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+{
+ "metadata": {
+  "name": "",
+  "signature": "sha256:06bc45481e0c8d1fd696ec9d96ac784607ece32d90669bf112f17cc78a27982d"
+ },
+ "nbformat": 3,
+ "nbformat_minor": 0,
+ "worksheets": [
+  {
+   "cells": [
+    {
+     "cell_type": "heading",
+     "level": 1,
+     "metadata": {},
+     "source": [
+      "Chapter 15 : IRRIGATION CHANNEL 2 DESIGN PROCEDURE"
+     ]
+    },
+    {
+     "cell_type": "heading",
+     "level": 2,
+     "metadata": {},
+     "source": [
+      "Example 15.1 pg : 739"
+     ]
+    },
+    {
+     "cell_type": "code",
+     "collapsed": false,
+     "input": [
+      "import math \n",
+      "#design the distributory umath.sing Laecey theory\n",
+      "\t\t\t\t\n",
+      "#Given\n",
+      "f = 0.85;           \t\t\t\t#silt factor\n",
+      "AR = 3600.;          \t\t\t\t#area for rabi\n",
+      "AK = 1400.;          \t\t\t\t#area for kharif\n",
+      "delta_r = 0.135;    \t\t\t\t#kor depth for rabi\n",
+      "delta_k = 0.19;     \t\t\t\t#kor depth for kharif\n",
+      "tr = 4.;             \t\t\t\t#kor period for rabi\n",
+      "tk = 2.5;           \t\t\t\t#kor period for kharif\n",
+      "\n",
+      "# Calculations\n",
+      "Du_r = 8.64*tr*7/delta_r;     \t\t\t\t#duty for rabi\n",
+      "Du_k = 8.64*tk*7/delta_k;    \t\t\t\t#duty for kharif\n",
+      "q_r = AR/Du_r;               \t\t\t\t#discharge for rabi\n",
+      "q_k = AK/Du_k;               \t\t\t\t#discharge for kharif\n",
+      "Q = q_r;                   \t\t\t\t#math.since q_r>q_k\n",
+      "V = (Q*f**2/144)**(1./6);\n",
+      "A = Q/V;\n",
+      "P = 4.75*(Q)**0.5;\n",
+      "D = (P-(P**2-6.944*A)**0.5)/3.472;\n",
+      "S = f**(5./3)/(3340*Q**(1./6));\n",
+      "P = round(P*100)/100;\n",
+      "D = round(D*100)/100;\n",
+      "\n",
+      "# Results\n",
+      "print \"Bed slope = %.2e.\"%(S);\n",
+      "print \"Perimeter of channel section = %.2f m.\"%(P);\n",
+      "print \"Depth of channel section = %.2f m.\"%(D);\n"
+     ],
+     "language": "python",
+     "metadata": {},
+     "outputs": [
+      {
+       "output_type": "stream",
+       "stream": "stdout",
+       "text": [
+        "Bed slope = 2.03e-04.\n",
+        "Perimeter of channel section = 6.73 m.\n",
+        "Depth of channel section = 0.81 m.\n"
+       ]
+      }
+     ],
+     "prompt_number": 1
+    },
+    {
+     "cell_type": "heading",
+     "level": 2,
+     "metadata": {},
+     "source": [
+      "Example 15.2 pg : 740"
+     ]
+    },
+    {
+     "cell_type": "code",
+     "collapsed": false,
+     "input": [
+      "import math \n",
+      "#design an irrigation channel in alluvial soil by Laecy's theory\n",
+      "\t\t\t\t\n",
+      "#Given\n",
+      "Q = 15.;              \t\t\t\t#Full supply discharge\n",
+      "f = 1.;               \t\t\t\t#silt factor\n",
+      "s = 1./2;             \t\t\t\t#side slope of channel\n",
+      "\n",
+      "\n",
+      "# Calculations\n",
+      "#from Laecey regime channel (Fig.15.4(b)) B and D is obtained as;\n",
+      "B = 15.1;\n",
+      "D = 1.38;\n",
+      "\t\t\t\t#also from Fig.15.5 we get slope as\n",
+      "S = 0.19/1000;\n",
+      "\n",
+      "# Results\n",
+      "print \"Width of channel section = %.2f m.\"%(B);\n",
+      "print \"Depth of channel section = %.2f m.\"%(D);\n",
+      "print \"Bed slope = %.2e.\"%(S);\n",
+      "\n"
+     ],
+     "language": "python",
+     "metadata": {},
+     "outputs": [
+      {
+       "output_type": "stream",
+       "stream": "stdout",
+       "text": [
+        "Width of channel section = 15.10 m.\n",
+        "Depth of channel section = 1.38 m.\n",
+        "Bed slope = 1.90e-04.\n"
+       ]
+      }
+     ],
+     "prompt_number": 2
+    },
+    {
+     "cell_type": "heading",
+     "level": 2,
+     "metadata": {},
+     "source": [
+      "Example 15.3 pg : 740"
+     ]
+    },
+    {
+     "cell_type": "code",
+     "collapsed": false,
+     "input": [
+      "import math \n",
+      "from numpy import array,zeros,linspace,float64\n",
