path: root/Irrigation_and_Water_Power_Engineering_by_B_C_Punmia/12-DIVERSION_HEADWORKS.ipynb

{
"cells": [
 {
		   "cell_type": "markdown",
	   "metadata": {},
	   "source": [
       "# Chapter 12: DIVERSION HEADWORKS"
	   ]
	},
{
		   "cell_type": "markdown",
		   "metadata": {},
		   "source": [
			"## Example 12.10: EX12_10.sce"
		   ]
		  },
  {
"cell_type": "code",
	   "execution_count": null,
	   "metadata": {
	    "collapsed": true
	   },
	   "outputs": [],
"source": [
"\n",
"\n",
"//example 12.10\n",
"//calculate critical exit gradient and factor of safety of system\n",
"clc;funcprot(0);\n",
"//given\n",
"b=60;       //length of floor\n",
"H=6;        //static head of weir\n",
"d=6;        //downstream depth of pile\n",
"n=0.3;      //porousity of soil particles\n",
"G=2.7;      //relative density of soil particles\n",
"\n",
"alpha=b/d;\n",
"lambda=(1+(1+alpha^2)^0.5)/2;\n",
"Ge=H/(d*%pi*(lambda)^0.5);\n",
"e=n/(1-n);\n",
"chg=(G-1)/(1+e);\n",
"f=chg/Ge;\n",
"f=round(f*100)/100;\n",
"mprintf('critical exit gradient=%f.\nfactor of safety of system=%f.',chg,f);"
   ]
   }
,
{
		   "cell_type": "markdown",
		   "metadata": {},
		   "source": [
			"## Example 12.11: EX12_11.sce"
		   ]
		  },
  {
"cell_type": "code",
	   "execution_count": null,
	   "metadata": {
	    "collapsed": true
	   },
	   "outputs": [],
"source": [
"\n",
"\n",
"//example 12.11\n",
"//design a vertical drop weir on Bligh's theory\n",
"//test floor by Khosla's theory\n",
"clc;funcprot(0);\n",
"//given\n",
"Q=2800;                    //maximum flood discharge\n",
"hfl=285;                   //H.F.L before construction\n",
"hw=278;                    //minimum water level\n",
"fsl=284;                   //F.S.L of canal\n",
"c=12;                      //coefficient of creep\n",
"flux=1;                    //allowable afflux\n",
"Ge=1/6;                    //permissible exit gradient\n",
"rho=2.24;                  //specific gravity of concrete\n",
"\n",
"//Hydraulic calculation\n",
"L=4.75*Q^0.5;\n",
"q=Q/L;\n",
"q=round(q*10)/10;\n",
"mprintf('Hydraulic calculation:');\n",
"mprintf('\ndischarge per unit width of river=%f cumecs.',q);\n",
"f=1;\n",
"R=1.35*(q^2/f)^(1/3);\n",
"R=round(R*100)/100;\n",
"mprintf('\nregime scour depth=%f m.',R);\n",
"V=q/R;                   //regime velocity\n",
"vh=V^2/(2*9.81);        //velocity head\n",
"l_down=hfl+vh;\n",
"l_up=l_down+flux;\n",
"hfl_up=l_up-vh;\n",
"hfl_down=hfl-0.5;\n",
"hfl_down=round(hfl_down*100)/100;\n",
"mprintf('\nactual d/s H.F.L allowing 0.5 m for retrogation=%f m.',hfl_down);\n",
"K=(q/1.7)^(2/3);\n",
"cl=l_up-K;               //crest level\n",
"cl=round(cl*100)/100;\n",
"mprintf('\ncrest level=%f m.',cl);\n",
"pl=fsl+0.5;              //pond level\n",
"s=hfl_down-cl;                //heigth of shutter\n",
"mprintf('\nheigth of shutter=%f m.',s);\n",
"rl_up_pile=hfl_up-1.5*R;    //R.L of bottom u/s pile\n",
"d_up_cut=hw-276;           //depth of upstream cut-off\n",
"mprintf('\ndepth of upstream cut-off=%f m.',d_up_cut);\n",
"mprintf('\n provide concrete cut off 2 m depth.');\n",
"rl_bot_ds=hfl_down-2*R;\n",
"Hs=hfl_down-hw;            //seepage head\n",
"Hc=cl-hw;                  //heigth of crest\n",
"mprintf('\nR.L of gates crest=%f m.',Hs);\n",
"mprintf('\nHeigth of crest=%f m.',Hc);\n",
"\n",
"//design of weir wall\n",
"d=hfl_up-cl;\n",
"a=d/(rho)^0.5;\n",
"a=3*d/(2*rho);            //from sliding consideration\n",
"a=s+1;                    //from practical consieration\n",
"a=a+1;\n",
"mprintf('\n\ndesign of weir wall:')\n",
"mprintf('\nprovide top width of %i m.',a);\n",
"Mo=9.81*Hs^3/6;                //overtirning moment\n",
"//equating the moment of resistance to overturning moment and putting the values we get\n",
"y=poly([-1.084,0.020,0.039],'x','c');\n",
"b=roots(y);\n",
"//we get b= - 5.5347261 and 5.0219056\n",
"//taking\n",
"b=5;\n",
"//when weir is submerged\n",
"C=0.58;\n",
"d=(q^2/((2*C/3)^2*2*9.81))^(1/3);\n",
"Mo=9.81*d*Hc^2/2;\n",
"//from equation of moment of resistence we get\n",
"y=poly([-77.55,3,1],'x','c');\n",
"b=roots(y);\n",
"//we get b= - 10.433085 and 7.4330846\n",
"//taking\n",
"b=8;\n",
"mprintf('\nbottom width=%i m.',b);\n",
"\n",
"//design of impervious and pervious aprons\n",
"C=12;\n",
"L=C*Hs;\n",
"mprintf('\n\ndesign of impervious and pervious aprons:');\n",
"mprintf('\ntotal creep length=%i m.',L);\n",
"l1=2.21*C*(Hs/13)^0.5;\n",
"l1_=l1+1;\n",
"mprintf('\nlength of downstream impervious apron=%i m.',l1_);\n",
"d1=hw-276;\n",
"d2=hw-271;\n",
"l2=L-l1-(b+2*d1+2*d2);\n",
