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\title{Estimation of Uplift Capacity of Horizontal Plate Anchor in Sand}
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             \author[1]{Prof. D. M.  Dewaikar}

             \author[2]{Prof. V. B.  Deshmukh}

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\date{\small \em Received: 9 December 2018 Accepted: 5 January 2019 Published: 15 January 2019}

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\begin{abstract}
        


Abstract- In this paper, a detailed analysis of breakout horizontally laid anchor plate in sandy soil is presented. To compute the distribution of soil reactive pressure on the failure surface, Kötter?s equation is employed. The failure surface is assumed to be in the form of a cone. An analytical expression for the breakout resistance is derived. Results are reported in terms of the breakout factors and net breakout resistance. A comparison is made with the available experimental data and theoretical solutions. Keywords: kötter?s equation, horizontal

\end{abstract}


\keywords{kötter?s equation, horizontal circular anchor plate, sand, net breakout resistance, breakout factor.}

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\let\tabcellsep& 	 	 		 
\section[{I. Introduction}]{I. Introduction}\par
rectangular and generally they are employed as foundation elements for structures requiring resistance against breakout i.e., transmission towers, sheet pile walls and offshore floating structures. This requires an analysis of behaviour of the anchors.\par
Several researchers \hyperref[b19]{(Mors, 1959;}\hyperref[b2]{Balla, 1961;}\hyperref[b1]{Baker and Konder, 1966;}\hyperref[b18]{Meyerhof and Adams, 1968;}\hyperref[b32]{Vesic, 1971}; \hyperref[b25]{Clemence and Veesaert, 1977;}\hyperref[b27]{Sutherland et al., 1982;}\hyperref[b22]{Saeedy, 1987;}\hyperref[b20]{Murray and Geddes, 1987;}\hyperref[b8]{Ghaly et al.,1991;} {\ref Tom, 2012)}analysed the breakout resistance of earth anchors using limit equilibrium method. \hyperref[b28]{Tagaya et al. (1988)} introduced the theoretical formulae for the computation of the anchor pullout resistance based on elostoplastic finite element method, whereas analyses presented by \hyperref[b17]{Merifield and Sloan (2006)} and \hyperref[b15]{Kumar and Kouzer (2008)}, \hyperref[b29]{Tang et al. (2014)}, \hyperref[b10]{Hao et al. (2014)} and \hyperref[b3]{Bhattacharya and Kumar (2016)} were based on the limit analysis coupled with finite element method.\par
In respect to a dense soil, \hyperref[b2]{Balla (1961)} studied model and field results and found that, for circular closely approximated to an arc of a circle. From theoretical considerations, the angle of failure surface breakout resistance, P un which is the summation of soil weight contained in the failure zone and resistance to shearing developed on the failure surface was calculated as? ? ? ? ? ? ? ? ? ? ? ? + ? ? ? ? ? ? = D H F D H F H P un , , 3 1 3 ? ? ? (1)\par
the height of circular anchor,? is the soil unit weight and F 1 (?, H/D), F 3 (?, H/D) are the functions developed by \hyperref[b2]{Balla (1961)}. \hyperref[b2]{Balla's (1961)} analysis showed a good agreement for the dense sand up-to the embedment medium sand, the analysis overestimated the net breakout resistance. For embedment ratio greater than 5 even in dense sand, the analysis overestimated the breakout resistance due to deep anchor effects wherein the failure zone did not reach the ground level. \hyperref[b1]{Baker and Konder (1966)} conducted several laboratory model tests and used dimensional analysis to predict the ultimate uplift capacity, P u as given by the following expressions. For shallow circular anchors where, r and t are radius and the thickness of anchor plate respectively and H is the depth of embedment. C 1 , angle of soil internal friction and relative density of compaction. For shallow anchors, the model test results of \hyperref[b1]{Baker and Konder (1966)} agreed well with the predictions based on \hyperref[b2]{Balla's (1961)} theory.\par
Meyerhof and Adams (1968) reported a semitheoretical expression for breakout resistance on the basis of laboratory tests data. For the actual failure surface, simplified geometry was assumed. The failure surface makes an angle, ? with the horizontal in the where, W is the weight of cylindrical soil mass above the circular anchor and S F is the shape factor. The breakout coefficient, K u depends on soil friction angle, ? and was taken equal to 0.95 for ? varying from 30 o to 48 o . The net breakout resistance, P un was expressed asAH F P q un ? = (5)\par
The breakout factor, F q is given as? tan 1 2 1 ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? + + = D H K D H m F u q (6)\par
Graphs or tables are used to obtain the coefficient, m. \hyperref[b32]{Vesic (1971)} analysed the case of an explosive point charge for the expansion of a spherical cavity located close to the surface of a semi-infinite, homogeneous and isotropic ground. At the ground case of a circular anchor embedded in sand, the breakout pressure, q u was computed asq u F A H q ? = (7)\par
where, A is the area of circular anchor and F q is the breakout factor. The values of F q are computed for ? ratios in the range, 0.5 to 8. \hyperref[b25]{Clemence and Veesaert (1977)} studied the results of laboratory experiments and made an approximation of the observed failure surface to an inverted truncated cone with an apex angle of ?/2, going upwards from the anchor base. The breakout resistance includes the weight of soil within this cone and the shearing resistance developed along the failure surface. For shallow laid circular anchors, the net breakout resistance, P un was estimated in terms of the breakout factor, F q as given by the following expressions.H A P F un q ? = (8) Or ( ) ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? + ? ? ? ? ? ? ? ? ? ? ? ? + + ? ? ? ? ? ? ? ? ? ? ? ? + ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? = 2 tan 33 . 5 2 tan 8 4 3 2 tan 5 . 0 2 cos tan 4 2 2 2 2 0 ? ? ? ? ? D H D H D H D H K F q (9)\par
where, K 0 is the coefficient of lateral earth pressure at rest. \hyperref[b20]{Murray and Geddes (1987)} have reported the solutions with both limit equilibrium and limit analyses and made a comparison of the solutions with experimental results for a circular anchor. With the limit equilibrium analysis, the ultimate breakout resistance, P u was expressed by the following equation. 
\section[{(}]{(}\par
) \hyperref[b6]{(10)} In the above equation, A is the area of circular anchor.? ? ? ? ? ? ? + ? ? ? ? ? ? + + = ? ? ? ? ? sin 2 2 tan 3 2 1 2 sin sin 2 1 D H D H AH P u? ? tan 2 1 D H AH P u + = (11)\par
Saeedy (1987) estimated the uplift capacity of circular plate anchors embedded in sand with the assumption of a failure surface as an arc of a logarithmic spiral. The effect of deep condition and compaction during the uplift were considered in this( )µ ? H A F P q u = (12)\par
where, ? is the compaction factor which is the function of relative density of compaction.\par
(1963), Mariupol'skii (1965), \hyperref[b13]{Kananyan (1966)}, \hyperref[b0]{Adams and Hayes (1967)} and \hyperref[b23]{Sakai et al. (2007)}. A number of these studies were primarily concerned with testing foundations for transmission towers \hyperref[b19]{(Mors, 1959;}\hyperref[b2]{Balla, 1961;}\hyperref[b31]{Turner, 1962 and}\hyperref[b12]{Ireland, 1963)}.\par
In the present study, a total of seven experimental results \hyperref[b2]{(Balla, 1961;}\hyperref[b1]{Baker and Konder, 1966;}\hyperref[b24]{Bemben and Kupferman, 1975;}\hyperref[b21]{Ovesen, 1981} With upper bound limit solution, the breakout resistance was expressed by the following equation.\par
Semi-empirical relationships are also available to estimate the breakout resistance of anchors in sand. This refers to the field and/or model testing on horizontal circular anchors or belled piles by \hyperref[b2]{Balla (1961)},  {\ref Sutherland (1965)} and \hyperref[b1]{Baker and Konder (1966)}, \hyperref[b19]{Mors (1959)}, \hyperref[b9]{Giffels et al. (1960)}, \hyperref[b31]{Turner (1962)}, Ireland analysis. To account for these conditions, the uplift capacity was expressed as level, the failure surfaces made an angle of (45 o ??/2). The analysis is confined to embedment ratios, ? to the frustum of a cone, making an angle ? with the horizontal and meeting the ground level.\par
To compute the vertical soil reaction, R v acting on the failure surface, \hyperref[b14]{Kötter's (1903)} equation is integrated.\par
The breakout resistance is finally obtained with the summation of R v and total weight, W of soil mass contained in the failure zone.\par
a) Failure Surface Geometry some initial trials, the following expression for ? is chosen for the analysis. where, dp is the elemental soil reaction pressure along the failure surface, ds is the elemental failure surface length, ? is the soil friction angle, d? is the elemental angle and ? is the angle of failure plane made by the tangent at the point under consideration with the horizontal.\par
Estimation of Uplift Capacity of Horizontal Plate Anchor in Sand and Geddes, 1987) and two field test results \hyperref[b27]{(Sutherland et al., 1982;}\hyperref[b30]{Tucker, 1987)} are referred for comparison.  ( ) 
\section[{Global}]{Global}sin dp ds ? ? ? = +\textbf{(15)}\par
Integration of Eq. ( \hyperref[formula_8]{15}) gives, ( )1 sin C s p + + = ? ? ? (16)\par
