initial commit / add all books

6 files changed, 187 insertions, 0 deletions

diff --git a/3776/CH11/EX11.11/Ex11_11.sce b/3776/CH11/EX11.11/Ex11_11.sce
new file mode 100644
index 000000000..510361b42
--- /dev/null
+++ b/3776/CH11/EX11.11/Ex11_11.sce
@@ -0,0 +1,59 @@
+clear
+//
+P = 200.0       //K The force on the beam 
+L = 15          //ft - The length of the rod
+F_y = 50.0 //ksi 
+F_a = F_y/(5.0/3) //ksi -AISC MANUAL ,allowable axial stress if axial force is alone
+F_b = F_a         //Allowable compressive bending stress
+M_1 = 600.0       //k-in - The moment acting on the ends of the rod
+M_2 = 800.0       //k-in - the moment acting on the other end of teh rod
+B_x = 0.264       //in - Extracted from AISC manual 
+E = 29*(10**3) 
+A = P/F_a + M_2*B_x/F_b //in2- The minimum area 
+printf("\n \n The minimum area is  %0.2f in^2",A)
+//we will select W10x49 section 
+A_s = 14.4         //in2 - The area of the section 
+r_min  = 2.54      //in The minimum radius 
+r_x = 4.35         //in 
+f_a = P/A_s        //Ksi- The computed axial stress
+f_b =  M_2*B_x/A_s //Computed bending stess
+C_c = ((2*(%pi**2)*E/F_y)**0.5) //Slenderness ratio L/R
+C_s = L*12/r_min                    // Slenderness ratio L/R of the present situation
+if C_s <C_c then
+    printf("\n The following approch is solvable")
+else
+    printf("\n The caliculation is not possible")
+    end
+F_a_1 = 19.3                              //Ksi - AISC lets try this
+c_m = 0.6 - 0.4*(-M_1/M_2) 
+F_e = (12*(%pi**2)*E)/(23*(L*12/r_x)**2) 
+k = f_a/F_a_1 + c_m*f_b*(1-(f_a/F_e))/F_b //Condition mentioned in AISC
+if k>1 then
+    printf("\n The following W10x49 section is not satisfying our constraints since f_a/F_a_1 + c_m*f_b*(1-(f_a/F_e))/F_b %0.3f >1",k)
+else
+    printf("\n The following W10x49 section is satisfying our constraints since f_a/F_a_1 + c_m*f_b*(1-(f_a/F_e))/F_b %0.3f <1",k)
+ 	end
+//trail - 2
+//Lets take  W10 x 60
+A_s = 17.6                         //in2 - The area of the section 
+r_min  = 2.57                      //in The minimum radius 
+r_x = 4.39                         //in 
+f_a = P/A_s                        //Ksi- The computed axial stress
+f_b =  M_2*B_x/A_s                 //Computed bending stess
+C_c = ((2*(%pi**2)*E/F_y)**0.5) //Slenderness ratio L/R
+C_s = L*12/r_min                    // Slenderness ratio L/R of the present situation
+if C_s <C_c then
+    printf("\n The following approch is solvable")
+else
+    printf("\n The caliculation is not possible")
+    end
+F_a_1 = 19.3                              //Ksi - AISC lets try this
+c_m = 0.6 - 0.4*(-M_1/M_2) 
+F_e = (12*(%pi**2)*E)/(23*(L*12/r_x)**2) 
+k = f_a/F_a_1 + c_m*f_b*(1-(f_a/F_e))/F_b //Condition mentioned in AISC
+if k>1 then
+    printf("\n The following W10x49 section is not satisfying our constraints since f_a/F_a_1 + c_m*f_b*(1-(f_a/F_e))/F_b %0.3f >1",k)
+else
+    printf("\n The following W10x49 section is satisfying our constraints since f_a/F_a_1 + c_m*f_b*(1-(f_a/F_e))/F_b  %0.3f  <1",k)
+    end
+printf("\n small variation due to rounding off errors")
\ No newline at end of file
diff --git a/3776/CH11/EX11.2/Ex11_2.sce b/3776/CH11/EX11.2/Ex11_2.sce
new file mode 100644
index 000000000..a11f41c53
--- /dev/null
+++ b/3776/CH11/EX11.2/Ex11_2.sce
@@ -0,0 +1,16 @@
+clear
+//Given 
+//
+h =  60             //mm - the length of the crossection 
+b = 100             //mm - the width of hte crossection 