"mprintf('\nlength of upstream impervious apron=%i m.',l2);\n",
"l3=18*C*(Hs*q/975)^0.5;\n",
"mprintf('\ntotal length of d/s apron=%i m.',l3);                //calculation is wrong in book\n",
"l=l3-l1;\n",
"le=l/2;\n",
"le=round(le*100)/100;\n",
"mprintf('\nprovide filter of length %f m. and launching apron of length %f m.',le,le);\n",
"t=d2*10^0.5/le;\n",
"mprintf('\nthickness of launching apron in horizontal position=%f m.',t);\n",
"mprintf('\nprovide launching apron of thickness 1.5 m.');\n",
"T=2*d1;\n",
"V=d1*10^0.5;\n",
"ta=V/T;\n",
"ta=round(ta*10)/10;\n",
"mprintf('\nthickness of apron in horizontal position=%f m.',ta);\n",
"Hr=Hs-Hs*(4+33+8)/L;\n",
"t=4*Hr/(3*(rho-1));\n",
"t=round(t*10)/10;\n",
"mprintf('\nprovide thickness of %f m from d/s of weir wall to point 6 m from it.',t);\n",
"Hr=Hs-Hs*(4+33+8+6)/L;\n",
"t=4*Hr/(3*(rho-1));\n",
"t=round(t*10)/10;\n",
"mprintf('\nprovide thickness of %f m from 6 m to 12 m from d/s end of weir wall.',t);\n",
"Hr=Hs-Hs*(4+33+8+12)/L;\n",
"t=4*Hr/(3*(rho-1));\n",
"t=round(t*10)/10;\n",
"mprintf('\nprovide thickness of %f m for rest of length of weir floor.',t);\n",
"\n",
"//check by khosla's theory\n",
"b=33+8+19;            //total horizontal length of impervious floor\n",
"d=7;                  //depth of downstream pile\n",
"alpha=b/d;\n",
"n=0.14;                //n=1/%pi*(lambda)^0.5;\n",
"Ge=Hs*n/d;\n",
"mprintf('\n\ncheck by Khosla theory:');\n",
"mprintf('\nexit gradient=%f. < 1/6\n hence safe',Ge);\n",
"alpha_=d/b;\n",
"fic1=0.83;fid1=0.88;\n",
"corec_c1=(fid1-fic1)*100/2;\n",
"bdash=b;\n",
"d=2;D=7;\n",
"C1=19*(D/bdash)^0.5*(d+D)/b;\n",
"fic1=fic1*100+corec_c1+C1;\n",
"Pc=Hs*fic1/100;                        //pressure head at C\n",
"alpha_=d/b;\n",
"fie2=0.31;fid2=0.21;\n",
"corec_e1=(fie2-fid2)*1.7*100/7;\n",
"bdash=b;\n",
"d=7;D=2;\n",
"C1=19*(D/bdash)^0.5*(d+D)/b;\n",
"fie2=fie2*100-corec_e1-C1;             //in book 3.53 value is wrong\n",
"Pe=Hs*fie2/100;                         //pressue head at E\n",
"//assuming linear variation of pressure for intermediate points\n",
"Pa=Pc-(Pc-Pe)*(33+8)/b;\n",
"t=Pa/1.24;\n",
"Pa=round(Pa*100)/100;\n",
"t=round(t*100)/100;\n",
"mprintf('\npressure at d/s of weir wall=%f m.',Pa);\n",
"mprintf('\nthickness at d/s of weir wall=%f m. < thickness by Bligh theory;\nhence safe.',t);\n",
"Pb=Pc-(Pc-Pe)*(33+8+6)/b;\n",
"t=Pb/1.24;\n",
"Pa=round(Pa*100)/100;\n",
"t=round(t*100)/100;\n",
"mprintf('\npressure at 6 m from d/s of weir wall=%f m.',Pb);\n",
"mprintf('\nthickness at 6m from d/s of weir wall=%f m. < thickness by Bligh theory;\nhence safe.',t);\n",
"Pc=Pc-(Pc-Pe)*(33+8+12)/b;\n",
"t=Pc/1.24;\n",
"Pa=round(Pa*100)/100;\n",
"t=round(t*100)/100;\n",
"mprintf('\npressure at 12 m from d/s of weir wall=%f m.',Pc);\n",
"mprintf('\nthickness at 12m from d/s of weir wall=%f m. > thickness by Bligh theory;\nhence unsafe.',t);\n",
"mprintf('\nhence increase th ethickness to 1.9 m for a length of 7 m of impervious floor.');"
   ]
   }
,
{
		   "cell_type": "markdown",
		   "metadata": {},
		   "source": [
			"## Example 12.12: EX12_12.sce"
		   ]
		  },
  {
"cell_type": "code",
	   "execution_count": null,
	   "metadata": {
	    "collapsed": true
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"\n",
"\n",
"//example 12.12\n",
"//calculate\n",
"//number of gates required for the barrage\n",
"//head regulator if each gate has 10 m clear span(neglect end contractions and approach velocity)\n",
"//length and R.L of basin floor if silting basin is provided downstream of barrage\n",
"clc;funcprot(0);\n",
"//given\n",
"Lmax=212;           //maximum reservior level\n",
"Lp=211;             //pond level\n",
"hfl=210;            //downstream high flood level in the river\n",
"Qmax=3500;          //maximum design flood discharge\n",
"Lcrest=207;         //crest level of the barrage\n",
"Lcrest_r=208;       //crest level of head regulator\n",
"Cd=2.1;             //coefficient of discharge for barrage\n",
"Cd_r=1.5;           //coefficient of discharge for head regulator\n",
"rbl=205;            //river bed level\n",
"Q=500;              //design discharge of main canal\n",
"\n",
"//design of water way for barrage during flood\n",
"H=Lmax-Lcrest;\n",
"L=Qmax/(Cd*H^1.5);\n",
"//which gives L=149.07.\n",
"//provide 15 bays of 10m clear span\n",
"mprintf('nunmber of gates for the barrage=15.');\n",
"\n",
"//design of waterway for canal head regulator\n",
"H=Lp-Lcrest_r;\n",
"L1=Q/(Cd_r*H^1.5);\n",
"//which gives L=64.2\n",
"//hence provide 7 bays of 10 m each\n",
"mprintf('\n\nnunmber of gates for the head regulator=7.');\n",
"\n",