Eq. (  {\ref 16}) gives the soil reactive pressure that, pressure p has zero value at point B, corresponding to s = 0. Using this condition, C 1 becomes zero and Eq.(  {\ref 16}) finally becomes ( ) In the force diagram as shown in Fig. \hyperref[fig_4]{2}, AB is a distribution on failure plane, AB, and s is the distance measured from point B (Fig. \hyperref[fig_4]{2}). The integration constant, C 1 in Eq. (  {\ref 16}) is obtained from the condition  sin p s = ? ? + ?\textbf{(}\par
Substituting Eqs. (  {\ref 18}) and ( 19) into Eq. (  {\ref 17}), the elemental soil reaction, dR is obtained as( ) sin cos dr dR rd s = ? ? ? + ? ? (20) ? ? cos 2 2 tan ? ? ? ? ? ? + ? ? ? ? ? ? ? + = dr r D H s (21)\par
Substituting Eq. (  {\ref 21}) into Eq. (  {\ref 20}), the elemental soil reaction, dR is rewritten as In the failure wedge shown in Figs. 3b and 3c, ds). The height of this element is dH, with a slanted height ds and it is located at a distance, s as measured from the ground surface.( ) ? ? ? ? ? ? d rdr dr r D H dR ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? + ? + + =\textbf{2}\par
From Fig.  {\ref 3a}, the distance, s is obtained as( ) ? ? ? ? ? ? d rdr dr r dr r D H dR ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? + ? + + = 2 2 2 2 2 tan 2 cos sin (23)\par
With dr 2 ? 0, Eq. (  {\ref 23}) becomes ( ) ? ? ? ? ? ? d dr r rdr D H dR ? ? ? ? ? ? ? ? ? ? ? ? ? + + = 2 2 2 tan cos sin (24) ( ) ( ) ? ? ? ? ? ? ? ? d dr r rdr D H dR v + ? ? ? ? ? ? ? ? ? ? ? ? ? + + = cos 2e) Net Breakout Resistance v un R W P 2 ? = (28) ( ) ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? + + ? = C D D C D C un P 3 4 2 3 8 3 3 3 2 cos 2 3 2 sin 6 ? ? ? ? (29)\par
where,? ? ? ? ? ? ? ? ? ? ? ? + = ? 3 2 tan 2 H D C\par
and D = diameter of the circular anchor plate.\par
The above simple expression gives the net breakout resistance of a horizontal circular plate anchor calculations with no need of any tables or graphs. The breakout factor, F q is given asH A P F un q ? = (30)\par
where, A is the area of horizontal circular anchor plate. 
\section[{III. Comparison with the Experimental Data}]{III. Comparison with the Experimental Data}\par
The results of theoretical predictions \hyperref[b2]{(Balla, 1961}  ( ) ( ) ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? + ? + ? ? ? ? ? ? + + + = 2 tan 3 4 2 tan cos 6 cos sin 2 2 D H D D D H R v ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? + = 8 3 3 2 tan 3 tan D D H W ? ? ? ? (27)\par
Murray and Geddes, 1987) are presented in Table \hyperref[tab_2]{1a} and comparisons with two field results reported by \hyperref[b27]{Sutherland et al. (1982)} and \hyperref[b30]{Tucker (1987)} are deviations of the theoretical solutions with respect to the experimental results are reported in Tables \hyperref[tab_10]{2a and 2b}.    For a better understanding of the relative predictive capability of the proposed solution, a cumulative frequency distribution of the data corresponding to the percentage deviations is further reported in Tables \hyperref[tab_12]{3a and 3b}.   shows deviations in the range, 2\% to 45\% in 51 cases and in the remaining cases, the range is 55\% to 100\%. Predictions based on the solution proposed by \hyperref[b32]{Vesic (1971)} show deviations in the range of 2\% to 45\% for 22 cases and in the remaining 27 cases, the deviations are as high as 50\% to 100\%. 
\section[{Global}]{Global}\par
The method of Clemence and Veesaert (1977) shows deviations in the range, 2\% to 45\% for 34 cases and in the remaining 19 cases, the deviations are as high as 50\% to 100\%. The solution proposed by \hyperref[b20]{Murray and Geddes (1987)} shows absolute deviations in the range of 2\% to 45\% for 51 cases and in the remaining 2 cases, the deviations are as high as 50\% to 100\%. \hyperref[b22]{Saeedy's (1987)} method shows deviations in the range, 2\% to 45\% in 46 cases and in the remaining case, the range is 55\% to 100\%.\par
The proposed solution shows deviations in the range, 2\% to 45\% in 52 cases and in the remaining case, the range is 55\% to 100\%. Proposed solution and Saeedy's (1987) method show errors in the range, 0\% to 5\% in 9 and 12 cases respectively, whereas, in respect to the other methods, only 0 to 8 cases show deviations in this range.\par
From the above discussion it is seen that, Balla's (1961) method makes better predictions in 96\% of the cases when compared to the experimental data. 
\section[{Estimation of Uplift Capacity of Horizontal Plate Anchor in Sand}]{Estimation of Uplift Capacity of Horizontal Plate Anchor in Sand}\par
In general, \hyperref[b2]{Balla's (1961)} method shows a good agreement for dense sand up-to the embedment ratio of 5. It requires a chart for using the required functions. \hyperref[b32]{Vesic's (1971)} method shows a good performance in 45\% of the cases. However, it also requires a chart or The method of Meyerhof and Adams (1968) makes good predictions in 96\% of the cases; but two charts are needed to select the proper values of the net breakout factor and the shape coefficient. The method of \hyperref[b25]{Clemence and Veesaert (1977)} makes good predictions in only 64\% cases. It involves an assumption in respect to the coefficient of earth pressure at rest.\par
The proposed analysis method considers failure surface in the form of frustum of a cone. It makes predictions that are very close to the experimental values in 98\% cases. Thus, the performance appears to be superior to the other methods. Although the proposed analysis makes an approximation while using Kötter's (1903) equation, it is improved with a proper selection of the angle, ? as per Eq. (  {\ref 12}). The integration is fairly simple, yielding a closed form expression for the net uplift resistance (Eq. 29), which is easy for calculations, with no need for graphs or tables. \hyperref[b14]{Kötter's (1903)} equation plays a significant role in the analysis. 
\section[{IV. Conclusions}]{IV. Conclusions}\par
The proposed analysis method is simple giving a closed form solution. It is also easy for hand calculations. \hyperref[b14]{Kötter's (1903)} equation is successfully employed for axi-symmetric conditions with a proper choice of angle at which the failure surface intersects the ground level. No assumptions are necessary for the coefficient of earth pressure and the results show a very close agreement with the experimental data.  
\section[{References Références Referencias}]{References Références Referencias}\par
From Tables 3a and 3b it is seen that, in 28 out of 29 cases, \hyperref[b2]{Balla's (1961)} theoretical method shows table for using a proper value of the breakout coefficient.\begin{figure}[htbp]
\noindent\textbf{}\includegraphics[]{image-2.png}
\caption{\label{fig_1}}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{}\includegraphics[]{image-3.png}
\caption{\label{fig_2}}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{1}\includegraphics[]{image-4.png}
\caption{\label{fig_3}Figure 1 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{2}\includegraphics[]{image-5.png}
\caption{\label{fig_4}Figure 2 :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{17}\includegraphics[]{image-6.png}
\caption{\label{fig_5}17 )}\end{figure}
       \begin{figure}[htbp]
\noindent\textbf{} \par 
\begin{longtable}{}
\end{longtable} \par
  {\small\itshape [Note: © 2019 Global Journals]} 
\caption{\label{tab_1}}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{1a} \par 
\begin{longtable}{P{0.062463976945244956\textwidth}P{0.01898414985590778\textwidth}P{0.04531700288184438\textwidth}P{0.0006123919308357348\textwidth}P{0.008573487031700288\textwidth}P{0.09920749279538904\textwidth}P{0.006123919308357349\textwidth}P{0.0030619596541786743\textwidth}P{0.09920749279538904\textwidth}P{0.08634726224783862\textwidth}P{0.14391210374639768\textwidth}P{0.026945244956772335\textwidth}P{0.10471902017291065\textwidth}P{0.07593659942363112\textwidth}P{0.05327809798270893\textwidth}P{0.015309798270893371\textwidth}}
\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \multicolumn{2}{l}{Table 1a: Contd}\tabcellsep \tabcellsep \\
\tabcellsep Exp.\tabcellsep H\tabcellsep \tabcellsep ?\tabcellsep ? ( o )\tabcellsep \tabcellsep \tabcellsep Exp.\tabcellsep \multicolumn{5}{l}{Proposed Method Method Method Method Method Method}\\
\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep ?\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\multicolumn{2}{l}{Exp. Results}\tabcellsep m\tabcellsep H\tabcellsep ? kN/m 3\tabcellsep \tabcellsep \tabcellsep \tabcellsep \multicolumn{6}{l}{Exp. Proposed Method Method Method Method Method Method values Method 1 2 3 4 5 6}\\
\multicolumn{2}{l}{Ovesen}\tabcellsep \multicolumn{2}{l}{0.02}\tabcellsep \tabcellsep ?( o ) 45\tabcellsep 1\tabcellsep ?\tabcellsep values 4.77\tabcellsep 3.52\tabcellsep 3.83\tabcellsep 4.142\tabcellsep 3.251\tabcellsep 10.407 3.957\tabcellsep 4.45\\
\tabcellsep Results\tabcellsep \multicolumn{3}{l}{m kN/m 3 0.04}\tabcellsep 45\tabcellsep 2\tabcellsep \tabcellsep 10\tabcellsep Method 7.44\tabcellsep 1 8.688\tabcellsep 2 7.14\tabcellsep 3 6.569\tabcellsep 4 19.587 8.471 5\tabcellsep 6 4.615\\
\multicolumn{2}{l}{(1987)}\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep \multicolumn{2}{l}{0.05 0.06}\tabcellsep \tabcellsep \multicolumn{4}{l}{38 0.55 2.96 45 3 19}\tabcellsep 1.96 12.44\tabcellsep \multicolumn{4}{l}{1.95 15.415 12.413 11.081 31.540 14.542 7.11 N.A. N.A. 6.571 2.216 1.63}\\
