPE and saw dust ash increased. Also, the strength properties of the modified concrete reduced when compared to the conventional mix. In addition, density of the modified mix was less than that of the conventional mix. Finally, they recommended an optimal combination of LDPE and saw dust of 5\% and 3\% respectively. 
\section[{II.}]{II.} 
\section[{Experimental Works a) Materials}]{Experimental Works a) Materials}\par
In this investigation, the material used for making concrete in the laboratory include; portland cement, hydrated lime, saw dust ash, river sand, granite chippings and water. The grade 42.5R portland cement with brand name "Dangote" was used and produced according to \hyperref[b17]{[17]}. This was bought from Naze market in Owerri-west Local Government Area of Imo state, Nigeria. Hydrated lime was obtained from Eiestening Calcining Company in Okene, Edo State. Its physiochemical properties are presented in Table \hyperref[tab_0]{1}.Saw dust was procured from the Naze wood market. It was air dried for 3 days and then heated (while stirring) in an open pot until it was observed that there was no more release of steam. This was done to reduce to minimum its moisture content. The saw dust was then calcined by open air burning. The ash obtained was further pulverised using a grinding mill and sieved with a 75 micro sieve for efficient mixing with hydrated lime and portland cement. Physio-chemical test result of the saw dust ash is presented on Table \hyperref[tab_1]{2}.\par
Fine aggregate of nominal size 5mm, obtained from Otamiri River in Owerri-West, was used. This aggregate was washed thoroughly and sun dried for a week, before being used. Also, granite chippings of nominal size 19mm was obtained from the quarry site of Arab contractors Nigeria Limited Owerri, Imo State. The aggregates were properly sieved using a mechanical sieve shakers in accordance with  {\ref [18]}. River sand and granite chippings were observed to be poorly graded and had bulk density values of 1657.30kg/m 3 and 1571.65kg/m 3 respectively. The water used for this research work was portable and obtained from the Federal University of Technology, Owerri. A total of 350 mix proportion were investigated. A mix ratio of 1:2:4 (binder: fine aggregate: coarse aggregate) at varying water-cement ratio of 0.55, 0.57, 0.58, 0.60and 0.65 was adopted. Percentage replacement of PC with SDA of 0\%, 10\%, 20\% and 30\% were experimented. For each percentage replacement considered, the effect of PC to SDA proportion of 75\%: 25\% and 50\%: 50\% were studied. Batching of the material was done by weight using a weighing balance of 50kg capacity. The sand was measured and mixed thoroughly with the cement, hydrated lime, and saw dust ash in a waterproof surface before the granite chippings was added. Water was then included and the whole batch was uniformly mixed using a shovel. Table \hyperref[tab_2]{3} to Table \hyperref[tab_5]{6} shows the mix proportioning of materials.\par
The material was poured into oil coated, metal square molds of cross section 150mm x 150mm. These molds were kept on clean, level and firm surface. The concrete in the mold was compacted in 3 layers with each layer receiving 25 blows of a 25mm steel rod. The surface of the mold was levelled and marked for identification. The specimen were left to set and the molds removed after 24 hours. They were then placed in water tanks at room temperature and left to cure for 28days and 56 days respectively.  
\section[{Plate 3: Concrete cubes}]{Plate 3: Concrete cubes}\par
Compressive strength test on hardened hydrated lime-saw dust ash-cement concrete according to \hyperref[b14]{[19]} was carried out and the equation 1 was used to achieve the compressive strength values.\par
Compressive Strength (N/mm 2 ) = F/A\par
(1) Where F = Applied force by the compression testing machine (KN) and A = Cross sectional area of the cube (m 2 ). Results obtained from this test are presented on Table \hyperref[tab_7]{7}. In addition, the modulus of elasticity was determine from the values of the compressive strengths of the concrete according to \hyperref[b15]{[20]} for normal density concrete using the equation 2:???? = 4700?????\textbf{(2)}\par
Where Fc = Compressive strength (N/mm 2 ). The results obtained are also presented in Table \hyperref[tab_7]{7} III. 
\section[{Results and Discussion}]{Results and Discussion}\par
The results obtained after the investigation on compressive strength and modulus of elasticity of the HL-SDA cement concrete are as shown in Table \hyperref[tab_7]{7}. Comparing this value with that of the control mix, a rise in strength of 17.70\% was achieved. Highest 28 days strength obtained was 27.56N/mm 2 . Therefore, an increase in strength of about 10.31\% was observed from 28 days to 56 days of curing. The mixes having 10\% replacement of PC were observed to produce structural concrete. Except for mix A 5 which had a 50\% HL: 50\%SDA proportion at water-cement ratio of 0.65. This may be due to the fact that the water content in the concrete was too high and so, strength dropped. The strength of concrete with 75\%HL: 25\%SDA at 56 days, were higher than those of the control values.\par
A reduction in strength was generally observed for the 20\% and 30\% replacement of PC with HL and SDA. But, at 20\% replacement, 56 days of curing and 50\%HL: 50\%SDA, an increase in strength of 15.66\%, 1.62\% and 4.555\% were observed at water-cement ratios of 0.58, 0.6 and 0.65 respectively, when compared to the 10\% replacement. The highest compressive strengths reached at 28 days and 56 days were 23.11N/mm 2 and 27.11N/mm 2 at mix nos. B 7 and B 9 respectively. 20\% replacement of PC with HL and SDA still resulted to the production of structural concrete except for mix nos. B 1 , B 2 and B 5 at 28 days.\par
At 30\% replacement, it was generally observed that the 56 days, 50\%HL: 50\%SDA proportion generated slightly higher strength values than the 75\%:25\% proportions. Although, the optimal strengths of 20N/mm 2 and 24N/mm 2 at 28 days and 56 days respectively, were recorded by the 75\%HL:25\%SDA. Since hydrated lime is known to improve workability in fresh concrete, a 50\% content of SDA in the mixture will absorb more water than a 25\% SDA content. This resulted to less water in the 50\%HL:50\%SDA and more in the 75\%HL:25\%SDA. With lesser water content in the concrete, strength increased slightly.\par
At 10\% replacement of PC with 75\%HL: 25\%SDA, optimum values of modulus of elasticity were recorded at 0.58 w/c ratio. These highest values were 24,673.88N/mm 2 at 28 days and 25,914.01N/mm 2 at 56 days. These were higher than the control values, showing that the inclusion of HL and SDA in the proportion of 75\%:25\% resulted to a stiffer concrete. This concrete will experience a reduction in deflection when compared to the conventional one. On the other hand, highest values of modulus of elasticity for the 50\%HL:50\%SDA inclusion occurred at a w/c of 0.57. These values were 23,235.31N/mm 2 and 23,612.53N/mm 2 for the 28 days and 56 days respectively. It was generally observed that the addition of 50\%HL: 50\%SDA, did not improve the modulus of elasticity of concrete.\par
20\% inclusion of HL and SDA generally reduced the values of the modulus of elasticity of the concrete when compared to the 10\% inclusion. Highest value of 24, 471.61N/mm 2 was achieved at 0.6 w/c ratio for the 56 days having 75\%HL: 25\%SDA mixture. Overview, the control readings were higher than those obtained from the 28 days specimen. Only the concrete produced from the 75\% HL and 25\%SDA at w/c between 0.6 and 0.65, experienced an improvement of modulus of elasticity.\par
The results of modulus of elasticity from the 30\% inclusion of HL and SDA gave values that were lower than those obtained from the control mixes. This means that a 30\% replacement of PC with HL and SDA will reduce the stiffness of the concrete. 