+E = 200             //Gpa - The youngs modulus
+stress_cr  = 250    //MPa - The proportionality limit
+//Caliculations 
+
+I = b*(h**3)/12     //mm3 The momentof inertia of the crossection
+A = h*b             //mm2 - The area of teh crossection 
+//From Eulier formula
+r_min  =  ((I/A)**0.5)                            //mm - The radius of the gyration 
+//(l/r)**2= (%pi**2)*E/stress_cr                      //From Eulier formula
+l = (((%pi**2)*E*(10**3)/stress_cr)**0.5)*r_min //mm - the length after which the beam starts buckling
+printf("\n The length after which the beam starts buckling is  %0.0f mm",l)
diff --git a/3776/CH11/EX11.6/Ex11_6.sce b/3776/CH11/EX11.6/Ex11_6.sce
new file mode 100644
index 000000000..a095bf461
--- /dev/null
+++ b/3776/CH11/EX11.6/Ex11_6.sce
@@ -0,0 +1,37 @@
+clear
+//Given
+//
+L = 15                                    //ft - The length of the each rod
+A = 46.7                                  //in2 - The length of the crossection 
+r_min = 4                                 //in - The radius of gyration
+stress_yp = 36                            //ksi - the yielding point stress
+E = 29*(10**3)                            //ksi - The youngs modulus
+C_c = ((2*(%pi**2)*E/stress_yp)**0.5) //Slenderness ratio L/R
+C_s = L*12/r_min                          // Slenderness ratio L/R of the present situation 
+//According to AISC formulas 
+if (C_s <C_c) then
+    printf ("a)The following approch is solvable")
+else
+    print ("The caliculation is not possible")
+    end
+F_S = 5.0/3 +3*C_s/(8*C_c) -(3*C_s**3)/(8*C_c**3)        //Safety factor 
+Stress_all = (1 - (C_s**2)/(2*C_c**2))*stress_yp/F_S    //The allowable strees 
+printf("\n a) The allowable stress in this case is %0.2f kips",Stress_all)
+//Part - B
+//Given
+L = 40                                   //ft - The length of the each rod
+A = 46.7                                  //in2 - The length of the crossection 
+r_min = 4                                 //in - The radius of gyration
+stress_yp = 36                            //ksi - the yielding point stress
+E = 29*(10**3)                            //ksi - The youngs modulus
+C_c = ((2*(%pi**2)*E/stress_yp)**0.5) //Slenderness ratio L/R
+C_s = L*12/r_min                          // Slenderness ratio L/R of the present situation 
+//According to AISC formulas 
+if C_s <C_c then
+    printf("b) The following approch is solvable")
+else
+    printf("The caliculation is not possible")
+end
+F_S = 5.0/3 +3*C_s/(8*C_c) -(3*C_s**3)/(8*C_c**3)        //Safety factor 
+Stress_all = (1 - (C_s**2)/(2*C_c**2))*stress_yp/F_S    //The allowable strees 
+printf("\n b) The allowable stress in this case is %0.2f kips",Stress_all)
diff --git a/3776/CH11/EX11.7/Ex11_7.sce b/3776/CH11/EX11.7/Ex11_7.sce
new file mode 100644
index 000000000..a265e2104
--- /dev/null
+++ b/3776/CH11/EX11.7/Ex11_7.sce
@@ -0,0 +1,20 @@
+clear
+//Given
+//
+L = 15                                    //ft - The length of the each rod      
+p  = 200                                  //kips The concentric load applied 
+r_min = 2.10                              //in - The radius of gyration
+stress_yp =   50                          //ksi - the yielding point stress
+E = 29*(10**3)                            //ksi - The youngs modulus
+C_c = ((2*(%pi**2)*E/stress_yp)**0.5) //Slenderness ratio L/R
+C_s = L*12/r_min  //Slenderness ratio L/R present situation