"//design of stilling basin\n",
"Hl=Lmax-hfl;\n",
"q=Qmax/L;\n",
"yc=(q^2/9.81)^(1/3);\n",
"Z=Hl/yc;\n",
"//since Z<1\n",
"Y=1+0.93556*Z^0.368;\n",
"y2=Y*yc;\n",
"Lc=5*y2;\n",
"Lc=round(Lc*10)/10;\n",
"mprintf('\n\nLength of cistern=%f m.',Lc);\n",
"Ef2=yc*(Y+1/(2*Y^2));\n",
"j=hfl-Ef2;\n",
"j=round(j*10)/10;\n",
"mprintf('\nR.L of cistern=%f m.',j);\n",
"\n",
""
   ]
   }
,
{
		   "cell_type": "markdown",
		   "metadata": {},
		   "source": [
			"## Example 12.1: EX12_1.sce"
		   ]
		  },
  {
"cell_type": "code",
	   "execution_count": null,
	   "metadata": {
	    "collapsed": true
	   },
	   "outputs": [],
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"\n",
"\n",
"//example 12.1\n",
"//calculate average hydraulic gradient\n",
"//uplift presuures and thickness of floor at 6m, 12m and 18m from u/s\n",
"clc;funcprot(0);\n",
"//given\n",
"rho=2.24;             //relative density of material\n",
"gamma_w=9.81;         //unit weigth of water\n",
"L=22;                 //total length\n",
"lc=(2*6)+L+(2*8);     //length of creep\n",
"hg=4/lc;              //hydraulic gradient\n",
"mprintf('avearge hydraulic gradient=%f.',hg);\n",
"//at 6 m from u/s\n",
"x=6;\n",
"lg=(6*2)+x;\n",
"h1=4*(1-lg/50);       //unbalanced head\n",
"up=gamma_w*h1;\n",
"t=4*h1/(3*(rho-1));\n",
"up=round(up*100)/100;\n",
"t=round(t*100)/100;\n",
"mprintf('\n\nuplift at 6 m from u/s=%f kN/square metre.',up);\n",
"mprintf('\nthickness at 6 m from u/s=%f m.',t);\n",
"\n",
"//at 12 m from u/s\n",
"x=12;\n",
"lg=(6*2)+x;\n",
"h1=4*(1-lg/50);       //unbalanced head\n",
"up=gamma_w*h1;\n",
"t=4*h1/(3*(rho-1));\n",
"up=round(up*100)/100;\n",
"t=round(t*100)/100;\n",
"mprintf('\n\nuplift at 12 m from u/s=%f kN/square metre.',up);\n",
"mprintf('\nthickness at 12 m from u/s=%f m.',t);\n",
"\n",
"//at 18m from u/s\n",
"x=18;\n",
"lg=(6*2)+x;\n",
"h1=4*(1-lg/50);       //unbalanced head\n",
"up=gamma_w*h1;\n",
"t=4*h1/(3*(rho-1));\n",
"up=round(up*10)/10;\n",
"t=round(t*100)/100;\n",
"mprintf('\n\nuplift at 18 m from u/s=%f kN/square metre.',up);\n",
"mprintf('\nthickness at 18 m from u/s=%f m.',t);\n",
"\n",
"\n",
""
   ]
   }
,
{
		   "cell_type": "markdown",
		   "metadata": {},
		   "source": [
			"## Example 12.2: EX12_2.sce"
		   ]
		  },
  {
"cell_type": "code",
	   "execution_count": null,
	   "metadata": {
	    "collapsed": true
	   },
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"source": [
"\n",
"\n",
"//example 12.2\n",
"//calculate uplift pressure and exit gradient\n",
"//check whether section is safe against overturning and piping\n",
"clc;funcprot(0);\n",
"//given\n",
"b=54;            //width of section\n",
"D1D2=16;         //distance between points D1 and D2\n",
"D2D3=37;         //distance between points D2 and D3\n",
"\n",
"//first pipe line\n",
"//taking data from figure\n",
"d=105-97;\n",
"b1=0.5;\n",
"alpha=b/d;\n",
"//from the curves we get\n",
"fic1=0.665;\n",
"fid1=0.76;\n",
"fie1=1;\n",
"t=105-104;                      //floor thickness\n",
"corec=(fid1-fic1)*100*t/d;          //correction for floor thickness\n",
"//for pile no. 2\n",
"D=104-97;\n",
"d=104-97;\n",
"bdash=16;\n",
"C=19*(D/bdash)^0.5*(d+D)/b;    //correction for pile no. 2\n",
"fic1=fic1*100+corec+C;         //corrected pressures\n",
"\n",
"//intermedite pipe line\n",
"d=105-97;\n",
"b1=16.5;\n",
"alpha=b/d;\n",
"r=b1/b;               //ratio b1/b\n",
"//from the curves we get\n",
"fic2=0.52;\n",
"fie2=0.725;\n",
"fid2=0.615;\n",
"corec_c1=(fid2-fic2)*100*t/d;\n",
"corec_e1=(fie2-fid2)*100/d;\n",
"\n",
"//for pile no. 1\n",
"C1=C;\n",
"d=104-97;\n",
"bdash=37;\n",
"D=104-95;\n",
"C2=19*(D/bdash)^0.5*(d+D)/b;\n",
"//correction due to slope\n",
"corec_e2=3.3;                //from table 12.4\n",
"//correction is negative due to upwrd slope\n",
"l=4;               //horizontal length of slope\n",
"corec_c2=corec_e2*l/bdash;\n",
"\n",
"fie2=fie2*100-corec_e1-corec_e2;\n",
"fic2=fic2*100+corec_c1+C2-corec_c2;\n",
"\n",
"//pile no. 3 at d/s end\n",
"d=103.5-95;\n",
"alpha_=d/b;\n",
"//for curves\n",
"fie3=0.35;fid3=0.242;\n",
"corec_t=(fie3-fid3)*100*(103.5-102)/d;\n",
"\n",
"//correction for interference at pile no. 2\n",
"d=102-95;\n",
"D=102-97;\n",
"C3=19*(D/bdash)^0.5*(d+D)/b;\n",
"fie3=fie3*100-corec_t-C3;\n",
"\n",
"point=['C1' 'C2' 'E2' 'E3'];            //Point\n",
"P=[fic1 fic2 fie2 fie3];                //pressure percent\n",
"P_=[3.55 2.78 3.39 1.58];               //pressure head\n",
"mprintf('Points         Pressure percent        Pressure head');\n",
"for i=1:4\n",
"    P(i)=round(P(i)*10)/10;\n",