\section[{b) Effect of water cement ratio on the strength}]{b) Effect of water cement ratio on the strength}\par
properties of HL-SDA cement concrete.    In general, it can be seen that the compressive strengths of the concrete increased to optimum watercement ratios, before they began to drop. At 10\% replacement of PC with HL and SDA, compressive strength for the 50\%HL: 50\%SDA increased until an optimum water-cement ratio of 0.57 was achieved. Thereafter, strength reduced. For 75\%HL: 25\%SDA, optimum water cement ratio happened at 0.58. These were observed for the two curing ages. At a watercement ratio of 0.55, the concrete mix having 50\%HL: 50\%SDAat 56 days, experienced the highest strength value.\par
Considering the 20\% replacement (50\%HL: 50\%SDA), the water-cement ratio that generated the greatest strength was 0.6 at 28 days and 0.58 at 56 days. For 75\%HL: 25\%SDA, highest strength occurred at water-cement ratio of 0.60. At 30\% PC substitution with HL and SDA, highest strength also occurred at 0.58 water-cement ratio. The effects of w/c ratio on the modulus of elasticity of the concrete is illustrated in Fig 5 to   Similar to the compressive strength, modulus of elasticity of the various concrete mixes increased up to their optimum w/c ratios before declining. Highest values of modulus of elasticity at 10\% and 20\% replacement of PC with HL and SDA occurred at the w/c ratios of 0.58 and 0.6 respectively. These were obtained from the 56 days specimen of 75\%HL: 25\%SDA. An optimum w/c ratio of 0.57 was recorded from the 56 days control mix. At w/c of 0.55, the modulus of elasticity of the 28 days concrete produced from 50\%HL: 50\%SDA was far less than those of the other mixes at 30\% inclusion of HL and SDA. At 20\% replacement, improvement of the modulus of elasticity of the concrete was observed only for w/c ratios of 0.59, 0.6 and 0.65 for the 75\% Hl: 25\%SDA at 56 days. 
\section[{IV.}]{IV.} 
\section[{Conclusions}]{Conclusions}\par
From this experimental studies, the following conclusions were made: a. The best percentage replacement of PC with HL and SDA is 10\%. b. The concrete with proportion 75\%HL: 25\%SDA generally gave better strength results than those with 50\%HL: 50\%SDA. c. The strengths of concrete with 75\%HL: 25\%SDA at 56 days, were higher than those of the control values. d. Highest compressive strength values obtained at 28 days and 56 days were 27.56N/mm 2 and 30.40N/mm 2 respectively. This occurred at watercement ratios of 0.57 and 0.58 for 10\% replacement of PC with 75\% HL and 25\% SDA. e. For 20\% replacement of PC with HL and SDA, the 75\%HL: 25\%SDA is recommended for structural use. 50\%HL: 50\%SDA can still be used for structural works. But, the concrete must be allowed to cure for up to 56 days in other to generate the required strength needed before loading. \begin{figure}[htbp]
\noindent\textbf{1}\includegraphics[]{image-2.png}
\caption{\label{fig_0}Fig 1 to}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{1}\includegraphics[]{image-3.png}
\caption{\label{fig_1}Fig. 1 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{4}\includegraphics[]{image-4.png}
\caption{\label{fig_2}Fig. 4 :}\end{figure}
   \begin{figure}[htbp]
\noindent\textbf{1} \par 
\begin{longtable}{P{0.34723404255319146\textwidth}P{0.5027659574468085\textwidth}}
Component\tabcellsep Percentage (\%) composition\\
CaO\tabcellsep 82\\
MgO\tabcellsep 5.3\\
H 2 0\tabcellsep 0.87\\
Ca(OH) 2\tabcellsep 86.47\\
SiO 2\tabcellsep 2.54\\
PH\tabcellsep 9.03\\
Al 2 O 3\tabcellsep 4.85\\
Others\tabcellsep 3.52\\
Loss of ignition\tabcellsep 0.23\\
Property\tabcellsep Description\\
Colour\tabcellsep White\\
Solubility\tabcellsep Partially soluble in H 2 O and HCl\\
Texture\tabcellsep Smooth\\
\tabcellsep Plate 1: Hydrated lime\end{longtable} \par
 
\caption{\label{tab_0}Table 1 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{2} \par 
\begin{longtable}{P{0.34744525547445254\textwidth}P{0.25127737226277375\textwidth}P{0.25127737226277375\textwidth}}
\tabcellsep \tabcellsep ( ) Volume XIx X Issue III V ersion I E\\
\tabcellsep \tabcellsep of Researches in Engineering\\
Component K 2 O Na 2 O Fe 2 O 3\tabcellsep Percentage (\%) composition 1.77 2.76 2.41\tabcellsep Global Journal\\
SiO 2\tabcellsep 65.3\tabcellsep \\