+      "\n",
+      "#design and prepare the longitudnal section;schedule of area statistics and channel dimension of irrigation channel\n",
+      "\t\t\t\t\n",
+      "#Given\n",
+      "dl = 157.7;               \t\t\t\t#datum level\n",
+      "fsl = 157.;               \t\t\t\t#full supply level of parent channel\n",
+      "bl = 156.;                \t\t\t\t#bed level of parent channel\n",
+      "kor_r = 4.;               \t\t\t\t#kor period of rabi\n",
+      "kor_k = 2.5;             \t\t\t\t#kor period of kharif\n",
+      "kord_r = 13.4;           \t\t\t\t#kor depth of rabi\n",
+      "kord_k = 19.;             \t\t\t\t#kor depth of kharif\n",
+      "s = 0.5;                 \t\t\t\t#side slope\n",
+      "m = 1.;                   \t\t\t\t#critical velocity ratio\n",
+      "N = 0.0225;              \t\t\t\t#Kutter n\n",
+      "qo_r = 8.64*7*kor_r*100/kord_r;  \t\t\t\t#outlet discharge for rabi(calculation is wrong in book)\n",
+      "qo_k = 8.64*7*kor_k*100/kord_k;  \t\t\t\t#outlet discharge for kharif(calculation is wrong in  book)\n",
+      "ca = 16000.;               \t\t\t\t#culturable commanded area\n",
+      "Ir = 0.3;                \t\t\t\t#intensity of irrigation in rabi\n",
+      "Ik = 0.125;              \t\t\t\t#intensity of irrigation in rabi\n",
+      "\n",
+      "# Calculations and Results\n",
+      "Ar = Ir*ca;              \t\t\t\t#area under rabi\n",
+      "Ak = ca*Ik;              \t\t\t\t#area under kharif\n",
+      "q_r = Ar/qo_r;\n",
+      "q_k = Ak/qo_k;\n",
+      "q_r = round(q_r*100)/100;\n",
+      "q_k = round(q_k*100)/100;\n",
+      "print \"discharge neede for rabi crop = %.2f cumecs.\"%(q_r);\n",
+      "print \"discharge neede for kharif crop = %.2f cumecs.\"%(q_k);\n",
+      "print \"outlet discharge factor adopted = %i hectares per cumecs.\"%(qo_r);\n",
+      "\t\t\t\t#at km 5\n",
+      "ca = 8000;          \t\t\t\t#culturable area\n",
+      "Ar = Ir*ca;              \t\t\t\t#area under rabi\n",
+      "q_r = Ar/qo_r;\n",
+      "l = 0.5               \t\t\t\t#total loss after 5 km\n",
+      "q = q_r+l;             \t\t\t\t#total discharge\n",
+      "dq = 1.1*q;            \t\t\t\t#desigm discharge\n",
+      "S = 1./4000;           \t\t\t\t#slope\n",
+      "B = array([5.5, 4.9, 4.55]);   \t\t\t\t#Bed width\n",
+      "D = array([0.73, 0.79, 0.84]); \t\t\t\t#water depth\n",
+      "Vo = array([0.448, 0.472, 0.488]);  \t\t\t\t#critical velocity\n",
+      "A = zeros(3)\n",
+      "V = zeros(3)\n",
+      "m = zeros(3)\n",
+      "print \"Bed width     water depth      area        velocity      critical velocity    C.V.R\";\n",
+      "for i in range(3):\n",
+      "    A[i] = B[i]*D[i]+D[i]**2/2;\n",
+      "    V[i] = dq/A[i];\n",
+      "    m[i] = V[i]/Vo[i];\n",
+      "    A[i] = round(A[i]*100)/100;\n",
+      "    V[i] = round(V[i]*1000)/1000;\n",
+      "    m[i] = round(m[i]*100)/100;\n",
+      "    print \"%.2f       %.2f      %.2f      %.2f       %.2f           %.2f\"%(B[i],D[i],A[i],V[i],Vo[i],m[i]);\n",
+      "\n",
+      "B = 4.55;\n",
+      "D = 0.84;\n",
+      "print \"hence take B = %.2f .; D = %.2f m.\"%(B,D);\n",
+      "\t\t\t\t#at km 4\n",
+      "q = round(q*100)/100;\n",
+      "print \"discharge at 5 km = %.2f cumecs.\"%(q);\n",
+      "ca = 10000;          \t\t\t\t#culturable area\n",
+      "Ar = Ir*ca;              \t\t\t\t#area under rabi\n",
+      "q_r = Ar/qo_r;\n",
+      "l = 0.5               \t\t\t\t#total loss below 5 km\n",
+      "P = B+D*5**0.5;        \t\t\t\t#wetted perimeter\n",
+      "l1 = P*1000*2/1000000;  \t\t\t\t#loss between 5 km and 4km\n",
+      "l2 = l1+l;\n",
+      "q = q_r+l2;\n",
+      "dq = 1.1*q;\n",
+      "q = round(q*1000)/1000;\n",
+      "print \"discharge at 4 km  = %.2f cumecs\"%(q);\n",
+      "print \"other discharge are calculated and are tabulated as:\";\n",
+      "x = linspace(1,5,6)\n",
+      "A1 = array([4800, 4200, 3600, 3300, 3000, 2400],dtype=float64);\n",
+      "A2 = array([2000, 1750, 1500, 1375, 1250, 1000],dtype=float64);\n",
