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| author | priyanka | 2015-06-24 15:03:17 +0530 |
|---|---|---|
| committer | priyanka | 2015-06-24 15:03:17 +0530 |
| commit | b1f5c3f8d6671b4331cef1dcebdf63b7a43a3a2b (patch) | |
| tree | ab291cffc65280e58ac82470ba63fbcca7805165 /2087/CH14 | |
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initial commit / add all books
Diffstat (limited to '2087/CH14')
35 files changed, 922 insertions, 0 deletions
diff --git a/2087/CH14/EX14.1/example14_1.sce b/2087/CH14/EX14.1/example14_1.sce new file mode 100755 index 000000000..c41adc2a1 --- /dev/null +++ b/2087/CH14/EX14.1/example14_1.sce @@ -0,0 +1,37 @@ +
+
+//example 14.1
+//design irrigation channel on Kennedy's theory
+clc;funcprot(0);
+//given
+Q=45; //discharge
+N=0.0225; //rogosity coefficient
+m=1.05; //critical velocity ratio
+S=1/5000; //bed slope
+
+D=2; //assume
+Vo=0.55*m*D^0.64;
+A=Q/Vo;
+//for a trapezoidal section
+B=(A-0.5*D^2)/2;
+P=B+D*5^0.5;
+R=A/P;
+C=(23+1/N+0.00155/S)*(R*S)^0.5/(1+(23+0.00155/S)*N/R^0.5);
+V=C*(R*S)^0.5;
+//Vo<V
+
+//assume D=2.2
+D=2.2;
+Vo=0.55*m*D^0.64;
+A=Q/Vo;
+B=(A-0.5*D^2)/D;
+P=B+D*5^0.5;
+R=A/P;
+C=(23+1/N+0.00155/S)*(R*S)^0.5/(1+(23+0.00155/S)*N/R^0.5);
+V=C*(R*S)^0.5;
+
+//ratio of V and Vo is almost equal to 1
+B=round(B*10)/10;
+ mprintf("Width of channel section=%f m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
+
diff --git a/2087/CH14/EX14.10/example14_10.sce b/2087/CH14/EX14.10/example14_10.sce new file mode 100755 index 000000000..f5d461cae --- /dev/null +++ b/2087/CH14/EX14.10/example14_10.sce @@ -0,0 +1,29 @@ +
+
+//example 14.10
+//design irrigation channel according to Laecy silt theory
+clc;funcprot(0);
+//given
+Q=15; //discharge
+f=1; //laecy silt factor
+s=1/2; //channel side slope
+
+V=(Q*f^2/140);
+A=Q/V;
+R=5*V^2/(2*f);
+//using the value of A in equations we get,
+//equation in D as
+y=poly([-21.765,18.336,-1.73],'x','c');
+D=roots(y);
+//we get D=9.2368003 and 1.3620436.
+//taking
+D=1.3620436;
+B=18.336-D*2.23;
+P=4.75*Q^0.5;
+S=1/(3340*Q^(1/6));
+B=round(B*10)/10;
+D=round(D*100)/100;
+mprintf("Width of channel section=%f m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
+mprintf("\nBed slope=%f.",S);
+
diff --git a/2087/CH14/EX14.11/example14_11.sce b/2087/CH14/EX14.11/example14_11.sce new file mode 100755 index 000000000..74741d0ac --- /dev/null +++ b/2087/CH14/EX14.11/example14_11.sce @@ -0,0 +1,28 @@ +
+
+//example 14.11
+//find channel section and discharge
+clc;funcprot(0);
+//given
+S=1/5000; //bed slope
+s=1/2; //side slope
+f=0.9; //laecy silt factor
+
+Q=(f^(5/3)/(3340*S))^6;
+R=f^3/(4980*S)^2;
+P=4.75*Q^0.5;
+A=P*R;
+//using the value of A and P in equations we get,
+//equation in D as
+y=poly([-6.961,9.41,-1.73],'x','c');
+D=roots(y);
+//we get D=4.5561754 and 0.8831309.