"    mprintf('\n%s                %f               %f',point(i),P(i),P_(i));\n",
"end\n",
"\n",
"//check for floor thickness\n",
"Pa=P_(2)-((P_(2)-P_(4))*6.5/37);\n",
"Pb=P_(2)-((P_(2)-P_(4))*24/37);\n",
"Pc=P_(2)-((P_(2)-P_(4))*30/37);\n",
"rho=2.24;                              //specific gravity of concrete\n",
"ta=Pa/(rho-1);\n",
"tb=Pb/(rho-1);\n",
"tc=Pc/(rho-1);\n",
"ta=round(ta*100)/100;\n",
"tb=round(tb*100)/100;\n",
"tc=round(tc*100)/100;\n",
"mprintf('\n\nThickness required at A=%f m.',ta);\n",
"mprintf('\nThickness required at B=%f m.',tb);\n",
"mprintf('\nThickness required at C=%f m.',tc);\n",
"t=103.5-102;\n",
"mprintf('\nThickness provided=%f m.',t);\n",
"mprintf('\nFloor thickness at B and C are adequate');\n",
"\n",
"//exit gradient\n",
"H=108.5-103.5;               //seepage head\n",
"d=103.5-95;                 //depth cut-off\n",
"//from exit gradient curve\n",
"alpha=6.35;\n",
"lambda=(1+(1+alpha^2)^0.5)/2;\n",
"Ge=H/(d*%pi*lambda^0.5);\n",
"mprintf('\n\nexit gradient=%f.',Ge);\n",
"mprintf('\n it is less than permissible exit gradient  < 1/6\nHence safe..');"
   ]
   }
,
{
		   "cell_type": "markdown",
		   "metadata": {},
		   "source": [
			"## Example 12.3: EX12_3.sce"
		   ]
		  },
  {
"cell_type": "code",
	   "execution_count": null,
	   "metadata": {
	    "collapsed": true
	   },
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"source": [
"\n",
"\n",
"//example 12.3\n",
"//design a vertical drop weir on Bligh's theory\n",
"//test floor by Khosla's theory\n",
"clc;funcprot(0);\n",
"//given\n",
"Q=2800;                    //maximum flood discharge\n",
"hfl=285;                   //H.F.L before construction\n",
"hw=278;                    //minimum water level\n",
"fsl=284;                   //F.S.L of canal\n",
"c=12;                      //coefficient of creep\n",
"flux=1;                    //allowable afflux\n",
"Ge=1/6;                    //permissible exit gradient\n",
"rho=2.24;                  //specific gravity of concrete\n",
"\n",
"//Hydraulic calculation\n",
"L=4.75*Q^0.5;\n",
"q=Q/L;\n",
"q=round(q*10)/10;\n",
"mprintf('Hydraulic calculation:');\n",
"mprintf('\ndischarge per unit width of river=%f cumecs.',q);\n",
"f=1;\n",
"R=1.35*(q^2/f)^(1/3);\n",
"R=round(R*100)/100;\n",
"mprintf('\nregime scour depth=%f m.',R);\n",
"V=q/R;                   //regime velocity\n",
"vh=V^2/(2*9.81);        //velocity head\n",
"l_down=hfl+vh;\n",
"l_up=l_down+flux;\n",
"hfl_up=l_up-vh;\n",
"hfl_down=hfl-0.5;\n",
"hfl_down=round(hfl_down*100)/100;\n",
"mprintf('\nactual d/s H.F.L allowing 0.5 m for retrogation=%f m.',hfl_down);\n",
"K=(q/1.7)^(2/3);\n",
"cl=l_up-K;               //crest level\n",
"cl=round(cl*100)/100;\n",
"mprintf('\ncrest level=%f m.',cl);\n",
"pl=fsl+0.5;              //pond level\n",
"s=hfl_down-cl;                //heigth of shutter\n",
"mprintf('\nheigth of shutter=%f m.',s);\n",
"rl_up_pile=hfl_up-1.5*R;    //R.L of bottom u/s pile\n",
"d_up_cut=hw-276;           //depth of upstream cut-off\n",
"mprintf('\ndepth of upstream cut-off=%f m.',d_up_cut);\n",
"mprintf('\n provide concrete cut off 2 m depth.');\n",
"rl_bot_ds=hfl_down-2*R;\n",
"Hs=hfl_down-hw;            //seepage head\n",
"Hc=cl-hw;                  //heigth of crest\n",
"mprintf('\nR.L of gates crest=%f m.',Hs);\n",
"mprintf('\nHeigth of crest=%f m.',Hc);\n",
"\n",
"//design of weir wall\n",
"d=hfl_up-cl;\n",
"a=d/(rho)^0.5;\n",
"a=3*d/(2*rho);            //from sliding consideration\n",
"a=s+1;                    //from practical consieration\n",
"a=a+1;\n",
"mprintf('\n\ndesign of weir wall:')\n",
"mprintf('\nprovide top width of %i m.',a);\n",
"Mo=9.81*Hs^3/6;                //overtirning moment\n",
"//equating the moment of resistance to overturning moment and putting the values we get\n",
"y=poly([-1.084,0.020,0.039],'x','c');\n",
"b=roots(y);\n",
"//we get b= - 5.5347261 and 5.0219056\n",
"//taking\n",
"b=5;\n",
"//when weir is submerged\n",
"C=0.58;\n",
"d=(q^2/((2*C/3)^2*2*9.81))^(1/3);\n",
"Mo=9.81*d*Hc^2/2;\n",
"//from equation of moment of resistence we get\n",
"y=poly([-77.55,3,1],'x','c');\n",
"b=roots(y);\n",
"//we get b= - 10.433085 and 7.4330846\n",
"//taking\n",
"b=8;\n",
"mprintf('\nbottom width=%i m.',b);\n",
"\n",
"//design of impervious and pervious aprons\n",
"C=12;\n",
"L=C*Hs;\n",
"mprintf('\n\ndesign of impervious and pervious aprons:');\n",
"mprintf('\ntotal creep length=%i m.',L);\n",
"l1=2.21*C*(Hs/13)^0.5;\n",
"l1_=l1+1;\n",
"mprintf('\nlength of downstream impervious apron=%i m.',l1_);\n",
"d1=hw-276;\n",
"d2=hw-271;\n",
"l2=L-l1-(b+2*d1+2*d2);\n",