\multicolumn{2}{l}{D = 0.02}\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep \multicolumn{2}{l}{0.10 0.08}\tabcellsep -\tabcellsep \multicolumn{4}{l}{38 1.11 4.45 45 4 30}\tabcellsep 3.207 19.50\tabcellsep \multicolumn{2}{l}{3.200 24.064 19.64 3.0}\tabcellsep \multicolumn{2}{l}{3.31 16.195 46.265 22.168 10.45 9.782 3.826 2,41}\\
m\tabcellsep Balla\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep \multicolumn{2}{l}{0.10}\tabcellsep \tabcellsep 45\tabcellsep 5\tabcellsep \tabcellsep 37\tabcellsep 27.63\tabcellsep \multicolumn{3}{l}{34.635 25.862 N.A.}\tabcellsep 63.764 31.351 14.36\\
\tabcellsep \tabcellsep \multicolumn{2}{l}{0.15}\tabcellsep \tabcellsep \multicolumn{4}{l}{38 1.68 6.11}\tabcellsep 4.74\tabcellsep 4.768\tabcellsep 4.78\tabcellsep 5.157\tabcellsep 13.517\tabcellsep 5.773\tabcellsep 3.3\\
\multicolumn{2}{l}{(1961) Murray}\tabcellsep \multicolumn{2}{l}{0.05}\tabcellsep 18\tabcellsep 44\tabcellsep 1\tabcellsep \tabcellsep 3.52\tabcellsep 3.43\tabcellsep 3.72\tabcellsep 4.13\tabcellsep 3.23\tabcellsep 10.21\tabcellsep 3.89\tabcellsep 2.5\\
\multicolumn{2}{l}{and}\tabcellsep \multicolumn{2}{l}{0.20 0.08}\tabcellsep \tabcellsep \multicolumn{4}{l}{38 2.22 8.51 44 1.63 5.4}\tabcellsep 6.56 5.64\tabcellsep 6.258 6.337\tabcellsep 6.42 6.02\tabcellsep 7.090 5.34\tabcellsep 17.913 15.47\tabcellsep 8.127 6.483\tabcellsep 4.05 4.0\\
\multicolumn{2}{l}{D = 0.09 m Geddes}\tabcellsep \multicolumn{2}{l}{0.15}\tabcellsep \tabcellsep 44\tabcellsep 3\tabcellsep \tabcellsep \multicolumn{2}{l}{14.54 12.26}\tabcellsep \multicolumn{2}{l}{14.405 12.32}\tabcellsep \multicolumn{2}{l}{11.033 30.537 14.182 7.0}\\
\tabcellsep \tabcellsep \multicolumn{2}{l}{0.24}\tabcellsep \tabcellsep \multicolumn{4}{l}{38 2.77 11.0}\tabcellsep 8.66\tabcellsep 8.594\tabcellsep 7.51\tabcellsep 9.476\tabcellsep 22.811 10.804\tabcellsep 6.27\\
\multicolumn{2}{l}{(1987)}\tabcellsep \multicolumn{2}{l}{0.23}\tabcellsep \tabcellsep 44\tabcellsep \multicolumn{2}{l}{4.6}\tabcellsep \multicolumn{2}{l}{27.66 23.15}\tabcellsep \multicolumn{2}{l}{27.968 23.20}\tabcellsep N.A.\tabcellsep 54.38\tabcellsep 26.74\tabcellsep 12\\
\multicolumn{4}{l}{0.30 D = 0.0508 0.25}\tabcellsep \tabcellsep \multicolumn{5}{l}{38 3.33 11.78 11.059 44 5 35.19 26.40}\tabcellsep \multicolumn{2}{l}{10.982 32.056 25.86 11.20}\tabcellsep \multicolumn{2}{l}{11.718 28.392 13.902 N.A. 61.406 30.49}\tabcellsep 6.52 14.08\\
m\tabcellsep Bemben\tabcellsep \multicolumn{2}{l}{0.30}\tabcellsep -\tabcellsep 46 44\tabcellsep 6\tabcellsep 1\tabcellsep \multicolumn{2}{l}{5.26 47.25 35.46 3.61}\tabcellsep \multicolumn{2}{l}{4.054 43.496 34.81 N.A.}\tabcellsep N.A. N.A.\tabcellsep 10.608 80.79\tabcellsep 4.024 40.899 19.39 2.5\\
\tabcellsep and\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep 46\tabcellsep \tabcellsep 2\tabcellsep 11.13\tabcellsep 7.71\tabcellsep 9.232\tabcellsep N.A.\tabcellsep N.A.\tabcellsep 20.131\tabcellsep 8.658\tabcellsep 4.68\\
\multicolumn{2}{l}{Kupferman}\tabcellsep \tabcellsep \tabcellsep -\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep N.A.\tabcellsep N.A.\\
\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep 46\tabcellsep \tabcellsep 3\tabcellsep 27.66\tabcellsep 20.36\tabcellsep 16.534\tabcellsep \tabcellsep \tabcellsep 32.569 14.091\tabcellsep 7.23\\
\tabcellsep (1975)\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep N.A.\tabcellsep N.A.\\
\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep 46\tabcellsep \tabcellsep 5\tabcellsep 40.24\tabcellsep 28.91\tabcellsep 37.51\tabcellsep \tabcellsep \tabcellsep 66.19\tabcellsep 32.215\tabcellsep 14.63\end{longtable} \par
  {\small\itshape [Note: Estimation of Uplift Capacity of Horizontal Plate Anchor in Sand]} 
\caption{\label{tab_2}Table 1a :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{1a} \par 
\begin{longtable}{P{0.5761857707509881\textwidth}P{0.01175889328063241\textwidth}P{0.0003359683794466403\textwidth}P{0.02183794466403162\textwidth}P{0.0003359683794466403\textwidth}P{0.007055335968379447\textwidth}P{0.0036956521739130435\textwidth}P{0.007055335968379447\textwidth}P{0.0003359683794466403\textwidth}P{0.056106719367588924\textwidth}P{0.01209486166007905\textwidth}P{0.05005928853754941\textwidth}P{0.007055335968379447\textwidth}P{0.01075098814229249\textwidth}P{0.0016798418972332014\textwidth}P{0.024861660079051384\textwidth}P{0.00907114624505929\textwidth}P{0.039980237154150194\textwidth}P{0.00907114624505929\textwidth}P{0.0003359683794466403\textwidth}P{0.0003359683794466403\textwidth}}
\tabcellsep \tabcellsep \tabcellsep \multicolumn{14}{l}{Estimation of Uplift Capacity of Horizontal Plate Anchor in Sand}\\
\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \multicolumn{2}{l}{Table 1a: Contd}\tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
Exp.\tabcellsep H\tabcellsep H\tabcellsep ?\tabcellsep ?\tabcellsep \multicolumn{2}{l}{? ( o )}\tabcellsep \tabcellsep \tabcellsep \multicolumn{8}{l}{Exp. Proposed Method Method Method Method Method Method Exp. Proposed Method Method Method Method Method Method}\\
\multicolumn{6}{l}{Results Exp. Results m kN/m 3 m kN/m 3}\tabcellsep ? ( o )\tabcellsep ?\tabcellsep ?\tabcellsep values values\tabcellsep Method Method\tabcellsep 1 1\tabcellsep 2 2\tabcellsep 3\tabcellsep 3\tabcellsep 4\tabcellsep 4\tabcellsep 5\tabcellsep 5\tabcellsep 6\tabcellsep 6\\
\multicolumn{5}{l}{Baker and 0.52 17.9}\tabcellsep \tabcellsep 42\tabcellsep \multicolumn{2}{l}{7}\tabcellsep \multicolumn{2}{l}{40.607 41.642}\tabcellsep 47.571\tabcellsep 41.877\tabcellsep \multicolumn{2}{l}{N A}\tabcellsep \multicolumn{2}{l}{108.951 49.641}\tabcellsep 24.162\\
\tabcellsep \multicolumn{2}{l}{0.08}\tabcellsep \tabcellsep \tabcellsep \multicolumn{5}{l}{43 0.84 3.47}\tabcellsep 2.89\tabcellsep 3.06\tabcellsep N.A.\tabcellsep \multicolumn{2}{l}{N.A.}\tabcellsep \multicolumn{2}{l}{8.92}\tabcellsep 3.290\tabcellsep 2.44\\
Konder\tabcellsep \multicolumn{6}{l}{0.45 17.93 42}\tabcellsep \multicolumn{2}{l}{6}\tabcellsep \multicolumn{2}{l}{32.760 32.048}\tabcellsep \multicolumn{2}{l}{36.622 32.048}\tabcellsep \multicolumn{2}{l}{N A}\tabcellsep \multicolumn{2}{l}{74.450}\tabcellsep 39.635\tabcellsep 18.133\\
(1966)\tabcellsep \multicolumn{2}{l}{0.19}\tabcellsep \tabcellsep \tabcellsep \multicolumn{2}{l}{43}\tabcellsep \multicolumn{2}{l}{1.9}\tabcellsep 7.13\tabcellsep 6.52\tabcellsep 7.22\tabcellsep 6.97\tabcellsep \multicolumn{2}{l}{5.892}\tabcellsep \multicolumn{2}{l}{17.572}\tabcellsep 7.604\tabcellsep 4.48\\
Ilamparuthi\tabcellsep \multicolumn{6}{l}{0.37 17.89 42}\tabcellsep \multicolumn{2}{l}{5}\tabcellsep \multicolumn{2}{l}{24.543 24.048}\tabcellsep \multicolumn{2}{l}{27.211 23.785}\tabcellsep \multicolumn{2}{l}{N A}\tabcellsep \multicolumn{2}{l}{56.893}\tabcellsep 29.616\tabcellsep 15.088\\
\multicolumn{11}{l}{et al. D=0.0756m 0.28 0.45 17.92 42 43 2.87 12.15 9 55.140 63.846 11.0}\tabcellsep \multicolumn{6}{l}{12.59 73.602 63.043 11.87 10.382 27.986 12.996 N A 142.079 78.727 35.319 6.64}\tabcellsep Year 2019\\
\multicolumn{11}{l}{17 D =0.0504m 0.37 17.92 42 0.39 43 3.91 18.98 7.5 45.731 46.693 17.29}\tabcellsep \multicolumn{2}{l}{19.98 53.500 46.693 17.98}\tabcellsep \multicolumn{2}{l}{15.20 N A}\tabcellsep \multicolumn{2}{l}{41.767 20.295 56.830 57.496 27.157 10}\tabcellsep 29\\
(2002)\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\multicolumn{17}{l}{D = 0.1 m Sutherland (1982) Field Test H 0.47 0.59 0.69 Results m Sutherland 4.57 et al. 5.18 (1982) 6.4 et al. 0.30 17.92 42 43 4.75 24.74 43 5.97 35.64 43 6.91 48.36 41 1 4.47 -41 4 20 41 7 65.15 41 8 85.16 ? ? ( o ) ? Field kN/m 3 Test Method 1 23.27 33.54 42.73 3.21 16.73 40.57 50.82 Propose d Method Method Method Method Method Method 27.19 24.50 N.A. 54.874 27.336 13.76 39.64 33.18 N.A. 77.055 39.387 18.50 50.83 43.18 N.A. 96.687 51.243 23.35 3.284 3.10 3.170 9.642 3.686 2.41 17.688 16.85 15.849 40.07 19.836 9.66 43.417 40.0 N.A. 90.77 48.122 22.48 54.510 50.0 N.A. 112.97 60.247 27.82 2 3 4 5 6 42 1.91 1601 1351 1544 1445 1244 3655 1589 938.6 42 2.17 2251 1777 2067 1660 1777 4738 2109 1079 10.37 42 2.67 2064 2582 2553 2051 2195 5854 2553 1333.9 41 3 15.76 11.0 11.629 11.30 10.622 27.68 13.105 6.52 6 32.695 32.139 36.677 32.139 N A 74.652 39.734 18.061 D = 0.0378 0.45 17.97 42 12 68.635 106.073 123.259 105.85 N A 230.974 39.736 N A m 0.37 17.97 42 10 61.657 75.957 88.550 75.957 N A 117.018 85.533 N A 0.30 17.97 42 8 50.738 51.723 48.275 51.723 N A 142.032 60.261 28.078 N A: Not applicable Method 1: Meyerhof and Adams (1968) Method 3: Balla (1961) Method 5: Murray and Geddes (1987) Method 2: Saeedy (1987) Method 4: Clemence and Veesaert (1977) Note: Method 6: Vesic (1971)}\tabcellsep Journal of Researches in Engineering E ( ) Volume XIx X Issue IV V ersion I\\
\multicolumn{3}{l}{D = 2.39 m 7.0}\tabcellsep \tabcellsep \tabcellsep \tabcellsep 42\tabcellsep \multicolumn{4}{l}{2.94 2562 2659}\tabcellsep 4237\tabcellsep 3702\tabcellsep 3476\tabcellsep \multicolumn{2}{l}{9088}\tabcellsep 4263\tabcellsep 2201\tabcellsep Global\\
\multicolumn{2}{l}{Note:}\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\multicolumn{10}{l}{Method 1. Meyerhof and Adams (1968)}\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\multicolumn{7}{l}{Method 2. Saeedy (1987)}\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\multicolumn{6}{l}{Method 3.Balla (1961)}\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\multicolumn{10}{l}{Method 4.Clemence and Veesaert (1977)}\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\multicolumn{10}{l}{Method 5. Murray and Geddes (1987)}\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\multicolumn{7}{l}{Method 6.Vesic (1971)}\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep © 2019 Global Journals\end{longtable} \par
 