+//taking
+D=0.8831309;
+B=9.41-D*2.23;
+B=round(B*100)*100;
+D=round(D*100)/100;
+Q=round(Q*1000)/1000;
+mprintf("Width of channel section=%f m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
+mprintf("\n Discharge=%f cumecs.",Q);
diff --git a/2087/CH14/EX14.12/example14_12.sce b/2087/CH14/EX14.12/example14_12.sce new file mode 100755 index 000000000..24ae63c5d --- /dev/null +++ b/2087/CH14/EX14.12/example14_12.sce @@ -0,0 +1,22 @@ +
+
+//example 14.12
+//calculate quantity of bed load moved by the Meyer-Peter equation
+clc;funcprot(0);
+//given
+gamma_w=9.81; //unit weigth of water
+D=3; //depth of channel
+d=0.3; //grain size
+k=1.5; //size of roughness of channel bed
+S=1/4400; //bed slope
+G=2.65; //specific gravity
+tau_b=gamma_w*D*S;
+N1=d^(1/6)/24;
+N=k^(1/6)/24;
+gamma_s=gamma_w*G;
+tau_c=0.047*(gamma_s-gamma_w)*d/1000;
+r=(N1/N)^1.5;
+q=47450*(tau_b*r-tau_c)^1.5;
+q=round(q*100)/100;
+mprintf("quantity of bed load moved=%f kN/m/hr.",q);
+
diff --git a/2087/CH14/EX14.13/example14_13.sce b/2087/CH14/EX14.13/example14_13.sce new file mode 100755 index 000000000..5b0cffd87 --- /dev/null +++ b/2087/CH14/EX14.13/example14_13.sce @@ -0,0 +1,23 @@ +
+
+//example 14.13
+//calculate bed load transported by channel by einstein equation
+clc;funcprot(0);
+//given
+gamma_w=9.81; //unit weigth of water
+D=3; //depth of channel
+d=0.3; //grain size
+k=1.5; //size of roughness of channel bed
+S=1/4400; //bed slope
+G=2.65; //specific gravity
+
+N1=d^(1/6)/24;
+N=k^(1/6)/24;
+r=(N1/N)^1.5;
+R1=3*r;
+si=(G-1)*d/(1000*R1*S);
+//hence we get
+fi=7;
+q=3600*fi*G*gamma_w*(G-1)^0.5*(gamma_w)^0.5*(d/1000)^1.5;
+q=round(q*10)/10;
+mprintf("quantity of bed load moved=%f kN/m/hr.",q);
diff --git a/2087/CH14/EX14.14/example14_14.sce b/2087/CH14/EX14.14/example14_14.sce new file mode 100755 index 000000000..dff7e112b --- /dev/null +++ b/2087/CH14/EX14.14/example14_14.sce @@ -0,0 +1,27 @@ +
+
+//example 14.14
+//calculate concentration of suspended load
+clc;funcprot(0);
+//given
+gamma_w=9.81; //unit weigth of water
+D=3; //depth of channel
+d=0.3; //grain size
+k=1.5; //size of roughness of channel bed
+S=1/4400; //bed slope
+G=2.65; //specific gravity
+V=0.03; //fall velocity
+c_=400; //concentration at 0.3 m above bed
+a=0.3;
+y=1;
+k_=0.4; //van karman's constant
+
+N1=d^(1/6)/24;
+N=k^(1/6)/24;
+r=(N1/N)^1.5;
+R1=3*r;
+V_=(gamma_w*R1*S)^0.5;
+c=c_*((a/y)*(D-y)/(D-a))^(V/(V_*k_));
+c=round(c*10)/10;
+mprintf("concentration of suspended load=%f ppm.",c);
+
diff --git a/2087/CH14/EX14.15/example14_15.sce b/2087/CH14/EX14.15/example14_15.sce new file mode 100755 index 000000000..b730ba99e --- /dev/null +++ b/2087/CH14/EX14.15/example14_15.sce @@ -0,0 +1,39 @@ +
+
+//example 14.15
+//design an irrigation channel by Meyer peter equation
+clc;funcprot(0);
+//given
+Q=45; //discharge
+c=55; //bed load concentraion
+d=0.3; //average grain diameter
+gamma_w=9.81; //unit weigth of water
+G=2.67;
+f=0.964;
+
+c=c*Q*gamma_w*3600/1000000;
+P=4.75*Q^0.5;
+//taking channel width as B=28 m(slightly less than P)
+B=28;
+qs=c/B;
+//assuming effective grain diameter k=0.4 mm
+ks=0.4D-3;
+N1=ks^(1/6)/24;
+sf=1.76*d^0.5;
+N=0.0225*sf^0.25;
+r=N1/N;
+tau_c=0.047*gamma_w*(G-1)*d/1000;
+tau_b=r^1.5*((qs/47450)^(2/3)+tau_c);
+//from Manning's formula we get on simplification
+R=(0.000992*1000/0.525)^(3/7);
+S=0.525/(1000*R);
+//solving equation of R for trapezoidal section of side slope 1/2 we get
+y=poly([-36.792,25.06,0.5],'x','c');
+D=roots(y);
+//we get D= -51.547499 and 1.4274989
+//taking
+D=1.4274989;
+D=round(D*100)/100;
+mprintf("Width of channel section=%i m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
+mprintf("\nBed slope=%f.",S);