"mprintf('\nlength of upstream impervious apron=%i m.',l2);\n",
"l3=18*C*(Hs*q/975)^0.5;\n",
"mprintf('\ntotal length of d/s apron=%i m.',l3);                //calculation is wrong in book\n",
"l=l3-l1;\n",
"le=l/2;\n",
"le=round(le*100)/100;\n",
"mprintf('\nprovide filter of length %f m. and launching apron of length %f m.',le,le);\n",
"t=d2*10^0.5/le;\n",
"mprintf('\nthickness of launching apron in horizontal position=%f m.',t);\n",
"mprintf('\nprovide launching apron of thickness 1.5 m.');\n",
"T=2*d1;\n",
"V=d1*10^0.5;\n",
"ta=V/T;\n",
"ta=round(ta*10)/10;\n",
"mprintf('\nthickness of apron in horizontal position=%f m.',ta);\n",
"Hr=Hs-Hs*(4+33+8)/L;\n",
"t=4*Hr/(3*(rho-1));\n",
"t=round(t*10)/10;\n",
"mprintf('\nprovide thickness of %f m from d/s of weir wall to point 6 m from it.',t);\n",
"Hr=Hs-Hs*(4+33+8+6)/L;\n",
"t=4*Hr/(3*(rho-1));\n",
"t=round(t*10)/10;\n",
"mprintf('\nprovide thickness of %f m from 6 m to 12 m from d/s end of weir wall.',t);\n",
"Hr=Hs-Hs*(4+33+8+12)/L;\n",
"t=4*Hr/(3*(rho-1));\n",
"t=round(t*10)/10;\n",
"mprintf('\nprovide thickness of %f m for rest of length of weir floor.',t);\n",
"\n",
"//check by khosla's theory\n",
"b=33+8+19;            //total horizontal length of impervious floor\n",
"d=7;                  //depth of downstream pile\n",
"alpha=b/d;\n",
"n=0.14;                //n=1/%pi*(lambda)^0.5;\n",
"Ge=Hs*n/d;\n",
"mprintf('\n\ncheck by Khosla theory:');\n",
"mprintf('\nexit gradient=%f. < 1/6\n hence safe',Ge);\n",
"alpha_=d/b;\n",
"fic1=0.83;fid1=0.88;\n",
"corec_c1=(fid1-fic1)*100/2;\n",
"bdash=b;\n",
"d=2;D=7;\n",
"C1=19*(D/bdash)^0.5*(d+D)/b;\n",
"fic1=fic1*100+corec_c1+C1;\n",
"Pc=Hs*fic1/100;                        //pressure head at C\n",
"alpha_=d/b;\n",
"fie2=0.31;fid2=0.21;\n",
"corec_e1=(fie2-fid2)*1.7*100/7;\n",
"bdash=b;\n",
"d=7;D=2;\n",
"C1=19*(D/bdash)^0.5*(d+D)/b;\n",
"fie2=fie2*100-corec_e1-C1;             //in book 3.53 value is wrong\n",
"Pe=Hs*fie2/100;                         //pressue head at E\n",
"//assuming linear variation of pressure for intermediate points\n",
"Pa=Pc-(Pc-Pe)*(33+8)/b;\n",
"t=Pa/1.24;\n",
"Pa=round(Pa*100)/100;\n",
"t=round(t*100)/100;\n",
"mprintf('\npressure at d/s of weir wall=%f m.',Pa);\n",
"mprintf('\nthickness at d/s of weir wall=%f m. < thickness by Bligh theory;\nhence safe.',t);\n",
"Pb=Pc-(Pc-Pe)*(33+8+6)/b;\n",
"t=Pb/1.24;\n",
"Pa=round(Pa*100)/100;\n",
"t=round(t*100)/100;\n",
"mprintf('\npressure at 6 m from d/s of weir wall=%f m.',Pb);\n",
"mprintf('\nthickness at 6m from d/s of weir wall=%f m. < thickness by Bligh theory;\nhence safe.',t);\n",
"Pc=Pc-(Pc-Pe)*(33+8+12)/b;\n",
"t=Pc/1.24;\n",
"Pa=round(Pa*100)/100;\n",
"t=round(t*100)/100;\n",
"mprintf('\npressure at 12 m from d/s of weir wall=%f m.',Pc);\n",
"mprintf('\nthickness at 12m from d/s of weir wall=%f m. > thickness by Bligh theory;\nhence unsafe.',t);\n",
"mprintf('\nhence increase th ethickness to 1.9 m for a length of 7 m of impervious floor.');"
   ]
   }
,
{
		   "cell_type": "markdown",
		   "metadata": {},
		   "source": [
			"## Example 12.4: EX12_4.sce"
		   ]
		  },
  {
"cell_type": "code",
	   "execution_count": null,
	   "metadata": {
	    "collapsed": true
	   },
	   "outputs": [],
"source": [
"\n",
"\n",
"//example 12.4\n",
"//design a slopeing glacis\n",
"clc;funcprot(0);\n",
"//given\n",
"q=10;                     //maximum discharge intensity on weir crest\n",
"hfl=255;                  //H.F.L before construction of weir\n",
"rb=249.5;                 //R.L of river bed\n",
"pl=254;                   //pond level\n",
"s=1;                      //heigth of crest shutter\n",
"dhw=251.5;                //anticipated downstream water level in river when water is dischrging with pond level upstream\n",
"br=0.5;                   //bed retrogression\n",
"f=0.9;                    //Laecey silt factor\n",
"Ge=1/7;                   //permissible exit gradient\n",
"flux=1;                   //permissible afflux\n",
"\n",
"cl=pl-s;                   //crest level\n",
"mprintf('crest level=%f m.',cl);\n",
"K=(q/1.7)^(2/3);\n",
"tel_up=cl+K;\n",
"tel_up=round(tel_up*100)/100;\n",
"mprintf('\nelevation of u/s T.E.L=%f m.',tel_up);\n",
"R=1.35*(q^2/f)^(1/3);\n",
"R=round(R*10)/10;\n",
"mprintf('\nregime scour depth=%f m.',R);\n",
"V=q/R;                     //regime velocity\n",
"vh=V^2/(2*9.81);           //velocity head\n",
"hfl_up=tel_up-vh;\n",
"tel_down=hfl+vh;\n",
"flux=hfl_up-hfl;\n",
"flux=round(flux*100)/100;\n",
"mprintf('\nafflux=%f. which is near to permissible',flux);\n",