\caption{\label{tab_3}Table 1a :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{1b} \par 
\begin{longtable}{}
\end{longtable} \par
 
\caption{\label{tab_4}Table 1b :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{1c} \par 
\begin{longtable}{P{0.13305709023941067\textwidth}P{0.053222836095764274\textwidth}P{0.15340699815837938\textwidth}P{0.0438305709023941\textwidth}P{0.13305709023941067\textwidth}P{0.05009208103130755\textwidth}P{0.07826887661141804\textwidth}P{0.04696132596685083\textwidth}P{0.05635359116022099\textwidth}P{0.0641804788213628\textwidth}P{0.03756906077348066\textwidth}}
\multicolumn{2}{l}{Field Test H}\tabcellsep ?\tabcellsep \tabcellsep \multicolumn{7}{l}{Field Proposed Method Method Method Method Method Method}\\
\tabcellsep \tabcellsep \multicolumn{2}{l}{? ( o ) ?}\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
Results\tabcellsep m\tabcellsep kN/m 3\tabcellsep \tabcellsep Test Method\tabcellsep 1\tabcellsep 2\tabcellsep 3\tabcellsep 4\tabcellsep 5\tabcellsep 6\\
\tabcellsep 1.68\tabcellsep 38\tabcellsep \multicolumn{2}{l}{1.38 4.73 3.91}\tabcellsep 4.412\tabcellsep 3.95\tabcellsep 4.12\tabcellsep 11.54\tabcellsep 4.737\tabcellsep 3.0\\
\tabcellsep 1.93\tabcellsep 42\tabcellsep \multicolumn{2}{l}{1.59 7.95 5.14}\tabcellsep 5.80\tabcellsep 5.18\tabcellsep 4.957\tabcellsep 14.38\tabcellsep 6.036\tabcellsep 3.41\\
\tabcellsep 1.915\tabcellsep \multicolumn{3}{l}{41.5 1.57 6.29 4.98}\tabcellsep 5.63\tabcellsep 5.10\tabcellsep 4.95\tabcellsep 14.03\tabcellsep 5.88\tabcellsep 3.36\\
Tucker\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep 1.732\tabcellsep \multicolumn{3}{l}{41.5 1.42 6.69 4.48}\tabcellsep 5.021\tabcellsep 4.78\tabcellsep 4.39\tabcellsep 12.83\tabcellsep 5.273\tabcellsep 3.32\\
(1987)\tabcellsep \tabcellsep 10.37\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep 2.147\tabcellsep \multicolumn{3}{l}{41.5 1.76 4.67 5.66}\tabcellsep 6.46\tabcellsep 6.23\tabcellsep 5.56\tabcellsep 15.79\tabcellsep 6.707\tabcellsep 4.15\\
D = 1.22 m\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep 1.952\tabcellsep \multicolumn{2}{l}{41.5 1.6}\tabcellsep 7.09 5.09\tabcellsep 5.761\tabcellsep 5.18\tabcellsep 4.94\tabcellsep 14.28\tabcellsep \multicolumn{2}{l}{6.0128 4.10}\\
\tabcellsep 2.196\tabcellsep \multicolumn{2}{l}{41.5 1.8}\tabcellsep 7.27 5.95\tabcellsep 6.82\tabcellsep 7.02\tabcellsep 5.86\tabcellsep 16.33\tabcellsep 7.068\tabcellsep 4.29\\
\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep Method\tabcellsep \tabcellsep \tabcellsep \\
\multicolumn{3}{l}{Method 2.Saeedy (1987)}\tabcellsep \tabcellsep \tabcellsep \tabcellsep \multicolumn{2}{l}{Method 6. Vesic}\tabcellsep \tabcellsep \\
\multicolumn{3}{l}{Method 3. Balla (1961)}\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \end{longtable} \par
 