diff --git a/2087/CH14/EX14.16/example14_16.sce b/2087/CH14/EX14.16/example14_16.sce new file mode 100755 index 000000000..af3307175 --- /dev/null +++ b/2087/CH14/EX14.16/example14_16.sce @@ -0,0 +1,32 @@ +
+
+//example 14.16
+//design an irrigation channel by Einstein equation
+clc;funcprot(0);
+//given
+Q=45; //discharge
+c=55; //bed load concentraion
+d=0.3; //average grain diameter
+gamma_w=9.81; //unit weigth of water
+G=2.67; //specific gravity of soil
+f=0.964; //silt factor
+
+//taking channel width as B=28 m(slightly less than P)
+B=28;
+qs=c/B;
+
+fi=(qs/(gamma_w*G))*(1/(G-1))^0.5*(1000000000/(gamma_w*d^3))^0.5;
+//from fig. 14.6 we get value of sci
+//using the sci equation and Manning formula and on simplifications we get
+R=(2.4296)^(3/7);
+S=0.4083/(1000*1.463);
+//solving equation of R for trapezoidal section of side slope 1/2 we get
+y=poly([-40.96,24.73,0.5],'x','c');
+D=roots(y);
+//we get D= -51.064253 and 1.6042534
+//taking
+D=1.6042534;
+D=round(D*10)/10;
+mprintf("Width of channel section=%i m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
+mprintf("\nBed slope=%f.",S);
diff --git a/2087/CH14/EX14.17/example14_17.sce b/2087/CH14/EX14.17/example14_17.sce new file mode 100755 index 000000000..e61f4fc45 --- /dev/null +++ b/2087/CH14/EX14.17/example14_17.sce @@ -0,0 +1,26 @@ +
+
+//example 14.17
+//design a channel for non-alluvial deposites
+clc;funcprot(0);
+//given
+Q=45; //discharge
+S=1/4000; //bed slope
+v=0.9; //permissible velocity
+N=0.025; //rogosity coefficient
+
+A=Q/v;
+R=(v*N/S^0.5)^1.5;
+P=A/R;
+//let us provide a trapezoidal section
+//from equation of Area and Perimeter of trapezoid
+y=poly([50,-29.45,1.828],'x','c');
+D=roots(y);
+//from which we get D=14.181815 and 1.9286881
+//taking
+D=1.9286881;
+B=P-2*1.41*D;
+D=round(D*100)/100;
+mprintf("Width of channel section=%i m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
+
diff --git a/2087/CH14/EX14.18/example14_18.sce b/2087/CH14/EX14.18/example14_18.sce new file mode 100755 index 000000000..18435babd --- /dev/null +++ b/2087/CH14/EX14.18/example14_18.sce @@ -0,0 +1,24 @@ +
+
+//example14.18
+//design non-allvial channel using Bazin's formula
+clc;funcprot(0);
+//given
+Q=15; //discharge
+V=0.75; //mean velocity
+s=1; //side slope
+K=1.3; //bazin's coefficient
+//width is five times its depth
+
+A=Q/V;
+D=(A/6)^0.5;
+B=5*D;
+P=B+2*D*1.41;
+R=A/P;
+C=87/(1+K/(R)^0.5);
+S=(V/C)^2/R;
+B=round(B*10)/10;
+D=round(D*100)/100;
+mprintf("Width of channel section=%f m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
+mprintf("\nBed slope=%f.",S);
diff --git a/2087/CH14/EX14.19/example14_19.sce b/2087/CH14/EX14.19/example14_19.sce new file mode 100755 index 000000000..697d06ffa --- /dev/null +++ b/2087/CH14/EX14.19/example14_19.sce @@ -0,0 +1,27 @@ +
+
+
+//example14.19
+//determine dimension of channel using chezy's equation
+//calculate the value of manning n
+clc;funcprot(0);
+//given
+Q=21.5; //discharge
+S=1/2500; //slope of bottom
+C=70;
+r=1/1.73;
+//taking R=0.5*D
+//and keeping it in Q=V*A;where V=C(RS)^0.5 and A=D^2(2*(4/3)^0.5-1/3^0.5);
+D=(21.5/1.7146)^(1/2.5);
+B=2*D*((4/3)^0.5-(1/3)^0.5);
+B=round(B*100)/100;
+D=round(D*100)/100;
+mprintf("side slope=%f.",r);
+mprintf("\nWidth of channel section=%f m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
+
+R=0.5*D;
+V=C*(R*S)^0.5;
+n=R^(2/3)*S^0.5/V;
+n=round(n*1000)/1000;
+mprintf("\n\nvalue of manning n=%f.",n);
diff --git a/2087/CH14/EX14.2/example14_2.sce b/2087/CH14/EX14.2/example14_2.sce new file mode 100755 index 000000000..b8952835b --- /dev/null +++ b/2087/CH14/EX14.2/example14_2.sce @@ -0,0 +1,26 @@ +
+
+//example 14.2
+//design an irrigation canal for given data
+clc;funcprot(0);
+//given
+Q=14; //discharge
+m=1; //critical velocity ratio
+r=5.7; //B/D
+
+D=(Q/(0.55*6.2))^(1/2.64);
