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-rw-r--r--3720/CH13/EX13.1/Ex13_1.sce24
-rw-r--r--3720/CH13/EX13.10/Ex13_10.sce14
-rw-r--r--3720/CH13/EX13.2/Ex13_2.sce24
-rw-r--r--3720/CH13/EX13.3/Ex13_3.sce29
-rw-r--r--3720/CH13/EX13.4/Ex13_4.sce30
-rw-r--r--3720/CH13/EX13.5/Ex13_5.sce24
-rw-r--r--3720/CH13/EX13.6/Ex13_6.sce20
-rw-r--r--3720/CH13/EX13.7/Ex13_7.sce30
-rw-r--r--3720/CH13/EX13.8/Ex13_8.sce16
-rw-r--r--3720/CH13/EX13.9/Ex13_9.sce17
10 files changed, 228 insertions, 0 deletions
diff --git a/3720/CH13/EX13.1/Ex13_1.sce b/3720/CH13/EX13.1/Ex13_1.sce
new file mode 100644
index 000000000..447fb38ac
--- /dev/null
+++ b/3720/CH13/EX13.1/Ex13_1.sce
@@ -0,0 +1,24 @@
+//Example 13_1
+clc;clear;
+// given values
+b=0.4;// Width in m
+v=0.2;// Flow rate in m^3/s
+y_1=0.15;// Flow depth in m
+g=9.81;// m/s^2
+
+// Calculation
+A_c=y_1*b;// m^2
+V=(v/A_c);//The average flow velocity in m/s
+printf('The average flow velocity,V=%0.2f m/s\n',V);
+y_c=(v^2/(g*b^2))^(1/3);// The critical depth in m
+printf('The critical depth for this flow,y_c=%0.3f m\n',y_c);
+printf('Therefore, the flow is SUPER CRITICAL since the actual flow depth is y=0.15 m, and y<yc.\n');
+Fr=(V*sqrt(g*y_1));// The Froude number
+E_s1=y_1+((v^2/(2*g*b^2*y_1^2)));//The specific energy for the given condition in m
+//Then the alternate depth is determined E_s1=E_s2; y_2=y(1)
+function[X]=depth(y);
+ X(1)=(y(1)+((0.2^2)/(2*9.81*0.4^2*y(1)^2)))-0.7163;
+endfunction
+y=[0.5];
+z=fsolve(y,depth);
+printf('The alternate depth y_2=%0.2f m\n',z);
diff --git a/3720/CH13/EX13.10/Ex13_10.sce b/3720/CH13/EX13.10/Ex13_10.sce
new file mode 100644
index 000000000..6c441540c
--- /dev/null
+++ b/3720/CH13/EX13.10/Ex13_10.sce
@@ -0,0 +1,14 @@
+//Example 13_10
+clc;clear;
+// Given values
+b=5;// Width in m
+y_1=1.5;// m
+P_w=0.6;// m
+g=9.81;// m^2/s
+
+// Calculation
+H=y_1-P_w;//The weir head in m
+C_wd=0.598+(0.0897*(H/P_w));// The discharge coefficient of the weir
+V=C_wd*(2/3)*b*sqrt(2*g)*H^(3/2);// TShe water flow rate through the channel
+printf('The water flow rate through the channel,V=%0.2f m^3/s\n',V);
+// The answer vary due to round off error
diff --git a/3720/CH13/EX13.2/Ex13_2.sce b/3720/CH13/EX13.2/Ex13_2.sce
new file mode 100644
index 000000000..3a59e9904
--- /dev/null
+++ b/3720/CH13/EX13.2/Ex13_2.sce
@@ -0,0 +1,24 @@
+//Example 13_2
+clc;clear;
+// Given values
+b=0.8;// Width in m
+y=0.52;// Flow depth in m
+g=9.81;// m/s^2
+theta=60;// Trapezoid angle in degree
+alpha=0.3;// Bottom slope angle
+//Properties
+n=0.030;// The Manning coefficient for an open channel with weedy surfaces
+
+//Calculation
+A_c=(y*(b+(y/tand(theta))));//The cross-sectional area in m^2
+p=b+((2*y)/sind(theta));// Perimeter in m
+R_h=A_c/p;// Hydraulic radius of the channel
+S_0=tand(alpha);//The bottom slope of the channel
+a=1;// m^(1/3)/s
+v=(a/n)*(A_c*R_h^(2/3)*S_0^(1/2));// The flow rate through the channel in m^3/s
+printf('The flow rate through the channel is determined from the Manning equation to be,v=%0.2f m^3/s\n',v);
+//The flow rate for a bottom angle of 1° can be determined by using S_0= tan alpha=tan 1°
+alpha_1=1;// degree
+S_01=tand(alpha_1);// The bottom slope of the channel
+v=(a/n)*(A_c*R_h^(2/3)*S_01^(1/2));// The flow rate through the channel in m^3/s
+printf('The flow rate for a bottom angle of 1°,v=%0.1f m^3/s\n',v);
diff --git a/3720/CH13/EX13.3/Ex13_3.sce b/3720/CH13/EX13.3/Ex13_3.sce
new file mode 100644
index 000000000..bdd3b49c7
--- /dev/null
+++ b/3720/CH13/EX13.3/Ex13_3.sce
@@ -0,0 +1,29 @@
+//Example 13_3
+clc;clear;funcprot(0);
+// Given values
+b=4;// Bottom width in m