\caption{\label{tab_5}Table 1c :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{2a} \par 
\begin{longtable}{P{0.07843530591775326\textwidth}P{0.24809428284854565\textwidth}P{0.010230692076228684\textwidth}P{0.06479438314944834\textwidth}P{0.0656469408224674\textwidth}P{0.06308926780341023\textwidth}P{0.011083249749247744\textwidth}P{0.1850050150451354\textwidth}P{0.013640922768304914\textwidth}P{0.05456369107321966\textwidth}P{0.04348044132397191\textwidth}P{0.011935807422266801\textwidth}}
\tabcellsep \tabcellsep \tabcellsep \multicolumn{8}{l}{Estimation of Uplift Capacity of Horizontal Plate Anchor in Sand}\\
\tabcellsep \tabcellsep \tabcellsep \tabcellsep 1\tabcellsep \multicolumn{3}{l}{-31.369 -22.928 N.A.}\tabcellsep N.A.\tabcellsep \multicolumn{2}{l}{10.167 -23.498 -52.471}\\
\tabcellsep \tabcellsep \tabcellsep 46\tabcellsep 2\tabcellsep \multicolumn{3}{l}{-30.728 -17.053 N.A.}\tabcellsep N.A.\tabcellsep 8.087\tabcellsep -22.210 -57.951\\
\tabcellsep Kupferman\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep \tabcellsep 46\tabcellsep 3\tabcellsep \multicolumn{3}{l}{-26.392 -40.224 N.A.}\tabcellsep N.A.\tabcellsep 1.775\tabcellsep -49.056 -73.861\\
\tabcellsep (1975)\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep \tabcellsep 46\tabcellsep 5\tabcellsep \multicolumn{2}{l}{-28.156 -6.784}\tabcellsep N.A.\tabcellsep N.A.\tabcellsep 6.449\tabcellsep -19.943 -63.643\\
Year 2019\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
30\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
Journal of Researches in Engineering E ( ) Volume XIx X Issue IV V ersion I\tabcellsep \multicolumn{6}{l}{H m kN/m 3 ? 0.10 0.15 18 Method 1. Meyerhof and Adams (1968) Proposed Method Exp. Results Method 1 0.05 38 0.55 -33.784 -34.122 38 1.11 -27.933 -28.090 Balla (1961) 38 1.68 -22.422 -21.964 ? ( o ) ? Note: Method 4: Clemence and Veesaert (1977)}\tabcellsep \multicolumn{4}{l}{Method Method Method Method Method 2 3 4 5 6 N.A. N.A. 12.199 -25.135 -44.932 -32.584 -25.618 11.982 19.563 N.A. -21.768 -15.597 12.123 -5.516 -45.990 5. Murray and Geddes (1987) (1971)}\\
Global\tabcellsep D = 0.09 m\tabcellsep 0.20\tabcellsep 38\tabcellsep \multicolumn{2}{l}{2.22 -22.914}\tabcellsep -26.463\tabcellsep \multicolumn{2}{l}{-24.559 -16.686}\tabcellsep 11.049\tabcellsep -4.501\tabcellsep -52.409\\
\tabcellsep \tabcellsep 0.24\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep \tabcellsep 38\tabcellsep \multicolumn{7}{l}{2.77 -21.273 -21.873 -31.727 -13.855 10.737 -1.782}\tabcellsep -43.000\\
\tabcellsep \tabcellsep 0.30\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep \tabcellsep 38\tabcellsep \multicolumn{2}{l}{3.33 -6.121}\tabcellsep -6.774\tabcellsep \multicolumn{2}{l}{-4.924 -0.526}\tabcellsep \multicolumn{2}{l}{14.102 18.014 -44.652}\\
\tabcellsep © 2019 Global Journals\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \end{longtable} \par
 
\caption{\label{tab_6}Table 2a :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{2a} \par 
\begin{longtable}{P{0.10408163265306122\textwidth}P{0.0879737609329446\textwidth}P{0.0879737609329446\textwidth}P{0.03097667638483965\textwidth}P{0.017346938775510204\textwidth}P{0.1325801749271137\textwidth}P{0.06814868804664723\textwidth}P{0.06071428571428571\textwidth}P{0.04584548104956268\textwidth}P{0.12638483965014577\textwidth}P{0.024781341107871717\textwidth}P{0.06319241982507288\textwidth}}
\tabcellsep \tabcellsep \multicolumn{9}{l}{Estimation of Uplift Capacity of Horizontal Plate Anchor in Sand}\\
\tabcellsep H\tabcellsep ?\tabcellsep ? ( o )\tabcellsep \tabcellsep \multicolumn{6}{l}{Proposed Method Method Method Method Method Method}\\
Exp. Results\tabcellsep \tabcellsep \tabcellsep \tabcellsep ?\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep m\tabcellsep kN/m 3\tabcellsep \tabcellsep \tabcellsep Method\tabcellsep 1\tabcellsep 2\tabcellsep 3\tabcellsep 4\tabcellsep 5\tabcellsep 6\\
Baker and\tabcellsep \multicolumn{2}{l}{0.52 17.9}\tabcellsep 42\tabcellsep 7\tabcellsep -2.174\tabcellsep 11.789\tabcellsep -2.174\tabcellsep N.A.\tabcellsep \multicolumn{2}{l}{127.258 20.987}\tabcellsep -43.395\\
Konder\tabcellsep \multicolumn{2}{l}{0.45 17.93}\tabcellsep 42\tabcellsep 6\tabcellsep -2.013\tabcellsep 10.872\tabcellsep -3.087\tabcellsep N.A.\tabcellsep \multicolumn{2}{l}{131.812 20.671}\tabcellsep -33.96\\
(1966)\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \multicolumn{2}{l}{0.37 17.89}\tabcellsep 42\tabcellsep 5\tabcellsep 15.789\tabcellsep 33.483\tabcellsep 14.334\tabcellsep N.A.\tabcellsep \multicolumn{2}{l}{157.671 42.777}\tabcellsep N.A.\\
D=0.0756m\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \multicolumn{2}{l}{0.45 17.92}\tabcellsep 42\tabcellsep 9\tabcellsep 2.104\tabcellsep 16.99\tabcellsep 2.104\tabcellsep N.A.\tabcellsep 24.272\tabcellsep 25.728\tabcellsep 26.861\\
\multicolumn{3}{l}{D =0.0504m 0.37 17.92}\tabcellsep 42\tabcellsep 7.5\tabcellsep -1.7\tabcellsep 12.181\tabcellsep -1.7\tabcellsep N.A.\tabcellsep \multicolumn{2}{l}{128.329 21.53}\tabcellsep 27.762\\
\tabcellsep \multicolumn{2}{l}{0.30 17.92}\tabcellsep 42\tabcellsep 6\tabcellsep 54.545\tabcellsep 79.585\tabcellsep 54.226\tabcellsep N.A.\tabcellsep \multicolumn{2}{l}{236.523 -42.105}\tabcellsep N.A.\\
\tabcellsep \multicolumn{2}{l}{0.45 17.97}\tabcellsep 42\tabcellsep 12\tabcellsep 23.191\tabcellsep 43.617\tabcellsep 23.191\tabcellsep N.A.\tabcellsep 89.787\tabcellsep 38.723\tabcellsep N.A.\\
\multicolumn{3}{l}{D= 0.0378m 0.37 17.97}\tabcellsep 42\tabcellsep 10\tabcellsep 1.942\tabcellsep -4.854\tabcellsep 1.942\tabcellsep N.A.\tabcellsep \multicolumn{2}{l}{179.935 18.77}\tabcellsep 122.33\\
\tabcellsep \multicolumn{2}{l}{0.30 17.97}\tabcellsep 42\tabcellsep 8\tabcellsep -31.369\tabcellsep -22.928\tabcellsep N.A.\tabcellsep N.A.\tabcellsep 10.167\tabcellsep -23.498\tabcellsep -52.471\end{longtable} \par
 