Al 2 O 3\tabcellsep 4.25\tabcellsep \\
MgO\tabcellsep 5.32\tabcellsep \\
CaO\tabcellsep 9.98\tabcellsep \\
Loss of ignition\tabcellsep 3.95\tabcellsep \\
Specific gravity\tabcellsep 2.33\tabcellsep \\
Mean particle size\tabcellsep 179 µm\tabcellsep \\
Bulk density\tabcellsep 760kg/m 3\tabcellsep \end{longtable} \par
 
\caption{\label{tab_1}Table 2 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{3} \par 
\begin{longtable}{P{0.05155737704918033\textwidth}P{0.05991803278688524\textwidth}P{0.05852459016393443\textwidth}P{0.0710655737704918\textwidth}P{0.05991803278688524\textwidth}P{0.019508196721311474\textwidth}P{0.023688524590163934\textwidth}P{0.07663934426229509\textwidth}P{0.12819672131147541\textwidth}P{0.07245901639344261\textwidth}P{0.07385245901639344\textwidth}P{0.07524590163934426\textwidth}P{0.07942622950819672\textwidth}}
\tabcellsep \tabcellsep \tabcellsep \multicolumn{2}{l}{Mix Ratio}\tabcellsep \tabcellsep \tabcellsep \tabcellsep \multicolumn{5}{l}{Mix proportion in weight for 1 cube (kg)}\\
MIX NO\tabcellsep W/C\tabcellsep PC\tabcellsep HL\tabcellsep SDA\tabcellsep Sand\tabcellsep Granite\tabcellsep Water\tabcellsep PC\tabcellsep HL\tabcellsep SDA\tabcellsep Sand\tabcellsep Granite\\
A 1\tabcellsep 0.55\tabcellsep 0.90\tabcellsep 0.05\tabcellsep 0.05\tabcellsep 2\tabcellsep 4\tabcellsep 0.707\tabcellsep 1.157\tabcellsep 0.064\tabcellsep 0.064\tabcellsep 2.571\tabcellsep 5.143\\
A 2\tabcellsep 0.57\tabcellsep 0.90\tabcellsep 0.05\tabcellsep 0.05\tabcellsep 2\tabcellsep 4\tabcellsep 0.733\tabcellsep 1.157\tabcellsep 0.064\tabcellsep 0.064\tabcellsep 2.571\tabcellsep 5.143\\
A 3\tabcellsep 0.58\tabcellsep 0.90\tabcellsep 0.05\tabcellsep 0.05\tabcellsep 2\tabcellsep 4\tabcellsep 0.746\tabcellsep 1.157\tabcellsep 0.064\tabcellsep 0.064\tabcellsep 2.571\tabcellsep 5.143\\
A 4\tabcellsep 0.60\tabcellsep 0.90\tabcellsep 0.05\tabcellsep 0.05\tabcellsep 2\tabcellsep 4\tabcellsep 0.772\tabcellsep 1.157\tabcellsep 0.064\tabcellsep 0.064\tabcellsep 2.571\tabcellsep 5.143\\
A 5\tabcellsep 0.65\tabcellsep 0.90\tabcellsep 0.05\tabcellsep 0.05\tabcellsep 2\tabcellsep 4\tabcellsep 0.836\tabcellsep 1.157\tabcellsep 0.064\tabcellsep 0.064\tabcellsep 2.571\tabcellsep 5.143\\
A 6\tabcellsep 0.55\tabcellsep 0.90\tabcellsep 0.75\tabcellsep 0.25\tabcellsep 2\tabcellsep 4\tabcellsep 0.707\tabcellsep 1.157\tabcellsep 0.096\tabcellsep 0.032\tabcellsep 2.571\tabcellsep 5.143\\
A 7\tabcellsep 0.57\tabcellsep 0.90\tabcellsep 0.75\tabcellsep 0.25\tabcellsep 2\tabcellsep 4\tabcellsep 0.733\tabcellsep 1.157\tabcellsep 0.096\tabcellsep 0.032\tabcellsep 2.571\tabcellsep 5.143\\
A 8\tabcellsep 0.58\tabcellsep 0.90\tabcellsep 0.75\tabcellsep 0.25\tabcellsep 2\tabcellsep 4\tabcellsep 0.746\tabcellsep 1.157\tabcellsep 0.096\tabcellsep 0.032\tabcellsep 2.571\tabcellsep 5.143\\
A 9\tabcellsep 0.60\tabcellsep 0.90\tabcellsep 0.75\tabcellsep 0.25\tabcellsep 2\tabcellsep 4\tabcellsep 0.772\tabcellsep 1.157\tabcellsep 0.096\tabcellsep 0.032\tabcellsep 2.571\tabcellsep 5.143\\
A 10\tabcellsep 0.65\tabcellsep 0.90\tabcellsep 0.75\tabcellsep 0.25\tabcellsep 2\tabcellsep 4\tabcellsep 0.836\tabcellsep 1.157\tabcellsep 0.096\tabcellsep 0.032\tabcellsep 2.571\tabcellsep 5.143\end{longtable} \par
 
\caption{\label{tab_2}Table 3 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{4} \par 
\begin{longtable}{P{0.05176282051282051\textwidth}P{0.05176282051282051\textwidth}P{0.04903846153846154\textwidth}P{0.07355769230769231\textwidth}P{0.10625\textwidth}P{0.010897435897435897\textwidth}P{0.010897435897435897\textwidth}P{0.11987179487179486\textwidth}P{0.11442307692307692\textwidth}P{0.05993589743589743\textwidth}P{0.06266025641025641\textwidth}P{0.06538461538461539\textwidth}P{0.07355769230769231\textwidth}}
\tabcellsep \tabcellsep \tabcellsep Mix Ratio\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \multicolumn{5}{l}{Mix proportion in weight for 1 cube (kg)}\\
MIX NO.\tabcellsep W/C\tabcellsep PC\tabcellsep HL\tabcellsep \multicolumn{4}{l}{SDA Sand Granite. Water}\tabcellsep PC\tabcellsep HL\tabcellsep SDA\tabcellsep Sand\tabcellsep Granite\\
B 1\tabcellsep 0.55\tabcellsep 0.80\tabcellsep 0.10\tabcellsep 0.10\tabcellsep 2\tabcellsep 4\tabcellsep \multicolumn{2}{l}{0.707 1.029}\tabcellsep 0.129\tabcellsep 0.129\tabcellsep 2.571\tabcellsep 5.143\\