+B=D*r;
+R=(B*D+D^2/2)/(B+D*5^0.5);
+Vo=0.55*m*D^0.64;
+//applying kutters formula; V=C(RS)^0.5
+//where C=(23+1/N+0.00155/S)*(R*S)^0.5/(1+(23+0.00155/S)*N/R^0.5);
+//assuming S^0.5=y
+y=poly([-1.98D-5,1.55D-3,-0.954,67.5],'x','c');
+roots(y);
+//taking real values of y
+S=0.0139906^2;
+B=round(B*100)/100;
+D=round(D*100)/100;
+mprintf("Width of channel section=%f m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
+mprintf("\nBed slope=%f.",S);
diff --git a/2087/CH14/EX14.20/example14_20.sce b/2087/CH14/EX14.20/example14_20.sce new file mode 100755 index 000000000..35e840ad2 --- /dev/null +++ b/2087/CH14/EX14.20/example14_20.sce @@ -0,0 +1,22 @@ +
+
+//example14.20
+//design a regime channel
+clc;funcprot(0);
+//given
+Q=100; //discharge
+f=1.1; //silt factor
+s=1/2; //side slope
+
+V=(Q*f^2/140)^(1/6);
+A=Q/V;
+P=4.75*Q^0.5;
+D=(P-(P^2-6.944*A)^0.5)/3.472;
+B=P-2.236*D;
+R=5*V^2/(2*f);
+S=f^(5/3)/(3340*Q^(1/6));
+B=round(B*10)/10;
+D=round(D*100)/100;
+mprintf("Width of channel section=%f m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
+mprintf("\nBed slope=%f.",S);
diff --git a/2087/CH14/EX14.21/example14_21.sce b/2087/CH14/EX14.21/example14_21.sce new file mode 100755 index 000000000..d7e7c46f9 --- /dev/null +++ b/2087/CH14/EX14.21/example14_21.sce @@ -0,0 +1,29 @@ +
+
+//example 14.21
+//design a channel using Laecy theory
+clc;funcprot(0);
+//given
+Q=40; //discharge
+s=1; //side slope
+md=0.8; //average size of base material
+
+f=1.76*(md)^0.5;
+V=(Q*f^2/140)^(1/6);
+A=Q/V;
+P=4.75*Q^0.5;
+//from equations of Area and perimeter of trapezoidal section;we get
+y=poly([42.41,-30.04,1.828],'x','c');
+D=roots(y);
+//we get D=14.873416 and 1.5598447
+//taking
+D=1.5598447;
+B=A/D-D;
+R=5*V^2/(2*f);
+S=f^(5/3)/(3340*Q^(1/6));
+B=round(B*100)/100;
+D=round(D*100)/100;
+mprintf("Width of channel section=%f m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
+mprintf("\nBed slope=%f.",S);
+
diff --git a/2087/CH14/EX14.22/example14_22.sce b/2087/CH14/EX14.22/example14_22.sce new file mode 100755 index 000000000..82afafa46 --- /dev/null +++ b/2087/CH14/EX14.22/example14_22.sce @@ -0,0 +1,20 @@ +
+
+//example14.22
+//calculate bed width and floor depth
+clc;funcprot(0);
+//given
+Q=30; //discharge
+V=1; //velocity of flow
+
+A=Q/V;
+//perimeter of section=30/D-D/2
+//taking its derivative w.r.t to D
+D=1/((1.914/30)^0.5);
+//from equation of area
+B=30/D-D/2;
+B=round(B*10)/10;
+D=round(D*100)/100;
+mprintf("Width of channel section=%f m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
+
diff --git a/2087/CH14/EX14.23/example14_23.sce b/2087/CH14/EX14.23/example14_23.sce new file mode 100755 index 000000000..550dd897c --- /dev/null +++ b/2087/CH14/EX14.23/example14_23.sce @@ -0,0 +1,18 @@ +
+//example 14.23
+//determine whether flow is critical or sub-critical
+clc;funcprot(0);
+//given
+Q=17; //discharge
+B=6; //base of channel
+s=1/2; //side slope
+D=1.5; //depth of channel
+
+A=D*((B+B/s)/2);
+V=Q/A;
+P=B+2*((D/s)^2+D^2)^0.5;
+R=A/P;
+F=V/(9.81*R)^0.5; //froud number
+F=round(F*100)/100;
+//since F<1;
+mprintf("Froud number=%f.\nF<1.\nFlow is sub-critical",F);
diff --git a/2087/CH14/EX14.24/example14_24.sce b/2087/CH14/EX14.24/example14_24.sce new file mode 100755 index 000000000..80052b918 --- /dev/null +++ b/2087/CH14/EX14.24/example14_24.sce @@ -0,0 +1,24 @@ +
+
+//example14.24
+//calculate normal depth and average shear stress at channel bed
+clc;funcprot(0);
+//given
+B=3.5; //bottom width of channel
+n=0.016; //manning n
+S=2.6/10000; //bed slope
+Q=8; //discharge
+lfs=1; //left side slope
+rhs=1.5; //rigth side slope
+gamma_w=9.81; //unit weigth of water
+
+//using the equation of area and perimeter of trapezoidal section;Manning's formula and V=Q/A we get D as