"hfl_down=hfl-br;             //downstream H.F.L after retrogression\n",
"tel_down=tel_down-br;        //downstream T.F.L after retrogression\n",
"Hl=tel_up-tel_down;          //loss of head in flood\n",
"Hl=round(Hl*100)/100;\n",
"mprintf('\nloss of head in at high flood=%f m.',Hl);\n",
"K=pl-cl;              //head over crest\n",
"q_=1.7*(K)^1.5;\n",
"Hl_=pl-dhw;             //loss of head\n",
"mprintf('\nloss of head=%f m.',Hl_);\n",
"Ef2=4.3;\n",
"Ef2_=1.7;              //from Blench curve\n",
"jump=tel_down-Ef2;\n",
"jump_=251.5-Ef2_;      //level at which jump will form\n",
"Ef1=Ef2+Hl;\n",
"Ef1_=Ef2_+Hl_;\n",
"D1=1.03;\n",
"D1_=0.15;                //calculated from Ef1 and Ef1_ respectively\n",
"D2=3.96;D2_=1.68;       //calculated from Ef2 and Ef2_ respectively\n",
"hj=D2-D1;\n",
"hj_=D2_-D1_;            //heigth of jump\n",
"concrete=5*hj;\n",
"concrete_=5*hj_;         //length of concrete floor\n",
"mprintf('\n\nHydraulic jump calculation:');\n",
"mprintf('\nheigth of jump for high flood condition=%f m.',hj);\n",
"mprintf('\nlength of concrete floor for high flood condition=%f m.',concrete);\n",
"mprintf('\nheigth of jump for pond level condition=%f m.',hj_);\n",
"mprintf('\nlength of concrete floor for high pond level condition=%f m.',concrete_);\n",
"\n",
"cw=2;                    //crets width\n",
"us=2;                    //upstream slope\n",
"ds=3;                    //downstream slope\n",
"l=15;\n",
"mprintf('\n\n upstream slope of glacis=%i:1.',us);\n",
"mprintf('\ndownstream slope of glacis=%i:1.',ds);\n",
"mprintf('\nhorizontal length of floor beyond the toe=%i m..',l);\n",
"\n",
"R=6.5;\n",
"sh_up=hfl_up-1.5*R;\n",
"sh_down=hfl_down-2*R;\n",
"sh_up=round(sh_up*100)/100;\n",
"mprintf('\nR.L of bottom of upstream sheet pile=%f m.',sh_up);\n",
"mprintf('\nR.L of downstream sheet pile=%f m.',sh_down);\n",
"mprintf('\nprovide intermediate sheet pile at d/s toe of glacis.');\n",
"Hs=pl-249.6;                       //maximum percolation head\n",
"d=249.6-sh_down;                   //depth of d/s cut-off\n",
"n=Ge*d/Hs;                          //n=1/(%pi*lambda^0.5);\n",
"//from khosla exit gradient curve\n",
"alpha=1.5;\n",
"b=alpha*d;\n",
"mprintf('\n\nlength of impervious floor=%f m.',b);\n",
"fl=(2*(253-249.5))+2+(3*(253-249.6))+15;\n",
"us=36-fl;\n",
"mprintf('\nlength of floor already provide=%f m.',fl);\n",
"mprintf('\nwhich is more than required from permissible exit gradient.\nno upstream floor is required.');\n",
"mprintf('\nprovide %f m upstream floor so that total length becomes 36 m.',us);\n",
"alpha_1=0.089; \n",
"alpha_2=0.225;            //alpha_=1/alpha\n",
"b1=21;\n",
"alpha=4.44;\n",
"mprintf('\n\nPressure percent at points:');\n",
"point=['C1' 'D1' 'C2' 'E2' 'D2' 'D3' 'E3'];\n",
"bc=[72 82 31.5 45.5 58.5 29 44];\n",
"crt=[3.1 0 3.5 0 -3.2 0 0 -3.6];\n",
"crs=[0 0 0 0 2.3 0 0 0];\n",
"cri=[3.7 0 6.4 0 -2.4 0 -6.4];\n",
"mprintf('\nPoints       Before correction            After correction');\n",
"for i=1:7\n",
"    after(i)=bc(i)+crt(i)+crs(i)+cri(i);\n",
"    mprintf('\n%s                   %i                       %f',point(i),bc(i),after(i));\n",
"end\n",
"Hs=254-249.6;               //no flow condition\n",
"Hs_=256.13-254.5;           //high flood condition\n",
"Hs__=254-251.5;             //flow at pond level\n",
"mprintf('\n\nelevation of subsoil H.G above datum:');\n",
"mprintf('\nno flow condition:');\n",
"fie1=1*Hs;\n",
"fid1=0.82*Hs;\n",
"fic1=0.788*Hs;\n",
"fie2=0.552*Hs;\n",
"fid2=0.455*Hs;\n",
"fic2=0.414*Hs;\n",
"fie3=0.34*Hs;\n",
"fid3=0.29*Hs;\n",
"fic3=0;\n",
"fie1=round(fie1*100)/100;fid1=round(fid1*100)/100;fic1=round(fic1*100)/100;\n",
"fie2=round(fie2*100)/100;fid2=round(fid2*100)/100;fic2=round(fic2*100)/100;\n",
"fie3=round(fie3*100)/100;fid3=round(fid3*100)/100;fic3=round(fic3*100)/100;\n",
"mprintf('\nfie1=%f.;fid1=%f.;fic1=%f.\nfie2=%f.;fid2=%f.;fic2=%f.\nfie3=%f.;fid3=%f.;fic3=%f.',fie1,fid1,fic1,fie2,fid2,fic2,fie3,fid3,fic3);\n",
"mprintf('\nhigh flood condition:');\n",
"fie1=1*Hs_;\n",
"fid1=0.82*Hs_;\n",
"fic1=0.788*Hs_;\n",
"fie2=0.552*Hs_;\n",
"fid2=0.455*Hs_;\n",
"fic2=0.414*Hs_;\n",
"fie3=0.34*Hs_;\n",
"fid3=0.29*Hs_;\n",
"fic3=0;\n",
"fie1=round(fie1*100)/100;fid1=round(fid1*100)/100;fic1=round(fic1*100)/100;\n",
"fie2=round(fie2*100)/100;fid2=round(fid2*100)/100;fic2=round(fic2*100)/100;\n",
"fie3=round(fie3*100)/100;fid3=round(fid3*100)/100;fic3=round(fic3*100)/100;\n",
"mprintf('\nfie1=%f.;fid1=%f.;fic1=%f.\nfie2=%f.;fid2=%f.;fic2=%f.\nfie3=%f.;fid3=%f.;fic3=%f.',fie1,fid1,fic1,fie2,fid2,fic2,fie3,fid3,fic3);\n",