B 2\tabcellsep 0.57\tabcellsep 0.80\tabcellsep 0.10\tabcellsep 0.10\tabcellsep 2\tabcellsep 4\tabcellsep \multicolumn{2}{l}{0.733 1.029}\tabcellsep 0.129\tabcellsep 0.129\tabcellsep 2.571\tabcellsep 5.143\\
B 3\tabcellsep 0.58\tabcellsep 0.80\tabcellsep 0.10\tabcellsep 0.10\tabcellsep 2\tabcellsep 4\tabcellsep \multicolumn{2}{l}{0.746 1.029}\tabcellsep 0.129\tabcellsep 0.129\tabcellsep 2.571\tabcellsep 5.143\\
B 4\tabcellsep 0.60\tabcellsep 0.80\tabcellsep 0.10\tabcellsep 0.10\tabcellsep 2\tabcellsep 4\tabcellsep \multicolumn{2}{l}{0.772 1.029}\tabcellsep 0.129\tabcellsep 0.129\tabcellsep 2.571\tabcellsep 5.143\end{longtable} \par
 
\caption{\label{tab_3}Table 4 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{5} \par 
\begin{longtable}{P{0.045667244367417675\textwidth}P{0.05892547660311958\textwidth}P{0.05892547660311958\textwidth}P{0.07954939341421144\textwidth}P{0.06629116117850953\textwidth}P{0.014731369150779895\textwidth}P{0.0279896013864818\textwidth}P{0.144367417677643\textwidth}P{0.05892547660311958\textwidth}P{0.07365684575389948\textwidth}P{0.07365684575389948\textwidth}P{0.07365684575389948\textwidth}P{0.07365684575389948\textwidth}}
\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep and saw -\tabcellsep dust ash\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep \tabcellsep \multicolumn{2}{l}{Mix Ratio}\tabcellsep \tabcellsep \tabcellsep \multicolumn{6}{l}{Mix proportion in weight for 1 cube (kg)}\\
C 1\tabcellsep 0.55\tabcellsep 0.70\tabcellsep 0.15\tabcellsep 0.15\tabcellsep 2\tabcellsep 4\tabcellsep 0.707\tabcellsep 0.90\tabcellsep 0.193\tabcellsep 0.193\tabcellsep 2.571\tabcellsep 5.143\\
C 2\tabcellsep 0.57\tabcellsep 0.70\tabcellsep 0.15\tabcellsep 0.15\tabcellsep 2\tabcellsep 4\tabcellsep 0.733\tabcellsep 0.90\tabcellsep 0.193\tabcellsep 0.193\tabcellsep 2.571\tabcellsep 5.143\\
C 3\tabcellsep 0.58\tabcellsep 0.70\tabcellsep 0.15\tabcellsep 0.15\tabcellsep 2\tabcellsep 4\tabcellsep 0.746\tabcellsep 0.90\tabcellsep 0.193\tabcellsep 0.193\tabcellsep 2.571\tabcellsep 5.143\\
C 4\tabcellsep 0.60\tabcellsep 0.70\tabcellsep 0.15\tabcellsep 0.15\tabcellsep 2\tabcellsep 4\tabcellsep 0.772\tabcellsep 0.90\tabcellsep 0.193\tabcellsep 0.193\tabcellsep 2.571\tabcellsep 5.143\\
C 5\tabcellsep 0.65\tabcellsep 0.70\tabcellsep 0.15\tabcellsep 0.15\tabcellsep 2\tabcellsep 4\tabcellsep 0.836\tabcellsep 0.90\tabcellsep 0.193\tabcellsep 0.193\tabcellsep 2.571\tabcellsep 5.143\\
C 6\tabcellsep 0.55\tabcellsep 0.70\tabcellsep 0.225\tabcellsep 0.075\tabcellsep 2\tabcellsep 4\tabcellsep 0.707\tabcellsep 0.90\tabcellsep 0.289\tabcellsep 0.032\tabcellsep 2.571\tabcellsep 5.143\\
C 7\tabcellsep 0.57\tabcellsep 0.70\tabcellsep 0.225\tabcellsep 0.075\tabcellsep 2\tabcellsep 4\tabcellsep 0.733\tabcellsep 0.90\tabcellsep 0.289\tabcellsep 0.096\tabcellsep 2.571\tabcellsep 5.143\\
C 8\tabcellsep 0.58\tabcellsep 0.70\tabcellsep 0.225\tabcellsep 0.075\tabcellsep 2\tabcellsep 4\tabcellsep 0.746\tabcellsep 0.90\tabcellsep 0.289\tabcellsep 0.096\tabcellsep 2.571\tabcellsep 5.143\\
C 9\tabcellsep 0.60\tabcellsep 0.70\tabcellsep 0.225\tabcellsep 0.075\tabcellsep 2\tabcellsep 4\tabcellsep 0.772\tabcellsep 0.90\tabcellsep 0.289\tabcellsep 0.096\tabcellsep 2.571\tabcellsep 5.143\\
C 10\tabcellsep 0.65\tabcellsep 0.70\tabcellsep 0.225\tabcellsep 0.075\tabcellsep 2\tabcellsep 4\tabcellsep 0.836\tabcellsep 0.90\tabcellsep 0.289\tabcellsep 0.096\tabcellsep 2.571\tabcellsep 5.143\end{longtable} \par
 
\caption{\label{tab_4}Table 5 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{6} \par 
\begin{longtable}{P{0.06407035175879396\textwidth}P{0.08542713567839195\textwidth}P{0.05979899497487437\textwidth}P{0.02135678391959799\textwidth}P{0.02135678391959799\textwidth}P{0.2776381909547739\textwidth}P{0.10678391959798994\textwidth}P{0.10678391959798994\textwidth}P{0.10678391959798994\textwidth}}
\tabcellsep \tabcellsep Mix Ratio\tabcellsep \tabcellsep \tabcellsep \multicolumn{4}{l}{Mix proportion in weight for 1 cube (kg)}\\
D 1\tabcellsep 0.55\tabcellsep 1\tabcellsep 2\tabcellsep 4\tabcellsep 0.707\tabcellsep 1.286\tabcellsep 2.571\tabcellsep 5.143\\
D 2\tabcellsep 0.57\tabcellsep 1\tabcellsep 2\tabcellsep 4\tabcellsep 0.733\tabcellsep 1.286\tabcellsep 2.571\tabcellsep 5.143\\
D 3\tabcellsep 0.58\tabcellsep 1\tabcellsep 2\tabcellsep 4\tabcellsep 0.746\tabcellsep 1.286\tabcellsep 2.571\tabcellsep 5.143\\