+//Manning formula: V=R^(2/3)*S^0.5/n
+//(D*(3.5+1.25*D))^2.5=78.281+71.951*D
+//solving it by trial and error method;we get
+D=1.5;
+R=(D*(3.5+1.25*D))/(3.5+3.217*D);
+tau=gamma_w*R*S*1000;
+tau=round(tau*100)/100;
+mprintf("Depth of section=%f m.",D);
+mprintf("\nAverage shear stress at channel bed=%f N/square-mm.",tau);
diff --git a/2087/CH14/EX14.25/example14_25.sce b/2087/CH14/EX14.25/example14_25.sce new file mode 100755 index 000000000..d3ebf789b --- /dev/null +++ b/2087/CH14/EX14.25/example14_25.sce @@ -0,0 +1,21 @@ +
+
+//example 14.25
+//calculate bed load transported by the channel in tonnes per day
+clc;funcprot(0);
+//given
+S=1/5000; //bed slope
+B=40; //width of channel
+D=2.6; //depth of channel
+d=0.38; //mean diameter of bed material
+n=0.021; //Manning n
+D65=0.64D-3; //bed material size(m)
+w=1000; //density of water
+//B/D as large tau_c=0.075*d;
+tau_c=0.075*d;
+tau_b=w*D*S;
+N1=(D65)^(1/6)/24;
+r=N1/n;
+qs=4700*24*(tau_b*r^1.5-tau_c)^1.5/1000;
+qs40=qs*40;
+mprintf("bed load transported by the channel =%i t/m/day.",qs40);
diff --git a/2087/CH14/EX14.26/example14_26.sce b/2087/CH14/EX14.26/example14_26.sce new file mode 100755 index 000000000..c014a8673 --- /dev/null +++ b/2087/CH14/EX14.26/example14_26.sce @@ -0,0 +1,41 @@ +
+
+//example 14.26
+//calculate bed width of channel;also check depth using Kutter equation
+clc;funcprot(0);
+//given
+Q=5; //discharge
+S=0.2/1000; //bed slope
+m=0.8; //critical velocity ratio
+s=1/2; //side slope of chanel
+C=30;
+//assuming
+D=1;
+Vo=0.55*m*D^0.64;
+A=Q/Vo;
+B=A/D-(s*D);
+P=B+2.43*D;
+R=A/P;
+V=C*(R*S)^0.5;
+//Vo>V
+//hence take second trial
+D=0.8; //assume
+Vo=0.55*m*D^0.64;
+A=Q/Vo;
+B=A/D-(s*D);
+P=B+2.43*D;
+R=A/P;
+V=C*(R*S)^0.5;
+//again Vo>V
+//hence we take third trial
+D=0.7;
+Vo=0.55*m*D^0.64;
+A=Q/Vo;
+B=A/D+(s*D);
+P=B+2.43*D;
+R=A/P;
+V=C*(R*S)^0.5;
+B=round(B*100)/100;
+//Vo is almost equal to V;
+mprintf("Width of channel section=%f m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
diff --git a/2087/CH14/EX14.27/example14_27.sce b/2087/CH14/EX14.27/example14_27.sce new file mode 100755 index 000000000..e611ba0a0 --- /dev/null +++ b/2087/CH14/EX14.27/example14_27.sce @@ -0,0 +1,30 @@ +
+
+//example 14.27
+//design irrigation channel by Kennedy method
+clc;funcprot(0);
+//given
+Q=50; //discharge
+r=2.5; //B/D ratio
+m=1.1; //critical velocity ratio
+N=0.025; //rogosity coefficient
+s=0.5; //side slope of channel
+
+//using the equation of Vo and Q=A*V;we get
+D=(Q/1.815)^(1/2.64);
+B=r*D;
+R=(B*D+0.5*D^2)/(B+2.236*D);
+Vo=0.55*m*D^0.64;
+
+//applying kutters formula; V=C(RS)^0.5
+//where C=(23+1/N+0.00155/S)*(R*S)^0.5/(1+(23+0.00155/S)*N/R^0.5);
+//assuming S^0.5=y
+y=poly([-3.737D-7,2.46D-5,-0.0199,1],'x','c');
+roots(y);
+//taking real values of y
+S=0.0196171 ^2;
+B=round(B*100)/100;
+D=round(D*100)/100;
+mprintf("Width of channel section=%f m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
+mprintf("\nBed slope=%f.",S);
diff --git a/2087/CH14/EX14.28/example14_28.sce b/2087/CH14/EX14.28/example14_28.sce new file mode 100755 index 000000000..6d7f467f1 --- /dev/null +++ b/2087/CH14/EX14.28/example14_28.sce @@ -0,0 +1,22 @@ +
+
+//example 14.28
+//design a regime channel using Laecy's theory
+clc;funcprot(0);
+//given
+Q=35; //discharge
+f=0.9; //silt factor
+s=1/2; //side slope
+
+V=(Q*f/140)^(1/6);
+A=Q/V;
+P=4.75*Q^0.5;
+D=(P-(P^2-6.944*A)^0.5)/3.472;
+B=P-2.236*D;
+
+R=5*V^2/(2*f);
+S=f^(5/3)/(3340*Q^(1/6));
+D=round(D*100)/100;
+mprintf("Bed slope=%f.",S);
+mprintf("\nWidth of channel section=%i m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
diff --git a/2087/CH14/EX14.29/example14_29.sce b/2087/CH14/EX14.29/example14_29.sce new file mode 100755 index 000000000..a2f1439c6 --- /dev/null +++ b/2087/CH14/EX14.29/example14_29.sce @@ -0,0 +1,27 @@ +