"mprintf('\nflow at pond level:');\n",
"fie1=1*Hs__;\n",
"fid1=0.82*Hs__;\n",
"fic1=0.788*Hs__;\n",
"fie2=0.552*Hs__;\n",
"fid2=0.455*Hs__;\n",
"fic2=0.414*Hs__;\n",
"fie3=0.34*Hs__;\n",
"fid3=0.29*Hs__;\n",
"fic3=0;\n",
"fie1=round(fie1*100)/100;fid1=round(fid1*100)/100;fic1=round(fic1*100)/100;\n",
"fie2=round(fie2*100)/100;fid2=round(fid2*100)/100;fic2=round(fic2*100)/100;\n",
"fie3=round(fie3*100)/100;fid3=round(fid3*100)/100;fic3=round(fic3*100)/100;\n",
"mprintf('\nfie1=%f.;fid1=%f.;fic1=%f.\nfie2=%f.;fid2=%f.;fic2=%f.\nfie3=%f.;fid3=%f.;fic3=%f.',fie1,fid1,fic1,fie2,fid2,fic2,fie3,fid3,fic3);\n",
"\n",
"mprintf('\n\nPrejump profile:');\n",
"mprintf('\nhigh flood condition:');\n",
"dist=[3 6 8.4];                 //distance\n",
"glacis=[252 251 250.32];        //R.L of glacis\n",
"D1=[1.3 1.15 1.03];\n",
"mprintf('\nEf1              D1');\n",
"for i=1:3\n",
"    Ef1(i)=256.25-glacis(i);\n",
"    mprintf('\n%f         %f',Ef1(i),D1(i));\n",
"end\n",
"mprintf('\npond level flow:');\n",
"dist=[3 6 9 9.6];             //distance\n",
"glacis=[252 251 250 249.9];       //R.Lof glacis\n",
"D1=[0.31 0.23 0.16 0.15];\n",
"mprintf('\nEf1              D1');\n",
"for i=1:4\n",
"    Ef1(i)=254-glacis(i);\n",
"    mprintf('\n%f         %f',Ef1(i),D1(i));\n",
"end\n",
"\n",
"\n",
"rho=2.24;\n",
"Uf=4;                           //unbalanced head for high flood condtion\n",
"Us=2.56;                        //unbalanced static head\n",
"Hf=2*Uf/3;\n",
"t=Hf/(rho-1);\n",
"t=round(t*10)/10;\n",
"mprintf('\n\nfloor thickness at the point of formation of hydraulic jump=%f m.',t);\n",
"Uf=2.9;                           //unbalanced head for high flood condtion\n",
"Us=2.2;                        //unbalanced static head\n",
"Hf=2*Uf/3;\n",
"t=Us/(rho-1);\n",
"t=round(t*10)/10;\n",
"mprintf('\nfloor thickness at the point of formation of hydraulic jump at the pond level condition=%f m.',t);\n",
"P=1.5;                        //pressure head at d/s end of floor\n",
"t=P/(rho-1);\n",
"t=round(t*10)/10;\n",
"mprintf('\n\nfloor thickness at downstream side of sloping glacis=%f m.',t);\n",
"D=rb-sh_up;                 //depth of u/s scour hole above bed level\n",
"a=1.5*D;\n",
"a=round(a*10)/10;\n",
"mprintf('\n\nminimum length of upstream launching apron=%f m.',a);\n",
"mprintf('\nprovide 1.5 m thick apron for length of 5 m.');\n",
"D=249.6-241.5;\n",
"a=1.5*D;\n",
"mprintf('\n\nminimum length of downstream launching apron=%f m.',a);\n",
"mprintf('\nprovide 1.5 m thick apron for length of 12 m.');\n",
""
   ]
   }
,
{
		   "cell_type": "markdown",
		   "metadata": {},
		   "source": [
			"## Example 12.5: EX12_5.sce"
		   ]
		  },
  {
"cell_type": "code",
	   "execution_count": null,
	   "metadata": {
	    "collapsed": true
	   },
	   "outputs": [],
"source": [
"\n",
"\n",
"//example 12.5\n",
"//calculate uplift pressure at the junction of inner faces of pile with weir floor using Khosla theory\n",
"clc;funcprot(0);\n",
"//given\n",
"b=16;       //total length of floor\n",
"d=5;        //depth of downstream pile\n",
"D=4;        //depth of upstream pile\n",
"H=2.5;      //head created by weir\n",
"\n",
"//pressure at E\n",
"alpha=b/d;\n",
"lambda=(1+(1+alpha^2)^0.5)/2;\n",
"fie=acos((lambda-2)/lambda)/%pi;\n",
"C=19*(D/b)^0.5*((d+D)/b);\n",
"fie=fie*100-C;\n",
"P=H*fie/100;\n",
"P=round(P*1000)/1000;\n",
"mprintf('Pressure at E=%f m.',P);\n",
"\n",
"//pressure at C1\n",
"alpha=b/D;\n",
"lambda=(1+(1+alpha^2)^0.5)/2;\n",
"fie=acos((lambda-2)/lambda)/%pi;\n",
"fic=1-fie;            //by principle reversibility of flow\n",
"C=19*(d/b)^0.5*((d+D)/b);\n",
"fic=fic*100+C;\n",
"P=fic*H/100;\n",
"P=round(P*1000)/1000;\n",
"mprintf('\n Pressure at C=%f m.',P);"
   ]
   }
,
{
		   "cell_type": "markdown",
		   "metadata": {},
		   "source": [
			"## Example 12.6: EX12_6.sce"
		   ]
		  },
  {
"cell_type": "code",
	   "execution_count": null,
	   "metadata": {
	    "collapsed": true
	   },
	   "outputs": [],
"source": [
"\n",
"\n",
"//example 12.6\n",
"//calculate floor thickness at mid length and at junction with u/s and d/s cut-off walls\n",
"clc;funcprot(0);\n",
"//given\n",
"b=13;         //length of floor\n",
"d=2;          //depth of downstream wall\n",
"D=1.5;       //depth of upstream cut-off\n",
"rho=2.24;     //relative density\n",
"H=1.5;\n",
"\n",
"//at junction of d/s cut-off with floor\n",
"alpha=b/d;\n",
"lambda=(1+(1+alpha^2)^0.5)/2;\n",
"fie=acos((lambda-2)/lambda)/%pi;\n",
"C=19*(D/b)^0.5*((d+D)/b);\n",
"fie=fie*100-C;\n",
"P=H*fie/100;\n",
"t=P/(rho-1);\n",
"t=round(t*10)/10;\n",