\caption{\label{tab_7}Table 2a :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{2a} \par 
\begin{longtable}{P{0.08438995215311004\textwidth}P{0.037619617224880386\textwidth}P{0.010167464114832535\textwidth}P{0.030502392344497607\textwidth}P{0.024401913875598084\textwidth}P{0.13827751196172247\textwidth}P{0.06202153110047847\textwidth}P{0.11590909090909089\textwidth}P{0.016267942583732056\textwidth}P{0.10167464114832536\textwidth}P{0.06710526315789474\textwidth}P{0.10879186602870813\textwidth}P{0.052870813397129186\textwidth}}
Murray\tabcellsep 0.05\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep \tabcellsep 44\tabcellsep 1\tabcellsep -2.557\tabcellsep 5.682\tabcellsep 17.330\tabcellsep -8.239\tabcellsep 19.006\tabcellsep 10.511\tabcellsep -28.977\\
and\tabcellsep 0.08\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep \tabcellsep 44\tabcellsep \multicolumn{2}{l}{1.63 4.444}\tabcellsep 17.352\tabcellsep 11.481\tabcellsep -1.111\tabcellsep 18.648\tabcellsep 20.056\tabcellsep -25.926\\
Geddes\tabcellsep 0.15\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep -\tabcellsep 44\tabcellsep 3\tabcellsep -15.681\tabcellsep -0.928\tabcellsep \multicolumn{2}{l}{-15.268 -24.120}\tabcellsep 11.002\tabcellsep -2.462\tabcellsep -51.857\\
(1987)\tabcellsep 0.23\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep \tabcellsep 44\tabcellsep 4.6\tabcellsep -16.305\tabcellsep 1.114\tabcellsep \multicolumn{2}{l}{-16.124 N.A.}\tabcellsep 9.660\tabcellsep -3.326\tabcellsep -56.616\\
\multicolumn{2}{l}{D = 0.0508 0.25 m 0.30}\tabcellsep \tabcellsep 44\tabcellsep 5\tabcellsep -24.979\tabcellsep -8.906\tabcellsep -26.51\tabcellsep N.A.\tabcellsep 7.45\tabcellsep -13.356\tabcellsep -59.99\tabcellsep Year 2019\\
\tabcellsep \tabcellsep \tabcellsep 44\tabcellsep 6\tabcellsep -24.952\tabcellsep -7.945\tabcellsep \multicolumn{2}{l}{-26.328 N.A.}\tabcellsep 7.098\tabcellsep -13.441\tabcellsep -58.963\\
\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep ( ) Volume XIx X Issue IV V ersion I E\\
Exp. Results Ovesen\tabcellsep H m 0.04 0.02\tabcellsep ? kN/m 3\tabcellsep ? ( o ) 45\tabcellsep ? 1\tabcellsep \multicolumn{4}{l}{Proposed Method Method Method Method 1 2 3 -26.205 -19.706 -13.166 -31.845}\tabcellsep \multicolumn{3}{l}{Method Method Method 4 5 6 11.943 -17.044 -6.709}\tabcellsep Global Journal of Researches in Engineering\\
\tabcellsep \tabcellsep \tabcellsep 45\tabcellsep 2\tabcellsep -25.600\tabcellsep -13.120\tabcellsep \multicolumn{2}{l}{-28.600 -34.310}\tabcellsep 9.587\tabcellsep -15.290\tabcellsep -53.850\\
(1987)\tabcellsep 0.06\tabcellsep -\tabcellsep 45\tabcellsep 3\tabcellsep -34.526\tabcellsep -18.868\tabcellsep \multicolumn{2}{l}{-34.668 -41.679}\tabcellsep 6.600\tabcellsep -23.463\tabcellsep -62.579\\
\multicolumn{2}{l}{D = 0.02 m 0.08}\tabcellsep \tabcellsep 45\tabcellsep 4\tabcellsep -35.000\tabcellsep -19.787\tabcellsep \multicolumn{2}{l}{-34.533 -46.017}\tabcellsep 5.422\tabcellsep -26.107\tabcellsep -65.167\\
\tabcellsep 0.10\tabcellsep \tabcellsep 45\tabcellsep 5\tabcellsep -19.919\tabcellsep -6.392\tabcellsep \multicolumn{2}{l}{-30.103 N.A.}\tabcellsep 7.234\tabcellsep -15.268\tabcellsep -61.189\end{longtable} \par
 
\caption{\label{tab_8}Table 2a :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{2a} \par 
\begin{longtable}{P{0.06561757719714964\textwidth}P{0.030285035629453682\textwidth}P{0.07672209026128265\textwidth}P{0.031294536817102134\textwidth}P{0.07773159144893112\textwidth}P{0.09792161520190024\textwidth}P{0.16959619952494062\textwidth}P{0.04744655581947743\textwidth}P{0.05552256532066508\textwidth}P{0.034323040380047506\textwidth}P{0.10599762470308788\textwidth}P{0.057541567695962\textwidth}}
\tabcellsep \tabcellsep \multicolumn{9}{l}{Estimation of Uplift Capacity of Horizontal Plate Anchor in Sand}\\
Exp.\tabcellsep H\tabcellsep ?\tabcellsep ? ( o )\tabcellsep \tabcellsep \multicolumn{7}{l}{Proposed Method Method Method Method Method Method}\\
\tabcellsep \tabcellsep \tabcellsep \tabcellsep ?\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
Results\tabcellsep m\tabcellsep kN/m 3\tabcellsep \tabcellsep \tabcellsep Method\tabcellsep 1\tabcellsep 2\tabcellsep 3\tabcellsep 4\tabcellsep 5\tabcellsep 6\\
\tabcellsep 0.08\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep \tabcellsep 43\tabcellsep \multicolumn{2}{l}{0.84 -16.715}\tabcellsep -11.816\tabcellsep N.A.\tabcellsep N.A.\tabcellsep 15.706\tabcellsep -5.187\tabcellsep -29.683\\
\tabcellsep \tabcellsep 17\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep 0.19\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
Ilamparuthi\tabcellsep \tabcellsep \tabcellsep 43\tabcellsep 1.9\tabcellsep -8.555\tabcellsep 1.262\tabcellsep -2.244\tabcellsep \multicolumn{2}{l}{-17.363 14.645}\tabcellsep 6.648\tabcellsep -37.167\\
\tabcellsep 0.28\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
et al.\tabcellsep \tabcellsep \tabcellsep 43\tabcellsep \multicolumn{2}{l}{2.87 -9.465}\tabcellsep 3.621\tabcellsep -2.305\tabcellsep \multicolumn{2}{l}{-14.551 13.034}\tabcellsep 6.963\tabcellsep -45.350\\
\tabcellsep 0.39\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
(2002)\tabcellsep \tabcellsep \tabcellsep 43\tabcellsep \multicolumn{2}{l}{3.91 -8.904}\tabcellsep 5.269\tabcellsep -5.269\tabcellsep \multicolumn{2}{l}{-19.916 12.006}\tabcellsep 6.928\tabcellsep -47.313\\
D = 0.1 m\tabcellsep 0.47\tabcellsep 17\tabcellsep 43\tabcellsep \multicolumn{2}{l}{4.75 -5.942}\tabcellsep 9.903\tabcellsep -0.970\tabcellsep N.A.\tabcellsep 12.180\tabcellsep 10.493\tabcellsep -44.382\\
\tabcellsep 0.59\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep \tabcellsep 43\tabcellsep \multicolumn{2}{l}{5.97 -5.892}\tabcellsep 11.223\tabcellsep -6.902\tabcellsep N.A.\tabcellsep 11.620\tabcellsep 10.513\tabcellsep -48.092\\
\tabcellsep 0.69\tabcellsep \tabcellsep 43\tabcellsep \multicolumn{2}{l}{6.91 -11.642}\tabcellsep 5.108\tabcellsep \multicolumn{2}{l}{-10.711 N.A.}\tabcellsep 9.993\tabcellsep 5.962\tabcellsep -51.716\\
\tabcellsep \tabcellsep \tabcellsep 41\tabcellsep 1\tabcellsep -28.188\tabcellsep \multicolumn{4}{l}{-26.532 -30.649 -29.083 11.570}\tabcellsep \multicolumn{2}{l}{-17.539 -46.085}\\
Sutherland\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep \tabcellsep 41\tabcellsep 3\tabcellsep -30.203\tabcellsep \multicolumn{4}{l}{-26.212 -28.299 -32.602 7.563}\tabcellsep \multicolumn{2}{l}{-16.846 -58.629}\\
et al.\tabcellsep \tabcellsep -\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep \tabcellsep 41\tabcellsep 4\tabcellsep -16.350\tabcellsep \multicolumn{4}{l}{-11.560 -15.750 -20.755 10.035}\tabcellsep -0.820\tabcellsep -51.700\\
(1982)\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep \tabcellsep 41\tabcellsep 7\tabcellsep -37.728\tabcellsep \multicolumn{3}{l}{-33.358 -38.603 N.A.}\tabcellsep 3.932\tabcellsep \multicolumn{2}{l}{-26.137 -65.495}\\
\tabcellsep \tabcellsep \tabcellsep 41\tabcellsep 8\tabcellsep -40.324\tabcellsep \multicolumn{3}{l}{-35.991 -41.287 N.A.}\tabcellsep 3.266\tabcellsep \multicolumn{2}{l}{-29.254 -67.332}\end{longtable} \par
 