+      "S = array([22.5, 22.5, 22.5, 24, 24, 25]);\n",
+      "B = array([5.5, 5.2, 4.85, 4.7, 4.55, 4.55]);\n",
+      "D = array([1.04, 1.007, 0.975, 0.945, 0.915, 0.840]);\n",
+      "dq = array([3.56, 3.17, 2.8, 2.6, 2.4, 2.02]);\n",
+      "V = array([0.570, 0.555, 0.538, 0.530, 0.521, 0.484]);\n",
+      "m = array([1.015, 1, 1, 1, 1, 0.992]);\n",
+      "print \"Below km     area to irrigate rabi   area to irrigate kharif  bed slope  bed width water depth design discharge  velocity C.V.R\";\n",
+      "for i in range(6):\n",
+      "    print \"%8i         %i       %i        %.2f           %.2f            %.2f\\\n",
+      "                %.2f           %.2f        %.2f\"%(x[i],A1[i],A2[i],S[i],B[i],D[i],dq[i],V[i],m[i]);\n"
+     ],
+     "language": "python",
+     "metadata": {},
+     "outputs": [
+      {
+       "output_type": "stream",
+       "stream": "stdout",
+       "text": [
+        "discharge neede for rabi crop = 2.66 cumecs.\n",
+        "discharge neede for kharif crop = 2.51 cumecs.\n",
+        "outlet discharge factor adopted = 1805 hectares per cumecs.\n",
+        "Bed width     water depth      area        velocity      critical velocity    C.V.R\n",
+        "5.50       0.73      4.28      0.47       0.45           1.05\n",
+        "4.90       0.79      4.18      0.48       0.47           1.02\n",
+        "4.55       0.84      4.17      0.48       0.49           0.99\n",
+        "hence take B = 4.55 .; D = 0.84 m.\n",
+        "discharge at 5 km = 1.83 cumecs.\n",
+        "discharge at 4 km  = 2.17 cumecs\n",
+        "other discharge are calculated and are tabulated as:\n",
+        "Below km     area to irrigate rabi   area to irrigate kharif  bed slope  bed width water depth design discharge  velocity C.V.R\n",
+        "       1         4800       2000        22.50           5.50            1.04                3.56           0.57        1.01\n",
+        "       1         4200       1750        22.50           5.20            1.01                3.17           0.56        1.00\n",
+        "       2         3600       1500        22.50           4.85            0.97                2.80           0.54        1.00\n",
+        "       3         3300       1375        24.00           4.70            0.94                2.60           0.53        1.00\n",
+        "       4         3000       1250        24.00           4.55            0.92                2.40           0.52        1.00\n",
+        "       5         2400       1000        25.00           4.55            0.84                2.02           0.48        0.99\n"
+       ]
+      }
+     ],
+     "prompt_number": 3
+    },
+    {
+     "cell_type": "heading",
+     "level": 2,
+     "metadata": {},
+     "source": [
+      "Example 15.4 pg : 744"
+     ]
+    },
+    {
+     "cell_type": "code",
+     "collapsed": false,
+     "input": [
+      "import math \n",
+      "from numpy import roots\n",
+      "\n",
+      "#Given\n",
+      "B = 5.;                  \t\t\t\t#bed width\n",
+      "t = 2.;                  \t\t\t\t#top width of banks\n",
+      "h = 2.92;               \t\t\t\t#heigth of banks from bed\n",
+      "n = 1.5;\n",
+      "\n",
+      "#sectional area of digging = sectional area of two banks\n",
+      "#By+zy**2 = 2(h-y)+2n(h-y)**2\n",
+      "#substituting the values and on simplificatio we get\n",
+      "s = [1,-13.26,18.59]\n",
+      "y = roots(s)[1];\n",
+      "#from this we get y = 11.666556 and 1.5934436.\n",
+      "#taking  y = 1.5934436;\n",
+      "y = round(y*10)/10;\n",
+      "\n",
+      "# Results\n",
+      "print \"economical depth of cutting = %.2f m.\"%(y);\n"
+     ],
+     "language": "python",
+     "metadata": {},
+     "outputs": [
+      {
+       "output_type": "stream",
+       "stream": "stdout",
+       "text": [
+        "economical depth of cutting = 1.60 m.\n"
+       ]
+      }
+     ],
+     "prompt_number": 4
+    }
+   ],
+   "metadata": {}
+  }
+ ]
+}
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