+V=51;// Flow rate in ft^3/s
+// Properties
+n=0.014;//The Manning coefficient
+// Calculation
+//The cross-sectional area, perimeter, and hydraulic radius of the channel are A_c=4y;p=4+2y;R_h=A_c/p=(4y)/(4+y);
+S_0=2/1000;
+
+//Using the Manning equation, the flow rate through the channel can be expressed as Vdot=(a/n)*A_c*R_h^(2/3)*S_0^(1/2)
+// y=y(1)
+function[X]=flowdepth(y);
+ X(1)=real(((1.486/n)*(4*y(1))*((4*y(1))/(4+(2*y(1))))^(2/3)*(S_0)^(1/2))-V);
+endfunction
+y=[1];
+z=fsolve(y,flowdepth);
+printf('If S_0=2/1000=0.002.The flow depth is determined to be y=%0.1f ft\n',z(1));
+
+// If the bottom drop were just 1 ft per 1000 ft length, the bottom slope would be
+S_0=0.001;
+// y=y(2)
+function[X]=flowdepth(z);
+ X(1)=real(((1.486/0.014)*(4*z(1))*((4*z(1))/(4+(2*z(1))))^(2/3)*(0.001)^(1/2))-51);
+endfunction
+y=[1];
+y=fsolve(z,flowdepth);
+printf('If the bottom slope would be S_0=.001, and the flow depth would be y=%0.1f ft\n',y(1));
diff --git a/3720/CH13/EX13.4/Ex13_4.sce b/3720/CH13/EX13.4/Ex13_4.sce
new file mode 100644
index 000000000..c7ea83e14
--- /dev/null
+++ b/3720/CH13/EX13.4/Ex13_4.sce
@@ -0,0 +1,30 @@
+//Example 13_4
+clc;clear;
+// Given values
+S_0=0.003;// Bottom slope
+n_1=0.030;
+n_2=0.050;
+
+// Calculation
+s=sqrt(3^2+3^2);
+//Then the flow area, perimeter, and hydraulic radius for each subsection and the entire channel become
+// Subsection 1:
+A_c1=21;// m^2
+p_1=10.486; // m
+R_h1=A_c1/p_1;// m
+// Subsection 2:
+A_c2=16;// m^2
+p_2=10;// m
+R_h2=A_c2/p_2;// m
+// Entire channel
+A_c=A_c1+A_c2;// m^2
+p=p_1+p_2;// m
+R_h=A_c/p;// m
+//Using the Manning equation for each subsection,
+a=1;//m^(1/3)/s
+v_1=(a/n_1)*(A_c1*R_h1^(2/3))*(S_0)^(1/2);// m^3/s
+v_2=(a/n_2)*(A_c2*R_h2^(2/3))*(S_0)^(1/2);// m^3/s
+v=v_1+v_2;// m^3/s
+printf('The total flow rate through the channel,V=%0.0f m^3/s\n',v);
+n_eff=(a*A_c*R_h^(2/3)*S_0^(1/2))/v;
+printf('The effective Manning coefficient for the entire channel ,n_eff=%0.3f \n',n_eff);
diff --git a/3720/CH13/EX13.5/Ex13_5.sce b/3720/CH13/EX13.5/Ex13_5.sce
new file mode 100644
index 000000000..55f6f515b
--- /dev/null
+++ b/3720/CH13/EX13.5/Ex13_5.sce
@@ -0,0 +1,24 @@
+//Example 13_5
+clc;clear;funcprot(0);
+// Given values
+v=2;// m^3/s
+S_0=0.001;
+a=1;// m^1/3
+//Properties
+n=0.016;
+
+//Calculation
+//(a)
+b=((2*n*v*4^(2/3))/(a*sqrt(S_0)))^(3/8); //The channel width in m
+y=b/2;// The flow height in m
+printf('(a)The channel width,b=%0.2f m\n',b);
+printf('The flow height,y=%0.2f m\n',y);
+//(b)
+b_1=((n*v)/((0.75*sqrt(3))*(sqrt(3)/4)^(2/3)*(1*sqrt(0.001))))^(3/8);
+p=3*b;// m
+y_1=(sqrt(3)/2)*b_1;// m
+theta=60;// degree
+printf('(b)The channel width,b=%0.2f m\n',b_1);
+printf('The flow height,y=%0.3f m\n',y_1);
+printf('The trapezoidal angle,theta=%0.0f degree\n',theta);
+// The answer vary due to round off error
diff --git a/3720/CH13/EX13.6/Ex13_6.sce b/3720/CH13/EX13.6/Ex13_6.sce
new file mode 100644
index 000000000..01ad54985
--- /dev/null
+++ b/3720/CH13/EX13.6/Ex13_6.sce
@@ -0,0 +1,20 @@
+//Example 13_6
+clc;clear;
+// Given values
+b=6;//Width in m
+S_0=0.004;// The bottom slope
+y=2;// m
+g=9.81;// m/s^2
+//Properties
+n=0.014;// The Manning coefficient
+a=1;//The factor a is a dimensional constant in m^(1/3)/s
+
+//Calculation
+A_c=y*b;//The cross sectional area in m^2
+p=b+(2*y);// Perimeter in m
+R_h=A_c/p;// Hydraulic radius in m
+V=(a/n)*A_c*R_h^(2/3)*S_0^(1/2);
+printf('The flow rate,V=%0.1f m^3/s\n',V);
+// y=y_n=2 m
+y_c=V^2/(g*A_c^2);
+disp("This channel at these flow conditions is classified as STEEP since y_n <y_c ,and the flow is supercritical.")