+
+//example 14.29
+//design an irrigation canal for given data
+clc;funcprot(0);
+//given
+Q=15; //discharge
+m=1; //critical velocity ratio
+r=5.7; //B/D
+
+D=(Q/(0.55*6.2))^(1/2.64);
+B=D*r;
+R=(B*D+D^2/2)/(B+D*5^0.5);
+Vo=0.55*m*D^0.64;
+//applying kutters formula; V=C(RS)^0.5
+//where C=(23+1/N+0.00155/S)*(R*S)^0.5/(1+(23+0.00155/S)*N/R^0.5);
+//assuming S^0.5=y
+y=poly([-2D-5,1.55D-3,-0.968,67.5],'x','c');
+roots(y);
+//taking real values of y
+S=0.0141937^2;
+B=round(B*100)/100;
+D=round(D*100)/100;
+mprintf("Width of channel section=%f m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
+mprintf("\nBed slope=%f.",S);
+
diff --git a/2087/CH14/EX14.3/example14_3.sce b/2087/CH14/EX14.3/example14_3.sce new file mode 100755 index 000000000..b011a62ec --- /dev/null +++ b/2087/CH14/EX14.3/example14_3.sce @@ -0,0 +1,27 @@ +
+
+//example 14.3
+//design a channel on Kennedy's theory
+clc;funcprot(0);
+//given
+Q=45; //discharge
+m=1.05; //critical velocity ratio
+N=0.025; //rugosity coefficient
+S=1/5000; //bed slope
+
+l=S*Q^0.02/(N^2*m^2.02);
+//from fig.14.3 we get r=10
+//solving the equation by trial and error method we get
+r=9.7;
+D=(1.818*Q/(m*(r+0.5)))^(1/2.64);
+B=r*D;
+V=Q/(D^2*(r+0.5));
+Vo=0.55*D^0.64*m;
+B=round(B);
+D=round(D*100)/100;
+V=round(V*1000)/1000;
+Vo=round(Vo*1000)/1000;
+mprintf("Width of channel section=%f m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
+mprintf("\nVelocity through the channel section=%f m/s.",V);
+mprintf("\nVo=%f m/s.\nHence Safe",Vo);
diff --git a/2087/CH14/EX14.30/example14_30.sce b/2087/CH14/EX14.30/example14_30.sce new file mode 100755 index 000000000..4544ea1c5 --- /dev/null +++ b/2087/CH14/EX14.30/example14_30.sce @@ -0,0 +1,22 @@ +
+
+//example 14.30
+//Design a section of unlined canal in a loomy soil
+clc;funcprot(0);
+//given
+Q=50; //discharge
+V=1; //permissible velocity
+s=2; //side slope
+r=6; //B/D ratio
+N=0.0225; //rogosity coefficient
+
+A=Q/V;
+D=(A/(r+2))^0.5;
+B=r*D;
+P=B+2*(5*D^2)^0.5;
+R=A/P;
+S=(V*N/R^(2/3))^2;
+mprintf("Width of channel section=%i m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
+mprintf("\nBed slope=%f.",S);
+
diff --git a/2087/CH14/EX14.31/example14_31.sce b/2087/CH14/EX14.31/example14_31.sce new file mode 100755 index 000000000..5a2a9e7d6 --- /dev/null +++ b/2087/CH14/EX14.31/example14_31.sce @@ -0,0 +1,22 @@ +
+
+//example 14.31
+//calculate concentration of suspended load at depth
+clc;funcprot(0);
+//given
+gamma_w=9.81; //unit weigth of water
+D=5; //depth of channel
+d=0.3; //grain size
+k=1.5; //size of roughness of channel bed
+S=1/4000; //bed slope
+G=2.65; //specific gravity
+V=0.02; //fall velocity
+c_=1000; //concentration at 0.3 m above bed
+a=0.3;
+y=2.5;
+k_=0.4; //van karman's constant
+
+R=5; //R=D for wide channel
+V_=(gamma_w*R*S)^0.5;
+c=c_*((a/y)*(D-y)/(D-a))^(V/(V_*k_));
+mprintf("concentration of suspended load=%i ppm.",c);
diff --git a/2087/CH14/EX14.32/example14_32.sce b/2087/CH14/EX14.32/example14_32.sce new file mode 100755 index 000000000..534ef8dc4 --- /dev/null +++ b/2087/CH14/EX14.32/example14_32.sce @@ -0,0 +1,39 @@ +
+
+//example 14.32
+//calculate dimension of channel if it is design on the basis of Laecy theory and Kennedy's theory
+clc;funcprot(0);
+//given
+Q=40; //discharge
+f=1; //silt factor
+
+//Laecey's theory
+V=(Q*f/140)^(1/6);
+A=Q/V;
+P=4.75*Q^0.5;
+D=(P-(P^2-6.944*A)^0.5)/3.472;
+B=P-2.236*D;
+
+R=5*V^2/(2*f);
+S=f^(5/3)/(3340*Q^(1/6));
+B=round(B);
+D=round(D*100)/100;
+mprintf("\n\nBy Laecey theory:");
+mprintf("\nBed slope=%f.",S);
+mprintf("\nWidth of channel section=%f m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
+