D 4\tabcellsep 0.60\tabcellsep 1\tabcellsep 2\tabcellsep 4\tabcellsep 0.772\tabcellsep 1.286\tabcellsep 2.571\tabcellsep 5.143\\
D 5\tabcellsep 0.65\tabcellsep 1\tabcellsep 2\tabcellsep 4\tabcellsep 0.836\tabcellsep 1.286\tabcellsep 2.571\tabcellsep 5.143\end{longtable} \par
 
\caption{\label{tab_5}Table 6 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{} \par 
\begin{longtable}{P{0.03008849557522124\textwidth}P{0.027581120943952802\textwidth}P{0.040117994100294985\textwidth}P{0.03259587020648967\textwidth}P{0.07772861356932154\textwidth}P{0.027581120943952802\textwidth}P{0.04262536873156342\textwidth}P{0.1028023598820059\textwidth}P{0.01504424778761062\textwidth}P{0.040117994100294985\textwidth}P{0.05014749262536873\textwidth}P{0.03510324483775811\textwidth}P{0.09778761061946903\textwidth}P{0.23067846607669615\textwidth}}
B 5\tabcellsep 0.65\tabcellsep 0.80\tabcellsep 0.10\tabcellsep 0.10\tabcellsep 2\tabcellsep 4\tabcellsep \multicolumn{2}{l}{0.836 1.029}\tabcellsep 0.129\tabcellsep 0.129\tabcellsep 2.571\tabcellsep 5.143\\
B 6\tabcellsep 0.55\tabcellsep 0.80\tabcellsep 0.15\tabcellsep 0.05\tabcellsep 2\tabcellsep 4\tabcellsep \multicolumn{2}{l}{0.707 1.029}\tabcellsep 0.193\tabcellsep 0.064\tabcellsep 2.571\tabcellsep 5.143\\
MIX NO\tabcellsep W/C\tabcellsep PC\tabcellsep HL\tabcellsep SDA\tabcellsep Sand Sand\tabcellsep Granite Granite\tabcellsep \multicolumn{2}{l}{Water PC Water}\tabcellsep HL\tabcellsep SDA\tabcellsep Sand\tabcellsep Granite\tabcellsep Year 2019\\
\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep 25\\
\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep ( ) Volume XIx X Issue III V ersion I E\\
\tabcellsep \tabcellsep MIX NO\tabcellsep W/C\tabcellsep \multicolumn{3}{l}{PC Sand Granite Sand}\tabcellsep Water\tabcellsep Cement\tabcellsep Sand\tabcellsep \multicolumn{2}{l}{Granite}\tabcellsep \tabcellsep of Researches in Engineering\\
\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep Global Journal\\
\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep © 2019 Global Journals\end{longtable} \par
 
\caption{\label{tab_6}}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{7} \par 
\begin{longtable}{P{0.1308790593505039\textwidth}P{0.028555431131019035\textwidth}P{0.05806270996640537\textwidth}P{0.10375139977603583\textwidth}P{0.22273236282194847\textwidth}P{0.15181970884658455\textwidth}P{0.1541993281075028\textwidth}}
\tabcellsep \tabcellsep \tabcellsep 28 DAYS\tabcellsep 56 DAYS\tabcellsep 28 MODULUS\tabcellsep 56 DAYS\\
MIX PLAN\tabcellsep HL:SDA\tabcellsep Mix no.\tabcellsep COMPRESSIVE STRENGTH\tabcellsep COMPRESSIVE STRENGTH\tabcellsep OF ELASTICITY\tabcellsep MODULUS OF ELASTICITY\\
\tabcellsep \tabcellsep \tabcellsep (N/mm 2 )\tabcellsep (N/mm 2 )\tabcellsep (N/mm 2 )\tabcellsep (N/mm 2 )\\
\tabcellsep \tabcellsep A 1\tabcellsep 21.33\tabcellsep 24.44\tabcellsep 21706.67\tabcellsep 23235.31\\
\tabcellsep \tabcellsep A 2\tabcellsep 24.44\tabcellsep 25.24\tabcellsep 23235.31\tabcellsep 23612.53\\
\tabcellsep 50\%:50\%\tabcellsep A 3\tabcellsep 22.67\tabcellsep 22.67\tabcellsep 22378.12\tabcellsep 22378.12\\
\tabcellsep \tabcellsep A 4\tabcellsep 21.42\tabcellsep 22.22\tabcellsep 21752.42\tabcellsep 22154.90\\
\tabcellsep \tabcellsep A 5\tabcellsep 18.67\tabcellsep 19.77\tabcellsep 20308.13\tabcellsep 20897.83\\
\tabcellsep \tabcellsep A 6\tabcellsep 23.02\tabcellsep 24.00\tabcellsep 22550.21\tabcellsep 23025.20\\
\tabcellsep 75\%:25\%\tabcellsep A 7\tabcellsep 24.44\tabcellsep 25.69\tabcellsep 23235.31\tabcellsep 23822.09\\
HL-SDA 10\%\tabcellsep \tabcellsep A 8 A 9 A 10\tabcellsep 27.56 27.11 23.56\tabcellsep 30.40 27.64 25.78\tabcellsep 24673.88 24471.61 22813.16\tabcellsep 25914.01 24709.67 23863.78\\
\tabcellsep \tabcellsep B 1\tabcellsep 16.89\tabcellsep 23.11\tabcellsep 19315.80\tabcellsep 22594.24\\
\tabcellsep \tabcellsep B 2\tabcellsep 17.96\tabcellsep 24.00\tabcellsep 19918.24\tabcellsep 23025.20\\
\tabcellsep 50\%:50\%\tabcellsep B 3\tabcellsep 21.33\tabcellsep 26.22\tabcellsep 21706.67\tabcellsep 24066.57\\
\tabcellsep \tabcellsep B 4\tabcellsep 22.49\tabcellsep 22.58\tabcellsep 22289.10\tabcellsep 22333.66\\
\tabcellsep \tabcellsep B 5\tabcellsep 17.78\tabcellsep 20.67\tabcellsep 19818.18\tabcellsep 21368.21\\
\tabcellsep \tabcellsep B 6\tabcellsep 22.58\tabcellsep 21.78\tabcellsep 22333.66\tabcellsep 21934.45\\