\caption{\label{tab_9}Table 2a :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{2b} \par 
\begin{longtable}{P{0.07053941908713693\textwidth}P{0.22219917012448134\textwidth}P{0.07142116182572615\textwidth}P{0.021161825726141077\textwidth}P{0.10404564315352696\textwidth}P{0.06613070539419087\textwidth}P{0.052904564315352696\textwidth}P{0.06436721991701244\textwidth}P{0.11286307053941909\textwidth}P{0.011462655601659752\textwidth}P{0.052904564315352696\textwidth}}
\tabcellsep \multicolumn{8}{l}{Estimation of Uplift Capacity of Horizontal Plate Anchor in Sand}\tabcellsep \\
\multicolumn{2}{l}{Field Test H}\tabcellsep ?\tabcellsep \tabcellsep \multicolumn{7}{l}{Proposed Method Method Method Method Method Method}\\
\tabcellsep \tabcellsep \multicolumn{2}{l}{? ( o ) ?}\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
Results\tabcellsep m\tabcellsep kN/m 3\tabcellsep \tabcellsep Method\tabcellsep 1\tabcellsep 2\tabcellsep 3\tabcellsep 4\tabcellsep 5\tabcellsep 6\\
\multicolumn{2}{l}{Sutherland 4.57}\tabcellsep 42\tabcellsep 1.91\tabcellsep -15.61\tabcellsep -3.56\tabcellsep -9.744\tabcellsep -22.30\tabcellsep \multicolumn{2}{l}{128.29 -0.74}\tabcellsep -41.37\\
et al.\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep 5.18\tabcellsep 42\tabcellsep 2.17\tabcellsep -21.05\tabcellsep -8.174\tabcellsep -26.25\tabcellsep -21.05\tabcellsep \multicolumn{2}{l}{110.48 -6.30}\tabcellsep -52.06\\
\tabcellsep \tabcellsep 10.37\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
(1982)\tabcellsep 6.4\tabcellsep 42\tabcellsep 2.67\tabcellsep 25.09\tabcellsep \multicolumn{2}{l}{23.692 -0.63}\tabcellsep 6.347\tabcellsep \multicolumn{2}{l}{183.62 23.69}\tabcellsep -35.37\\
\multicolumn{2}{l}{D = 2.39m 7.0}\tabcellsep 42\tabcellsep 2.94\tabcellsep 3.786\tabcellsep \multicolumn{2}{l}{65.379 44.49}\tabcellsep \multicolumn{3}{l}{35.675 254.72 66.39}\tabcellsep -14.07\\
\tabcellsep 1.68\tabcellsep 38\tabcellsep 1.38\tabcellsep -17.33\tabcellsep -6.72\tabcellsep -16.49\tabcellsep -12.89\tabcellsep \multicolumn{2}{l}{143.97 0.148}\tabcellsep -32.004\\
\tabcellsep 1.93\tabcellsep 42\tabcellsep 1.59\tabcellsep -35.34\tabcellsep -27.04\tabcellsep -34.84\tabcellsep -37.65\tabcellsep 80.88\tabcellsep -24.07\tabcellsep -41.207\\
Tucker\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep 1.91\tabcellsep \multicolumn{2}{l}{41.5 1.57}\tabcellsep -20.82\tabcellsep -10.49\tabcellsep -18.92\tabcellsep -21.30\tabcellsep \multicolumn{2}{l}{123.05 -6.518}\tabcellsep -40.320\\
(1987)\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep 1.73\tabcellsep \multicolumn{2}{l}{41.5 1.42}\tabcellsep -33.03\tabcellsep -24.95\tabcellsep -28.55\tabcellsep -34.38\tabcellsep 91.77\tabcellsep -21.18\tabcellsep -33.878\\
D = 1.22\tabcellsep \tabcellsep 10.37\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
m\tabcellsep 2.14\tabcellsep \multicolumn{2}{l}{41.5 1.76}\tabcellsep 21.2\tabcellsep 38.33\tabcellsep \multicolumn{2}{l}{33.405 19.06}\tabcellsep \multicolumn{3}{l}{238.11 43.618 -35.759}\\
\tabcellsep 1.95\tabcellsep \multicolumn{2}{l}{41.5 1.6}\tabcellsep -28.21\tabcellsep -18.74\tabcellsep -26.94\tabcellsep -30.32\tabcellsep \multicolumn{2}{l}{101.41 -15.19}\tabcellsep -28.832\\
\tabcellsep 2.19\tabcellsep \multicolumn{2}{l}{41.5 1.8}\tabcellsep -18.15\tabcellsep -6.19\tabcellsep -3.44\tabcellsep -19.39\tabcellsep \multicolumn{3}{l}{124.62 -2.7785 -37.097}\\
\tabcellsep \multicolumn{4}{l}{Method 1: Meyerhof and Adams (1968)}\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \multicolumn{3}{l}{Method 2: Saeedy (1987)}\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \multicolumn{2}{l}{Method 3: Balla (1961)}\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \multicolumn{4}{l}{Method 4: Clemence and Veesaert (1977)}\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \multicolumn{4}{l}{Method 5: Murray and Geddes (1987)}\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \end{longtable} \par
 
\caption{\label{tab_10}Table 2b :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{3a} \par 
\begin{longtable}{P{0.49354838709677423\textwidth}P{0.032903225806451615\textwidth}P{0.032903225806451615\textwidth}P{0.18370967741935484\textwidth}P{0.038387096774193545\textwidth}P{0.03564516129032258\textwidth}P{0.032903225806451615\textwidth}}
0-5\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
9\tabcellsep 6\tabcellsep 12\tabcellsep 2\tabcellsep 4\tabcellsep 8\tabcellsep 0\\
5-10\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
6\tabcellsep 12\tabcellsep 3\tabcellsep 2\tabcellsep 10\tabcellsep 8\tabcellsep 1\\
10-15\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
1\tabcellsep 8\tabcellsep 4\tabcellsep 3\tabcellsep 16\tabcellsep 5\tabcellsep 0\\
15-20\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
9\tabcellsep 8\tabcellsep 6\tabcellsep 6\tabcellsep 3\tabcellsep 10\tabcellsep 0\\
20-25\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
9\tabcellsep 5\tabcellsep 3\tabcellsep 5\tabcellsep 1\tabcellsep 11\tabcellsep 0\\
25-30\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
8\tabcellsep 5\tabcellsep 7\tabcellsep 2\tabcellsep 0\tabcellsep 5\tabcellsep 6\\
30-35\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
7\tabcellsep 3\tabcellsep 8\tabcellsep 5\tabcellsep 0\tabcellsep 0\tabcellsep 3\\
35-40\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
2\tabcellsep 2\tabcellsep 1\tabcellsep 2\tabcellsep 0\tabcellsep 1\tabcellsep 4\\
40-45\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
1\tabcellsep 2\tabcellsep 2\tabcellsep 1\tabcellsep 0\tabcellsep 3\tabcellsep 8\\
45-50\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
0\tabcellsep 0\tabcellsep 0\tabcellsep 1\tabcellsep 0\tabcellsep 1\tabcellsep 8\\
> 50\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
1\tabcellsep 2\tabcellsep 1\tabcellsep 0\tabcellsep 19\tabcellsep 1\tabcellsep 19\\
\multicolumn{2}{l}{Method 1: Meyerhof and Adams (1968)}\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
Method 2: Saeedy (1987)\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
Method 3: Balla (1961)\tabcellsep \tabcellsep \tabcellsep \multicolumn{3}{l}{Method 5: Murray and Geddes (1987)}\tabcellsep \\
\multicolumn{2}{l}{Method 4: Clemence and Veesaert (1977)}\tabcellsep \tabcellsep \multicolumn{2}{l}{Method 6: Vesic (1971)}\tabcellsep \tabcellsep \end{longtable} \par
 