+//Kennedy's theory
+r=B/D;
+m=1; //critical velocity ratio
+N=0.0225; //rogosity coefficient
+//using equation of area of trapezoidal section;Vo=0.55mD^0.64 and Q=A*Vo
+
+D=(Q/8.058)^(1/2.64);
+B=r*D;
+B=round(B);
+D=round(D*100)/100;
+mprintf("\n\nBy Kennedy theory:");
+mprintf("\nWidth of channel section=%f m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
+
diff --git a/2087/CH14/EX14.33/example14_33.sce b/2087/CH14/EX14.33/example14_33.sce new file mode 100755 index 000000000..94f1a6d71 --- /dev/null +++ b/2087/CH14/EX14.33/example14_33.sce @@ -0,0 +1,31 @@ +
+
+//example 14.33
+//design Laecey regime channel
+clc;funcprot(0);
+//given
+A=100000; //culturable area(hectare)
+IR=0.4; //intensity of irrigation in kharif season
+IK=0.3; //intensity of irrigation in rabi season
+OR=1800; //outlet discharge factor in kharif season
+OK=800; //outlet discharge factor in kharif season
+l=0.1; //conveyance loss
+md=0.328; //average diameter of material
+
+AR=A*IR; //area under rabi
+AK=A*IK; //area under kharif
+Qr=AR/OR;
+Qk=AK/OK;
+Q=1.1*Qk;
+f=1.76*(md)^0.5;
+V=(Q*f^2/144)^(1/6);
+A=Q/V;
+P=4.75*(Q)^0.5;
+D=(P-(P^2-6.944*A)^0.5)/3.472;
+B=P-2.236*D;
+S=f^(5/3)/(3340*Q^(1/6));
+B=round(B*10)/10;
+D=round(D*100)/100;
+mprintf("\nBed slope=%f.",S);
+mprintf("\nWidth of channel section=%f m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
diff --git a/2087/CH14/EX14.34/example14_34.sce b/2087/CH14/EX14.34/example14_34.sce new file mode 100755 index 000000000..00ea0eabf --- /dev/null +++ b/2087/CH14/EX14.34/example14_34.sce @@ -0,0 +1,14 @@ +
+
+//example 14.34
+//calculate concentration at point 10 cm above the bed
+clc;funcprot(0);
+//given
+D=2.8; //depth of flow
+c_=700; //concentration at 30 cm below water surface
+y=0.1;
+a=D-0.3;
+e=0.4; //exponent in rouse equation;
+
+c=c_*(a*(D-y)/(y*(D-a)))^e;
+mprintf("concentration at point 10 cm above the bed=%i ppm.",c);
diff --git a/2087/CH14/EX14.35/example14_35.sce b/2087/CH14/EX14.35/example14_35.sce new file mode 100755 index 000000000..56137be93 --- /dev/null +++ b/2087/CH14/EX14.35/example14_35.sce @@ -0,0 +1,28 @@ +
+
+//example 14.35
+//design the distributory using Laecey theory
+clc;funcprot(0);
+//given
+f=0.85; //silt factor
+AR=3600; //area for rabi
+AK=1400; //area for kharif
+delta_r=0.135; //kor depth for rabi
+delta_k=0.19; //kor depth for kharif
+tr=4; //kor period for rabi
+tk=2.5; //kor period for kharif
+Du_r=8.64*tr*7/delta_r; //duty for rabi
+Du_k=8.64*tk*7/delta_k; //duty for kharif
+q_r=AR/Du_r; //discharge for rabi
+q_k=AK/Du_k; //discharge for kharif
+Q=q_r; //since q_r>q_k
+V=(Q*f^2/144)^(1/6);
+A=Q/V;
+P=4.75*(Q)^0.5;
+D=(P-(P^2-6.944*A)^0.5)/3.472;
+S=f^(5/3)/(3340*Q^(1/6));
+P=round(P*100)/100;
+D=round(D*100)/100;
+mprintf("\nBed slope=%f.",S);
+mprintf("\nPerimeter of channel section=%f m.",P);
+mprintf("\nDepth of channel section=%f m.",D);
diff --git a/2087/CH14/EX14.4/example14_4.sce b/2087/CH14/EX14.4/example14_4.sce new file mode 100755 index 000000000..ebbf57801 --- /dev/null +++ b/2087/CH14/EX14.4/example14_4.sce @@ -0,0 +1,20 @@ +
+
+//example 14.4
+//design channel using method of curve fitting based onKennedy's theory
+clc;funcprot(0);
+//given
+Q=45; //discharge
+N=0.0225; //rugosity coefficient
+m=1.05; //critical velocity ratio
+S=1/5000; //Bed slope
+
+r=(1.607*S^1.63*Q^0.033/(N^3.26*m^3.293)-0.258)^(-0.915);
+D=(1.818*Q/(m*(r+0.5)))^(1/2.64);
+B=r*D;
+B=round(B);
+D=round(D*100)/100;
+mprintf("Width of channel section=%f m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
+
+
diff --git a/2087/CH14/EX14.5/example14_5.sce b/2087/CH14/EX14.5/example14_5.sce new file mode 100755 index 000000000..4da0580da --- /dev/null +++ b/2087/CH14/EX14.5/example14_5.sce @@ -0,0 +1,19 @@ +