HL-SDA 20\%\tabcellsep 75\%:25\%\tabcellsep B 7 B 8 B 9\tabcellsep 23.11 22.67 21.33\tabcellsep 25.33 25.44 27.11\tabcellsep 22594.24 22378.12 21706.67\tabcellsep 23654.59 23705.90 24471.61\\
\tabcellsep \tabcellsep B 10\tabcellsep 21.33\tabcellsep 26.44\tabcellsep 21706.67\tabcellsep 24167.33\\
\tabcellsep \tabcellsep C 1\tabcellsep 19.11\tabcellsep 21.33\tabcellsep 20546.04\tabcellsep 21706.67\\
\tabcellsep \tabcellsep C 2\tabcellsep 18.67\tabcellsep 22.67\tabcellsep 20308.13\tabcellsep 22378.12\\
\tabcellsep 50\%:50\%\tabcellsep C 3\tabcellsep 18.72\tabcellsep 21.89\tabcellsep 20335.31\tabcellsep 21989.77\\
\tabcellsep \tabcellsep C 4\tabcellsep 18.89\tabcellsep 21.78\tabcellsep 20427.43\tabcellsep 21934.45\\
\tabcellsep \tabcellsep C 5\tabcellsep 17.86\tabcellsep 19.91\tabcellsep 19862.71\tabcellsep 20971.69\\
HL-SDA 30\%\tabcellsep 75\%:25\%\tabcellsep C 6 C 7 C 8\tabcellsep 17.78 18.67 20.00\tabcellsep 21.33 21.78 24.00\tabcellsep 19818.18 20308.18 21019.04\tabcellsep 21706.67 21934.45 23025.20\\
\tabcellsep \tabcellsep C 9\tabcellsep 17.78\tabcellsep 18.67\tabcellsep 19818.18\tabcellsep 20308.13\\
\tabcellsep \tabcellsep C 10\tabcellsep 16.71\tabcellsep 18.13\tabcellsep 19212.60\tabcellsep 20012.29\\
\tabcellsep \tabcellsep D 1\tabcellsep 23.11\tabcellsep 23.11\tabcellsep 22594.24\tabcellsep 22594.24\\
\tabcellsep \tabcellsep D 2\tabcellsep 24.44\tabcellsep 25.02\tabcellsep 23235.30\tabcellsep 23509.40\\
HL-SDA 0\%\tabcellsep \tabcellsep D 3 D 4\tabcellsep 23.56 22.22\tabcellsep 24.44 23.56\tabcellsep 22813.16 22154.90\tabcellsep 23235.30 22813.16\\
\tabcellsep \tabcellsep D 5\tabcellsep 18.13\tabcellsep 19.11\tabcellsep 20012.29\tabcellsep 20546.04\\
\multicolumn{4}{l}{a) Effect of percentage replacement of PC with HL and}\tabcellsep \multicolumn{3}{l}{those with 50\%HL:50\%SDA. As the curing age}\\
\multicolumn{2}{l}{SDA on the concrete}\tabcellsep \tabcellsep \tabcellsep \multicolumn{3}{l}{increased, compressive strength of the concrete}\\
\multicolumn{4}{l}{A close review of the results shown in Table 7}\tabcellsep \multicolumn{3}{l}{increased as well. Highest compressive strength was}\\
\multicolumn{4}{l}{revealed that in general, mix ratios having a proportion}\tabcellsep \multicolumn{3}{l}{obtained at 10\% replacement of PC with HL and SDA. A}\\
\multicolumn{4}{l}{of 75\%HL:25\%SDA gave higher strength values than}\tabcellsep \multicolumn{3}{l}{value of 30.40N/mm 2 at 56 days was reached at a water-}\end{longtable} \par
 
\caption{\label{tab_7}Table 7 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{} \par 
\begin{longtable}{P{0.42634493670886076\textwidth}P{0.024208860759493668\textwidth}P{0.05110759493670886\textwidth}P{0.02689873417721519\textwidth}P{0.07397151898734178\textwidth}P{0.029588607594936707\textwidth}P{0.036313291139240506\textwidth}P{0.022863924050632912\textwidth}P{0.02555379746835443\textwidth}P{0.13314873417721518\textwidth}}
) Compressive strength (N/mm 2\tabcellsep 30 0 5 10 15 20 25\tabcellsep \multicolumn{2}{l}{23.11 0.5}\tabcellsep \multicolumn{3}{l}{26.22 0.58 water-cement ratio 25.33 0.57}\tabcellsep 27.11 0.6\tabcellsep 26.44 0.65\tabcellsep 28 days (50\%HL:50\%SDA) 56 days (50\%HL:50\%SDA) 28 days (75\%HL:25\%SDA) 56 days (75\%HL:25\%SDA)\\
\multicolumn{8}{l}{30 Fig. 2: Fig. 3: Relationship between the compressive strength of HL-SDA cement concrete with 30\% PC replacement and 0.55 0.57 0.58 0.6 0.65 Water-cement ratio 24 0 5 10 15 20 25 Compressive ) 28 days (50\%HL:50\%SDA) 56 days (50\%HL:50\%SDA) strength (N/mm 2 28 days (75\%HL:25\%SDA)}\\
\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \multicolumn{2}{l}{water-cement ratio.}\\
\tabcellsep \tabcellsep strength (N/mm 2 )\tabcellsep 15 20 25 30 35\tabcellsep \multicolumn{2}{l}{24.44 25.69}\tabcellsep 30.4\tabcellsep 27.64\tabcellsep 25.78\\
\tabcellsep \tabcellsep Compressive\tabcellsep 0 5 10\tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep \tabcellsep \tabcellsep 0.55\tabcellsep 0.57\tabcellsep 0.58\tabcellsep 0.6\tabcellsep 0.65\\
\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \multicolumn{3}{l}{Water-cement ratio}\end{longtable} \par
 
\caption{\label{tab_8}}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{} \par 