+if C_s <C_c then
+    printf("a)The following approch is solvable")
+else
+    printf("The caliculation is not possible")
+    end
+F_S = 5.0/3 +3*C_s/(8*C_c) -(3*C_s**3)/(8*C_c**3)        //Safety factor 
+Stress_all = (1 - (C_s**2)/(2*C_c**2))*stress_yp/F_S    //The allowable strees
+a = p/Stress_all //in2 the alloawble area of the beam 
+printf("\n The allowable stress in this case is %0.2f kips",Stress_all)
+printf("\n This stress requires  %0.2f in2",a)
diff --git a/3776/CH11/EX11.8/Ex11_8.sce b/3776/CH11/EX11.8/Ex11_8.sce
new file mode 100644
index 000000000..84736d445
--- /dev/null
+++ b/3776/CH11/EX11.8/Ex11_8.sce
@@ -0,0 +1,19 @@
+clear
+//Given
+//
+L = 15.0                                        //ft - The length of the each rod
+A = 46.7                                        //in2 - The length of the crossection 
+r_min = 4                                       //in - The radius of gyration
+stress_yp = 36.0                                //ksi - the yielding point stress
+E = 29*(10**3)                                  //ksi - The youngs modulus
+lamda = L*12*((stress_yp/E)**0.5)/(4*(%pi)) //column slenderness ratio
+if lamda<1.5 then
+    printf("The following approach is right")
+else
+    printf("The following approach is wrong")
+    end
+stress_cr = (0.658**(lamda**2))*stress_yp    //ksi - The critical stress  
+P_n = stress_cr*A                            //kips //Nominal compressive strength 
+o = 0.85                                     //Resistance factor
+p_u = o*P_n                                  //kips ,column design compressive strength 
+printf("\n column design compressive strength  %0.3f kips",p_u)
diff --git a/3776/CH11/EX11.9/Ex11_9.sce b/3776/CH11/EX11.9/Ex11_9.sce
new file mode 100644
index 000000000..98dcadcc9
--- /dev/null
+++ b/3776/CH11/EX11.9/Ex11_9.sce
@@ -0,0 +1,36 @@
+clear
+//Given 
+//FOR FLANGS
+l = 5 //in - The length of the flang
+b = 5 //in - Teh width of the flang
+t  = 0.312 //in - the thickness of the flang
+L = 20 //in - Length of the beam, Extracted from AISC manuals
+A = 4.563 //in2 - The area of crossection of the beam
+r = 1.188 //in - radius of the gyration, Extracted from AISC manuals 
+//b/t- value of the flang 
+k = (5 -t)/(2*t) //b/t ratio 
+//AISC, lets check maximum allowable stress for slang
+Stressf_all = 23.1 - 0.79*k //ksi The maximum allowable stress in case of flang,AISC
+
+//web width thickness ratio
+k_2 = (5 -2*t)/(t)
+if k_2<16 then
+    Stressw_all = 19 //ksi - The allowable stress in case of web width
+    end
+//a) Overall buckling investment
+k_31 = L/r //slenderness ratio
+Stressb_all = 20.2 - 0.126*k_31//ksi The maximum allowable stress in case of Buckling,AISC
+p_allow = A*Stressf_all //kips The allowable concentric load 
+
+//b) Overall buckling investmen
+L_2 = 60 //in 
+k_3 = L_2/r //slenderness ratio
+Stressb_all_2 = 20.2 - 0.126*k_3//ksi The maximum allowable stress in case of Buckling,AISC
+p_allow_2 = A*Stressb_all_2 //kips The allowable concentric load 
+
+printf("\n The maximum allowable stress in case of web width %0.2f ksi",Stressw_all)
+printf("\n The maximum allowable stress in case of flang %0.2f ksi",Stressf_all)
+printf("\n a) The maximum allowable load in case of Buckling %0.2f kips",p_allow)
+printf("\n b) The maximum allowable load in case of Buckling %0.2f kips",p_allow_2)
+printf("\n small variation due to rounding off errors")
+