\caption{\label{tab_11}Table 3a :}\end{figure}
 \begin{figure}[htbp]
\noindent\textbf{3b} \par 
\begin{longtable}{P{0.10169050715214564\textwidth}P{0.47418725617685303\textwidth}P{0.09174252275682704\textwidth}P{0.021001300390117033\textwidth}P{0.021001300390117033\textwidth}P{0.07626788036410924\textwidth}P{0.0055266579973992196\textwidth}P{0.021001300390117033\textwidth}P{0.021001300390117033\textwidth}P{0.01657997399219766\textwidth}}
\tabcellsep \tabcellsep \multicolumn{7}{l}{Estimation of Uplift Capacity of Horizontal Plate Anchor in Sand}\\
\tabcellsep 25-30\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep 42\tabcellsep 44\tabcellsep 35\tabcellsep 20\tabcellsep \tabcellsep 34\tabcellsep 47\tabcellsep 7\\
\tabcellsep 30-35\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep 49\tabcellsep 47\tabcellsep 43\tabcellsep 25\tabcellsep \tabcellsep 34\tabcellsep 47\tabcellsep 10\\
\tabcellsep 35-40\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep 51\tabcellsep 49\tabcellsep 44\tabcellsep 27\tabcellsep \tabcellsep 34\tabcellsep 48\tabcellsep 14\\
\tabcellsep 40-45\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep 52\tabcellsep 51\tabcellsep 46\tabcellsep 28\tabcellsep \tabcellsep 34\tabcellsep 51\tabcellsep 22\\
\tabcellsep 45-50\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
Year 2019\tabcellsep > 50\tabcellsep 52 53\tabcellsep 51 53\tabcellsep 46 47\tabcellsep 29 29\tabcellsep \tabcellsep 34 53\tabcellsep 52 53\tabcellsep 30 49\\
34\tabcellsep \multicolumn{3}{l}{Method 1: Meyerhof and Adams (1968)}\tabcellsep \tabcellsep \multicolumn{5}{l}{Method 5: Murray and Geddes (1987)}\\
E ( ) Volume XIx X Issue IV V ersion I\tabcellsep \multicolumn{4}{l}{Method 3: Balla (1961) Method 2: Saeedy (1987) Method 4: Clemence and Veesaert (1977) sabsolute deviations in the range of 2\% to 45\%. The solution proposed by Meyerhof and Adams (1968)}\tabcellsep \multicolumn{3}{l}{Method 6: Vesic (1971)}\tabcellsep \\
Journal of Researches in Engineering Global\tabcellsep \multicolumn{9}{l}{Absolute deviation (\%) Proposed Method Method 1 Method 2 Method 3 Method 4 Method 5 Method 6 0-5 9 6 12 2 4 8 Note: 0 5-10 15 14 16 1 18 15 4}\\
\tabcellsep 10-15\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep 16\tabcellsep 26\tabcellsep \multicolumn{2}{l}{19}\tabcellsep 7\tabcellsep 30\tabcellsep 21\tabcellsep 1\\
\tabcellsep 15-20\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep 25\tabcellsep 34\tabcellsep 25\tabcellsep \tabcellsep 13\tabcellsep 33\tabcellsep 31\tabcellsep 1\\
\tabcellsep 20-25\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \\
\tabcellsep \tabcellsep 34\tabcellsep 39\tabcellsep 28\tabcellsep \tabcellsep 18\tabcellsep 34\tabcellsep 42\tabcellsep 1\\
\tabcellsep © 2019 Global Journals\tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \tabcellsep \end{longtable} \par
 
\caption{\label{tab_12}Table 3b :}\end{figure}
 			\footnote{© 2019 Global Journals} 		 		\backmatter  			 
\subsection[{List of symbols}]{List of symbols}\par
The following symbols are used in this paper. 			 			  				\begin{bibitemlist}{1}
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\bibitem[Baker and Konder ()]{b1}\label{b1} 	 		‘Pullout load capacity of a circular earth anchor buried in sand’.  		 			W H Baker 		,  		 			R L Konder 		.  	 	 		\textit{Highway Res. Rec}  		1966. 108 p. .  	 
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\bibitem[Dewaikar and Halkude ()]{b4}\label{b4} 	 		‘Seismic passive/active thrust on retaining wallpoint of application’.  		 			D M Dewaikar 		,  		 			S A Halkude 		.  		 \xref{http://dx.doi.org/10.3208/sandf.42.9}{10.3208/sandf.42.9}.  	 	 		\textit{Soils and Foundations}  		2002a. 42  (1)  p. .  	 
\bibitem[Saeedy ()]{b22}\label{b22} 	 		‘Stability of circular vertical earth anchors’.  		 			H S Saeedy 		.  		 \xref{http://dx.doi.org/10.1139/t87-056}{10.1139/t87-056}.  	 	 		\textit{Can. Geotech. Journal}  		1987. 24 p. .  	 
\bibitem[Mariupol' Skii ()]{b16}\label{b16} 	 		‘The bearing capacity of anchor foundations’.  		 			L G Mariupol' Skii 		.  	 	 		\textit{Osnovaniya Fundamentyi Mekhanika Gruntov}  		1965. 3  (1)  p. .  	 
\bibitem[Mors ()]{b19}\label{b19} 	 		‘The behavior of mast foundations subjected to tensile forces’.  		 			H Mors 		.  	 	 		\textit{Bautechnik}  		1959. 36 p. .  	 
\bibitem[Balla ()]{b2}\label{b2} 	 		‘The resistance to breaking out of mushroom foundations for pylons’.  		 			A Balla 		.  	 	 		\textit{Proc., 5 th Intl. Conf. Soil Mechanics and Foundation Engineering Division},  				 (5 th Intl. Conf. Soil Mechanics and Foundation Engineering DivisionParis, France)  		1961. 1 p. .  	 
\bibitem[Merifield and Sloan ()]{b17}\label{b17} 	 		‘The ultimate pullout capacity of anchors in frictional soils’.  		 			R S Merifield 		,  		 			S W Sloan 		.  		 \xref{http://dx.doi.org/10.1139/t06-052}{10.1139/t06-052}.  	 	 		\textit{Can. Geotech. Journal}  		2006. 43  (8)  p. .  	 
\bibitem[Meyerhof and Adams ()]{b18}\label{b18} 	 		‘The ultimate uplift capacity of foundations’.  		 			G G Meyerhof 		,  		 			J I Adams 		.  		 \xref{http://dx.doi.org/10.1139/t68-024}{10.1139/t68-024}.  	 	 		\textit{Can. Geotech. Journal}  		1968. 5 p. .  	 
\bibitem[Adams and Hayes ()]{b0}\label{b0} 	 		‘The uplift capacity of shallow foundations’.  		 			J I Adams 		,  		 			D C Hayes 		.  	 	 		\textit{Ontario Hydro Research Quarterly}  		1967. 19  (1)  p. .  	 
\bibitem[Bemben and Kupferman ()]{b24}\label{b24} 	 		‘The vertical holding capacity of marine anchor flukes subjected to static and cyclic loading’.  		 			S M Bemben 		,  		 			M Kupferman 		.  	 	 		\textit{Proc., 7 th Offshore Technology Conf},  				 (7 th Offshore Technology ConfHouston, Texas, OTC2185)  		1975. p. .  	 
\bibitem[Ghaly et al. ()]{b8}\label{b8} 	 		‘Uplift behaviour of screw anchors in sand. I: Dry sand’.  		 			A M Ghaly 		,  		 			A M Hanna 		,  		 			M S Hanna 		.  		 \xref{http://dx.doi.org/10.1061/(ASCE)0733-9410}{10.1061/(ASCE)0733-9410}.  	 	 		\textit{J. Geotech. Engrg}  		1991. 1991. ASCE. 117  (5)  p. 5.  	 
\bibitem[Bhattacharya and Kumar ()]{b3}\label{b3} 	 		‘Uplift capacity of anchors in layered sand using finiteelement limit analysis: formulation and results’.  		 			P Bhattacharya 		,  		 			J Kumar 		.  		 DOI: 10. 1061/(ASCE)GM.1943- 5622.0000560.  	 	 		\textit{Int. J. Geomech}  		2016. p. 4015078.  	 
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\bibitem[Murray and Geddes ()]{b20}\label{b20} 	 		‘Uplift of anchor plates in sand’.  		 			E J Murray 		,  		 			J D Geddes 		.  		 \xref{http://dx.doi.org/10.1061/(ASCE)0733-9410}{10.1061/(ASCE)0733-9410}.  	 	 		\textit{J. Geotech. Engrg (ASCE)}  		1987. 1987. 202. 113 p. 3.  	 
\bibitem[Turner ()]{b31}\label{b31} 	 		‘Uplift resistance of transmission tower footing’.  		 			E Z Turner 		.  	 	 		\textit{J. Power Division}  		1962. ASCE. 88  (2)  p. .  	 
\bibitem[Kumar and Kouzer ()]{b15}\label{b15} 	 		‘Vertical uplift capacity of horizontal anchors using upper bound limit analysis and finite elements’.  		 			J Kumar 		,  		 			K M Kouzer 		.  		 \xref{http://dx.doi.org/10.1139/T08-005}{10.1139/T08-005}.  	 	 		\textit{Can. Geotech. Journal}  		2008. 45  (5)  p. .  	 
\end{bibitemlist}
 			 		 	 
\end{document}