\begin{longtable}{P{0.24305111821086262\textwidth}P{0.048881789137380185\textwidth}P{0.008146964856230031\textwidth}P{0.010862619808306708\textwidth}P{0.054313099041533544\textwidth}P{0.008146964856230031\textwidth}P{0.016293929712460062\textwidth}P{0.005431309904153354\textwidth}P{0.32859424920127794\textwidth}P{0.1262779552715655\textwidth}}
\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep Year 2019\\
Fig. 7:\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep 29\\
Modulus of ) elasticity (N/mm 2\tabcellsep \tabcellsep 55\tabcellsep 0.57\tabcellsep 0.58 W/C ratio\tabcellsep 0.6\tabcellsep \multicolumn{2}{l}{0.65}\tabcellsep 28 days 50\% :50\% 28 days 75\% :25\% 28 days 0\% 56 days 50\% : 50\% 56 days 75\% :25\%\tabcellsep ( ) Volume XIx X Issue III V ersion I E\\
Modulus of elasticity (N/mm2)\tabcellsep 0 5000 10000 15000 20000 25000 30000\tabcellsep 0.55\tabcellsep 0.57\tabcellsep 0.58 W/C ratio\tabcellsep 0.6\tabcellsep 24471.61\tabcellsep 0.65\tabcellsep 56 days control 28 days (50\%HL:50\%SDA) 56 days (50\%HL:50\%SDA) 28 days (75\%HL:25\%SDA) 56 days (75\%HL:25\%SDA) 28 days(control)\tabcellsep Global Journal of Researches in Engineering\\
\multicolumn{9}{l}{Fig. 6: Effect of water-cement ratio on the modulus of elasticity of HL-SDA cement concrete with 20\% and 0\% PC}\tabcellsep \\
\tabcellsep \tabcellsep \tabcellsep \tabcellsep \multicolumn{2}{l}{replacement.}\tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep © 2019 Global Journals\tabcellsep \end{longtable} \par
 
\caption{\label{tab_9}}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{} \par 
\begin{longtable}{P{0.478041074249605\textwidth}P{0.044312796208530805\textwidth}P{0.014770932069510268\textwidth}P{0.018799368088467616\textwidth}P{0.004028436018957346\textwidth}P{0.18127962085308058\textwidth}P{0.10876777251184833\textwidth}}
) of elasticity (N/mm 2\tabcellsep 10000 15000 20000 25000\tabcellsep \multicolumn{2}{l}{23509.4}\tabcellsep \tabcellsep 28 days (50\%HL:50\%SDA) 56 days (50\%HL:50\%SDA) 28 days (75\%HL:25\%SDA) 56 days (75\%HL:25\%SDA) 28 days(control)\\
Modulus\tabcellsep 0 5000\tabcellsep \tabcellsep \tabcellsep \tabcellsep 56 days control\\
\tabcellsep 0.55\tabcellsep 0.57\tabcellsep 0.58 W/C ratio\tabcellsep 0.6\tabcellsep 0.65\\
\multicolumn{6}{l}{f. For safety purposes, 30\% replacement of PC with HL and SDA should be avoided for structural purposes. g. Optimum values of modulus of elasticity were recorded at 0.58 w/c ratio. These highest values were 24,673.88N/mm 2 at 28 days and 25,914Global Journal of Researches in Engineering ( ) Volume XIx X Issue III V ersion I}\tabcellsep Global Journal of Researches in Engineering ( ) Volume XIx X Issue III V ersion I\end{longtable} \par
 
\caption{\label{tab_10}}\end{figure}
 			\footnote{© 2019 Global JournalsReactions of Hydrated Lime-Saw Dust Ash Blend on the Strength Properties of Cement Concrete} 		 		\backmatter  			  				\begin{bibitemlist}{1}
\bibitem[ Conference Series: Earth and Environment Science]{b12}\label{b12} 	 		\textit{},  		 \xref{http://dx.doi.org/10.1088/1755-1315/80/1/012020}{10.1088/1755-1315/80/1/012020}.  	 	 		\textit{Conference Series: Earth and Environment Science}  		80.  	 
\bibitem[ Nigerian Industrial Standard-NIS ()]{b17}\label{b17} 	 		\textit{},  	 	 		\textit{Nigerian Industrial Standard-NIS}  		2003. 444 p. 1.  	 
\bibitem[ ACI ()]{b15}\label{b15} 	 		\textit{},  	 	 		\textit{ACI}  		2008. 318.  		 			American Concrete Institute 		 	 
\bibitem[Marthony ()]{b9}\label{b9} 	 		\textit{},  		 			C Marthony 		.  		2012.  	 
\bibitem[Christopher et al. ()]{b11}\label{b11} 	 		‘A review of the properties, structural characteristic and application, potentials of concrete containing wood waste as partial replacement of one of the constituent material’.  		 			Fapohunda Christopher 		,  		 			Akinbile Bolatito 		,  		 			Oyelade Akintoye 		.  	 	 		\textit{Journal of Built Environment}  		2018. 2018. 6  (1)  p. .  	 
\bibitem[Building Code Requirement for Structural Concrete. ACI Manual of Concrete Practice]{b16}\label{b16} 	 		\textit{Building Code Requirement for Structural Concrete. ACI Manual of Concrete Practice},  		 	 
\bibitem[British/European ()]{b14}\label{b14} 	 		\textit{Code of Practice for use of Masonry-Structural use of unreinforced masonry},  		 			British/European 		.  		 code -BS EN 5628-1.  		2005.  	 