+//example 14.5
+//design channel using curve of CWPC for B/D ratio
+clc;funcprot(0);
+//given
+Q=45; //discharge
+N=0.0225; //rugosity coefficient
+m=1.05; //critical velocity ratio
+
+r=(15+6.44*Q)^0.382;
+S=(N^2/1.338*Q^0.02)*(0.258+(15+6.44*Q)^(-0.417))^0.6135;
+D=(1.818*Q/(m*(r+0.5)))^(1/2.64);
+B=r*D;
+B=round(B);
+D=round(D*100)/100;
+mprintf("Bed slope=%f.",S);
+mprintf("\nWidth of channel section=%f m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
+
diff --git a/2087/CH14/EX14.6/example14_6.sce b/2087/CH14/EX14.6/example14_6.sce new file mode 100755 index 000000000..5cfb27892 --- /dev/null +++ b/2087/CH14/EX14.6/example14_6.sce @@ -0,0 +1,23 @@ +
+
+//example 14.6
+//design the channel section using the following data and calculate logitudnal section
+clc;funcprot(0);
+//given
+Q=30; //discharge
+f=1; //silt factor
+s=1/2; //side slope
+
+V=(Q*f/140)^(1/6);
+A=Q/V;
+P=4.75*Q^0.5;
+D=(P-(P^2-6.944*A)^0.5)/3.472;
+B=P-2.236*D;
+
+R=5*V^2/(2*f);
+S=f^(5/3)/(3340*Q^(1/6));
+B=round(B*100)/100;
+D=round(D*100)/100;
+mprintf("Bed slope=%f.",S);
+mprintf("\nWidth of channel section=%f m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
diff --git a/2087/CH14/EX14.7/example14_7.sce b/2087/CH14/EX14.7/example14_7.sce new file mode 100755 index 000000000..2912ad30a --- /dev/null +++ b/2087/CH14/EX14.7/example14_7.sce @@ -0,0 +1,29 @@ +
+
+//example 14.7
+//design a channel in alluvial soil using tractive force approach
+clc;funcprot(0);
+//given
+Q=45; //discharge
+S=1/4800; //bed slope
+N=0.0225; //rogosity coefficient
+sigma=0.0035; //permissible tractive stress
+s=1/2; //side slope
+gamma_w=9.81; //unit weigth of water
+
+R=sigma/(gamma_w*S);
+V=R^(2/3)*S^0.5/N;
+A=Q/V;
+P=A/R;
+y=poly([-49,28.61,-1.736],'x','c');
+D=roots(y);
+//we get D=14.539034 and 1.9413812
+//taking D=1.9413812
+D=1.9413812;
+B=28.61-2.23*D;
+B=round(B*100)/100;
+D=round(D*100)/100;
+mprintf("Width of channel section=%f m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
+
+
diff --git a/2087/CH14/EX14.8/example14_8.sce b/2087/CH14/EX14.8/example14_8.sce new file mode 100755 index 000000000..896eb0e85 --- /dev/null +++ b/2087/CH14/EX14.8/example14_8.sce @@ -0,0 +1,28 @@ +
+
+//example 14.8
+//designa channel section by Kennedy theory
+clc;funcprot(0);
+//given
+Q=28; //discharge
+m=1; //critical velocity ratio
+r=7.6; //B/D
+
+D=(Q/4.46)^(1/2.64);
+B=r*D;
+R=0.823*D;
+V=0.55*(D)^0.64;
+
+//applying kutters formula; V=C(RS)^0.5
+//where C=(23+1/N+0.00155/S)*(R*S)^0.5/(1+(23+0.00155/S)*N/R^0.5);
+//we get equation in S
+//assuming S^0.5=y
+y=poly([-1.42D-5,1.55D-3,-0.885,67.4],'x','c');
+roots(y);
+//taking real values of y
+S=0.0126305^2;
+B=round(B*10)/10;
+D=round(D*100)/100;
+mprintf("Width of channel section=%f m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
+mprintf("\nBed slope=%f.",S);
diff --git a/2087/CH14/EX14.9/example14_9.sce b/2087/CH14/EX14.9/example14_9.sce new file mode 100755 index 000000000..b2cab995f --- /dev/null +++ b/2087/CH14/EX14.9/example14_9.sce @@ -0,0 +1,26 @@ +
+
+//example 14.9
+//design the channel section and calculate discharge
+clc;funcprot(0);
+//given
+r=5.7; //B/D
+S=1/5000; //bed slope
+N=0.0225; //rogosity coefficient
+m=1; //critical velocity ratio(assumed)
+
+//applying kutters formula; V=C(RS)^0.5
+//where C=(23+1/N+0.00155/S)*(R*S)^0.5/(1+(23+0.00155/S)*N/R^0.5);
+//we get equation in d as
+//38.88*D^0.64-66.5*D^0.5+30.37*D^0.14=0
+//solving it by trial and error method
+//we get D=1.7 m.
+D=1.7;
+B=r*D;
+V=0.55*m*(D)^0.64;
+A=B*D+D^2/2;
+Q=A*V;
+Q=round(Q*100)/100;
+mprintf("Width of channel section=%f m.",B);
+mprintf("\nDepth of channel section=%f m.",D);
+mprintf("\n Discharge=%f cumecs.",Q);
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