diff --git a/3720/CH13/EX13.7/Ex13_7.sce b/3720/CH13/EX13.7/Ex13_7.sce
new file mode 100644
index 000000000..8171089d8
--- /dev/null
+++ b/3720/CH13/EX13.7/Ex13_7.sce
@@ -0,0 +1,30 @@
+//Example 13_7
+clc;clear;
+// Given values
+b=10;// Width in m
+y_1=0.8;// The flow depth in m
+V_1=7;// Velocity before the jump in m/s
+g=9.81;// m/s^2
+rho=1000;// kg/m^3
+
+// Calculation
+//(a)
+Fr_1=V_1/(sqrt(g*y_1));
+y_2=0.5*y_1*(-1+sqrt(1+(8*Fr_1^2)));// The flow depth after the jump in m
+printf('(a)The flow depth after the jump,y_2=%0.2f m\n',y_2);
+V_2=(y_1/y_2)*V_1;//The flow depth after the jump in m/s
+y_2=2.46;// m
+Fr_2=V_2/(sqrt(g*2.46));
+printf(' The Froude number after the jump,Fr_2=%0.3f \n',Fr_2);
+//(b)
+H_l=(y_1-2.46)+((V_1^2-V_2^2)/(2*g));// m
+printf('(b)The head loss,H_l=%0.3f m\n',H_l);
+E_s1=y_1+(V_1^2/(2*g));//The specific energy of water before the jump in m
+Dr=H_l/E_s1;
+printf(' The dissipation ratio,Dr=%0.3f \n',Dr);
+//(c)
+V=b*y_1*V_1;// m/s
+m=rho*V;// The mass flow rate of water in kg/s
+E_d=(m*g*H_l)/1000;//kW
+printf('(c)The wasted power production potential due to the hydraulic jump,E_d=%0.0f kW\n',E_d);
+// The answers vary due to round off error
diff --git a/3720/CH13/EX13.8/Ex13_8.sce b/3720/CH13/EX13.8/Ex13_8.sce
new file mode 100644
index 000000000..2876940b0
--- /dev/null
+++ b/3720/CH13/EX13.8/Ex13_8.sce
@@ -0,0 +1,16 @@
+//Example 13_8
+clc;clear;
+// Given values
+y_1=3;// m
+y_2=1.5// m
+a=0.25// m
+b=6;// m
+g=9.81// m/s^2
+
+// Calculation
+x_1=y_1/a;//The depth ratio
+x_2=y_2/a;// The contraction coefficient
+//The corresponding discharge coefficient is determined from Fig. 13–38
+C_d=0.47;
+v=C_d*b*a*sqrt(2*g*y_1);
+printf('The rate of discharge,V=%0.2f m^3/s\n',v);
diff --git a/3720/CH13/EX13.9/Ex13_9.sce b/3720/CH13/EX13.9/Ex13_9.sce
new file mode 100644
index 000000000..fdcc25aa0
--- /dev/null
+++ b/3720/CH13/EX13.9/Ex13_9.sce
@@ -0,0 +1,17 @@
+//Example 13_9
+clc;clear;funcprot(0)
+// Given values
+V_1=1.2;// The velocity in m/s
+y_1=0.80;// The flow depth in m
+gradz_b=0.15;// m
+g=9.81;// m/s^2
+
+// Calculation
+Fr_1=(V_1/sqrt(g*y_1));// The upstream Froude number
+y_c=(((y_1)^2*(V_1)^2)/(g))^(1/3);// The critical depth in m
+E_s1=y_1+(((V_1)^2)/(2*g));// The upstream specific energy in m
+// Solving equation y_2^3-(E_s1-gradz_b)y^2+(V_1^2)/(2*g)*y_1^2
+coeff=[1,-(E_s1-gradz_b),0,((V_1^2)/(2*g)*y_1^2)];
+y=roots(coeff);
+d=y_1-(y(1)+gradz_b);// Depression in m
+printf("The water surface is depressed over the bump in the amount of %0.2f m \n",d);
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