\bibitem[Composition, Specification and Conformity Criteria for Common Cements. Standard organization of Nigeria]{b18}\label{b18} 	 		\textit{Composition, Specification and Conformity Criteria for Common Cements. Standard organization of Nigeria},  		 	 
\bibitem[Nahida Kadum, Tareq al-Attar and Zyrad Al-Azzawi ()]{b6}\label{b6} 	 		‘Evaluation of Pozzolan Mixtures as a Sustainable Binder to replace Portland Cement in Structural Concrete’.  		 \xref{http://dx.doi.org/10.1051/matecconf/201712002009}{10.1051/matecconf/201712002009}.  	 	 		\textit{MACTE web of conference}  		Nahida Kadum, Tareq al-Attar and Zyrad Al-Azzawi (ed.)  		2017. 2017. 120 p. 2009.  	 
\bibitem[Bolden et al. (2017)]{b0}\label{b0} 	 		‘Global, Regional and National Fossil-fuel CO2 Emission. Carbon dioxide information analysis center’.  		 			T A Bolden 		,  		 			R Andre 		,  		 			G Marland 		.  		 \url{https://cdiac.essdive.ibi=gov/trends/emus/meth\textunderscore reg.html}  	 	 		\textit{US department of Energy. Oak Ridge Tenn. USA. Available at}  		2017. June, 2017. p. 28.  		 			Oak Ridge National Laboratory 		 	 
\bibitem[Dictionary (2019)]{b2}\label{b2} 	 		\textit{Hydrated Lime},  		 			Merriam-Webster Dictionary 		.  		 \url{https://www.merriam-webster.com}  		March, 2019.  	 
\bibitem[Methods of Test for Soils for Civil Engineering Purposes-Part 2: Classification Tests]{b13}\label{b13} 	 		\textit{Methods of Test for Soils for Civil Engineering Purposes-Part 2: Classification Tests},  		 18. BS 1377-2:1990.  		BSI-London.  	 
\bibitem[Malik et al. (2015)]{b8}\label{b8} 	 		‘Partial replacement of cement by SDA in concrete: A sustainable approach’.  		 			Mohammad Iqbal Malik 		,  		 			Syed Rumysa Jan 		,  		 			Ahmad Junaid 		,  		 			Peer 		.  	 	 		\textit{Journal of Engineering Research and Development}  		2015. February 2015. 11 p. .  	 	 (Syed Azhar Nazir and Khubbab Fa Mohammad) 
\bibitem[Srimanikandan and Sreenath ()]{b21}\label{b21} 	 		‘Properties of Concrete modified with Waste Low Density Polyethylene and Saw Dust Ash’.  		 			P Srimanikandan 		,  		 			S Sreenath 		.  		 \xref{http://dx.doi.org/10.1088/1755-1315/80/1/012020-}{10.1088/1755-1315/80/1/012020-}.  	 	 		\textit{IOP Conference Series: Earth and Environment Science},  				2017. 80.  	 
\bibitem[Neville ()]{b19}\label{b19} 	 		\textit{Properties of concrete. 5 th Edition},  		 			A M Neville 		.  		2011.  		 			Pearson Education Limited Edinburgh, England 		 	 
\bibitem[Raheem et al. ()]{b20}\label{b20} 	 		\textit{Saw Dust Ash as Partial Replacement for Cement in Concrete" Organization, Technology and Management in Construction},  		 			A A Raheem 		,  		 			B S Olasunkanmi 		,  		 			C S Folorunso 		.  		 \xref{http://dx.doi.org/10.5592/otmcj.2012.2.3}{10.5592/otmcj.2012.2.3}.  		2012. 2012. 4 p. .  	 
\bibitem[Saw Dust Ash as partial replacement of cement International Journal of Engineering Research and Application (2012)]{b10}\label{b10} 	 		‘Saw Dust Ash as partial replacement of cement’.  	 	 		\textit{International Journal of Engineering Research and Application}  		August 2012. 2 p. .  	 
\bibitem[Tyagher et al. (2011)]{b5}\label{b5} 	 		‘Suitability of Saw Dust Ash-Lime Mixture for production of sandcrete hollow blocks’.  		 			S T Tyagher 		,  		 			J T Utsev 		,  		 			T Adagba 		.  	 	 		\textit{Nigerian Journal of Technology}  		2011. March 2011. 30  (1)  p. .  	 
\bibitem[Grist et al. (2015)]{b7}\label{b7} 	 		‘The Environmental Credentials of Hydraulic Lime-Pozzolan Concrete’.  		 			Ellen R Grist 		,  		 			Kelvin A Paine 		,  		 			Andrew Health 		,  		 			James Norman 		,  		 			Henry Pinder 		.  	 	 		\textit{Journal of Cleaner Production}  		2015. April 15. 2015. 93 p. .  	 
\bibitem[Towards Sustainable Urban Energy Systems. International Energy Agency, Paris. Available at. www.iea.org/etp2016 . Last accessed in 8 Sept IEA: Energy Technology Perspective ()]{b1}\label{b1} 	 		‘Towards Sustainable Urban Energy Systems. International Energy Agency, Paris. Available at. www.iea.org/etp2016 . Last accessed in 8 Sept’.  	 	 		\textit{IEA: Energy Technology Perspective}  		2016. 2016.  	 
\bibitem[Mangi et al. (2017)]{b3}\label{b3} 	 		‘Utilization of Saw Dust Ash Cement Replacement for the Concrete Production -A’.  		 			S A Mangi 		,  		 			N Jamaluddin 		,  		 			W Ibrahim 		,  		 			N Mohamad 		,  		 			S Sohu 		.  	 	 		\textit{Review. Engineering Science and Technology International Research Journal}  		2017. Sept 2017. 1  (3)  p. .  	 
\bibitem[Safe (2019)]{b4}\label{b4} 	 		\textit{Wood dust: controlling the risks},  		 			Work Safe 		.  		 \url{https://worksafe.givt.nz}  		22 nd February, 2019.  	 
\end{bibitemlist}
 			 		 	 
\end{document}