"mprintf('floor thickness at junction of d/s cut-off with floor=%f m.',t);\n",
"\n",
"//at junction of u/s cut-off with floor\n",
"alpha=b/D;\n",
"lambda1=(1+(1+alpha^2)^0.5)/2;\n",
"fie=acos((lambda1-2)/lambda1)/%pi;\n",
"fic=1-fie;            //by principle reversibility of flow\n",
"C=19*(D/b)^0.5*((d+D)/b);\n",
"fiec=fic*100+C;\n",
"P=fiec*H/100;\n",
"t=0.3;              //this the uplift will be counter balanced by downward weigth of impounded water\n",
"mprintf('\nfloor thickness at junction of u/s cut-off with floor=%f m.',t);\n",
"\n",
"//at mid-length\n",
"P=(1.08+0.489)/2;            //assuming linear variation\n",
"t=P/(rho-1);\n",
"t=round(t*100)/100;\n",
"mprintf('\nfloor thickness at mid-length=%f m.',t);\n",
"\n",
"//exit gradient\n",
"G=H/(d*%pi*(lambda)^0.5);\n",
"G=round(G*1000)/1000;\n",
"//since G<0.18\n",
"mprintf('\n G=%f. <0.18./nfloor is safe against failure by piping.',G);"
   ]
   }
,
{
		   "cell_type": "markdown",
		   "metadata": {},
		   "source": [
			"## Example 12.7: EX12_7.sce"
		   ]
		  },
  {
"cell_type": "code",
	   "execution_count": null,
	   "metadata": {
	    "collapsed": true
	   },
	   "outputs": [],
"source": [
"\n",
"\n",
"//example12.7\n",
"//calculate heigth of weir to be built\n",
"clc;funcprot(0);\n",
"//given\n",
"B=30;            //stream width\n",
"D=3;             //stream depth\n",
"V=1.25;          //mean velocity\n",
"Cd=0.95;         //discharge coefficient\n",
"Q=B*D*V;\n",
"C=2*Cd*(2*9.81)^0.5/3;\n",
"x=4-(Q/(C*B))^(2/3);\n",
"x=round(x*1000)/1000;\n",
"mprintf('heigth of weir to be built=%f m.',x);"
   ]
   }
,
{
		   "cell_type": "markdown",
		   "metadata": {},
		   "source": [
			"## Example 12.8: EX12_8.sce"
		   ]
		  },
  {
"cell_type": "code",
	   "execution_count": null,
	   "metadata": {
	    "collapsed": true
	   },
	   "outputs": [],
"source": [
"\n",
"\n",
"//example 12.8\n",
"//calculate uplift pressure at two cut-off\n",
"clc;funcprot(0);\n",
"//given\n",
"b=50;       //length of floor\n",
"d=8;        //depth of downstream pile\n",
"D=8;        //depth of upstream pile\n",
"H=5;        //effective head \n",
"tu=1;        //floor thickness at upstream\n",
"td=2;        //floor thickness at downstream\n",
"\n",
"//downstream cut-off\n",
"alpha=b/d;\n",
"lambda=(1+(1+alpha^2)^0.5)/2;\n",
"fie=acos((lambda-2)/lambda)/%pi;\n",
"fid=acos((lambda-1)/lambda)/%pi;\n",
"Ct=(fie-fid)*td/d;\n",
"C=19*(D/b)^0.5*((d+D)/b);\n",
"fie=fie*100-C-Ct*100;\n",
"P=H*fie/100;\n",
"P=round(P*100)/100;\n",
"mprintf('Pressure at downstream cut-off=%f m.',P);\n",
"\n",
"//upstream cut-off\n",
"fie=acos((lambda-2)/lambda)/%pi;\n",
"fid=acos((lambda-1)/lambda)/%pi;\n",
"fic1=1-fie;\n",
"fid1=1-fid;\n",
"Ct=(fic1-fid1)*td/d;\n",
"C=-19*(D/b)^0.5*((d+D)/b);\n",
"fic1=fic1*100-C-Ct*100;\n",
"P=H*fic1/100;\n",
"P=round(P*100)/100;\n",
"mprintf('\nPressure at upstream cut-off=%f m.',P);\n",
"G=H/(d*%pi*(lambda)^0.5);\n",
"mprintf('\nExit Gradient=%f.',G);\n",
"\n",
""
   ]
   }
,
{
		   "cell_type": "markdown",
		   "metadata": {},
		   "source": [
			"## Example 12.9: EX12_9.sce"
		   ]
		  },
  {
"cell_type": "code",
	   "execution_count": null,
	   "metadata": {
	    "collapsed": true
	   },
	   "outputs": [],
"source": [
"\n",
"\n",
"//example 12.9\n",
"//calculate depth of downstream cut-off\n",
"clc;funcprot(0);\n",
"//given\n",
"Q=1000;        //discharge of river\n",
"L=256;         //crest length of diversion\n",
"f=1.1;         //silt factor\n",
"seg=1/6;       //safe exit gradient\n",
"hfl=103;       //high flood level\n",
"cf=100;        //reduced level of downstream concrete floor\n",
"H=2.4;         //maximum static head of weir\n",
"b=40;          //length of concrete floor\n",
"\n",
"q=Q/L;\n",
"R=1.35*(q^2/f)^(1/3);\n",
"rld=hfl-1.5*R;\n",
"d=cf-rld;\n",
"d=round(d*100)/100;\n",
"mprintf('depth of downstream cut-off=%f m.',d);\n",
"\n",
"alpha=b/d;\n",
"lambda=(1+(1+alpha^2)^0.5)/2;\n",
"G=H/(d*%pi*(lambda)^0.5);\n",
"//since G<seg\n",
"mprintf('\n G=%f. <1/6./nfloor is safe against failure by piping.',G);\n",
""
   ]
   }
],
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		  "kernelspec": {
		   "display_name": "Scilab",
		   "language": "scilab",
		   "name": "scilab"
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		  "language_info": {
		   "file_extension": ".sce",
		   "help_links": [
			{
			 "text": "MetaKernel Magics",
			 "url": "https://github.com/calysto/metakernel/blob/master/metakernel/magics/README.md"
			}
		   ],
		   "mimetype": "text/x-octave",
		   "name": "scilab",
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