diff options
Diffstat (limited to '3764/CH4')
| -rw-r--r-- | 3764/CH4/EX4.01/Ex4_01.sce | 15 | ||||
| -rw-r--r-- | 3764/CH4/EX4.02/Ex4_02.sce | 19 | ||||
| -rw-r--r-- | 3764/CH4/EX4.03/Ex4_03.sce | 22 | ||||
| -rw-r--r-- | 3764/CH4/EX4.04/Ex4_04.sce | 23 | ||||
| -rw-r--r-- | 3764/CH4/EX4.06/Ex4_06.sce | 21 | ||||
| -rw-r--r-- | 3764/CH4/EX4.1/Ex4_1.sce | 33 | ||||
| -rw-r--r-- | 3764/CH4/EX4.10/Ex4_10.sce | 33 | ||||
| -rw-r--r-- | 3764/CH4/EX4.2/Ex4_2.sce | 26 | ||||
| -rw-r--r-- | 3764/CH4/EX4.3/Ex4_3.sce | 27 | ||||
| -rw-r--r-- | 3764/CH4/EX4.5/Ex4_5.sce | 35 | ||||
| -rw-r--r-- | 3764/CH4/EX4.6/Ex4_6.sce | 25 | ||||
| -rw-r--r-- | 3764/CH4/EX4.7/Ex4_7.sce | 21 |
12 files changed, 300 insertions, 0 deletions
diff --git a/3764/CH4/EX4.01/Ex4_01.sce b/3764/CH4/EX4.01/Ex4_01.sce new file mode 100644 index 000000000..6e511287d --- /dev/null +++ b/3764/CH4/EX4.01/Ex4_01.sce @@ -0,0 +1,15 @@ +clc +// + +//Variable declaration +c=1.25 // Radius(in) +Sy=36 // Stress(ksi) +b=0.8 // Breadth(in) +h=2.5 // Height(in) + +//Calculation +I=(1/12.0)*(b)*(h)**3 // Centroidal moment of inertia(in**4) +M=(I/c)*(Sy) // Bending moment(kip.in) + +// Result +printf("\n Bending moment = %0.3f kip.in' ,M) diff --git a/3764/CH4/EX4.02/Ex4_02.sce b/3764/CH4/EX4.02/Ex4_02.sce new file mode 100644 index 000000000..1255e07d3 --- /dev/null +++ b/3764/CH4/EX4.02/Ex4_02.sce @@ -0,0 +1,19 @@ +clc +// + +//Variable declaration +r=12 // Radius(mm) +p=2.5 // Mean radius(m) +E=70 // Modulus of rigidity(GPa) +n=-1 + +//Calculation +Y=(4*r)/(3*(%pi)) // Ordinate(mm) +c=r-Y // Distance from the neutral axis to the point of crossection(mm) +Em=(c*(10**-3))/p // Maximum absolute value of the strain +Sm=((E*((10**9)))*Em)/((10**6)*(1.0)) // Maximum tensile stress(MPa) +Scomp=(n)*(Y/c)*(Sm) // Maximum compressive stress(MPa) + +// Result +printf("\n Maximum tensile stress = %0.3f MPa' ,Sm) +printf("\n Maximum compressive stress = %0.3f MPa' ,Scomp) diff --git a/3764/CH4/EX4.03/Ex4_03.sce b/3764/CH4/EX4.03/Ex4_03.sce new file mode 100644 index 000000000..adbd866c4 --- /dev/null +++ b/3764/CH4/EX4.03/Ex4_03.sce @@ -0,0 +1,22 @@ +clc +// + +//Variable declaration +Es=29*((10**6)) // Modulus of rigidity(psi) +Eb=15*((10**6))*(1.0) // Modulus of rigidity(psi) +M=40 // Bending moment(kip.in) +h=3 // Height(3) +b=2.25 // Breadth(in) +c=1.5 // Distance(in) + +//Calculation +n=Es/Eb // Ratio +W=0.75*n // width(in) +I=(1/12.0)*(b)*((h)**3) // Moment of inertia of the transformed section(in**4) +Sm=(M*c)/(I) // Maximum stress in the transformed section(ksi) +Sbrass=Sm // Maximum stress in brass portion(ksi) +Ssteel=1.933*(Sbrass) // Maximum stress in steel portion(ksi) + +// Result +printf("\n Maximum stress in brass portion = %0.3f ksi' ,Sbrass) +printf("\n Maximum stress in steel portion = %0.3f ksi' ,Ssteel) diff --git a/3764/CH4/EX4.04/Ex4_04.sce b/3764/CH4/EX4.04/Ex4_04.sce new file mode 100644 index 000000000..cf4cf3aa0 --- /dev/null +++ b/3764/CH4/EX4.04/Ex4_04.sce @@ -0,0 +1,23 @@ +clc +// + +//Variable declaration +depth=10 // Depth(mm) +width=60 // Width(mm) +thickness=9 // Thickness(mm) +Smax=150 // Maximum stress(MPa) +M=180 // Bending moment(N.m) + +//Calculation +d=width-(2*depth) // Distance(mm) +c=(1/2.0)*d // Distance(mm) +b=9 // Distance(mm) +I=(1/12.0)*(b*((10**-3)))*((d*((10**3)))**3) // Moment of inertia of the critical cross section(m**4) +Ratio=((M)*(c)*((10**3)))/(I) // Stress(MPa) +k=150/75.0 // Factor +Ratio2=width/(d*1.0) // Ratio +r=0.13*40 // Radius(mm) +wid=2*r // Width(mm) + +// Result +printf("\n Smallest allowable width of the groves = %0.3f mm' ,wid) diff --git a/3764/CH4/EX4.06/Ex4_06.sce b/3764/CH4/EX4.06/Ex4_06.sce new file mode 100644 index 000000000..48ebe5185 --- /dev/null +++ b/3764/CH4/EX4.06/Ex4_06.sce @@ -0,0 +1,21 @@ +clc +// + +//Variable declaration +M=36.8 // Bending moment(kN) +Sy=240 // Yield strength(MPa) +yY=40 // Thickness of elastic core(mm) +n=-1 +Sx=n*35.5*((10**6)) // Stress(Pa) +E=200*((10**9)) + +//Calculation +// Case(a) +Sml=((36.8)/(120*((10**-6))))/(1000) // Residual stress(MPa) +// Case(b) +Ex=Sx/E // Residual strain +p=(n*(40*((10**-3))))/(Ex) // Radius of Curvature after Unloading(m) + +// Result +printf("\n Residual stress = %0.3f MPa' ,Sml) +printf("\n Radius of curvature after unloading = %0.3f m' ,p) diff --git a/3764/CH4/EX4.1/Ex4_1.sce b/3764/CH4/EX4.1/Ex4_1.sce new file mode 100644 index 000000000..f7a372f6f --- /dev/null +++ b/3764/CH4/EX4.1/Ex4_1.sce @@ -0,0 +1,33 @@ +clc +// + +//Variable declaration +sY=40 // Stress(ksi) +sU=60 // Stress(ksi) +E=(10.6)*((10**6)) // Modulus of rigidity(psi) +FS=3 // Factor of safety + +//Calculation +//Moment of Inertia +E=(10.6)*((10**6)) // Modulus of rigidity(psi) +I=(((1/12.0)*3.25*(5**3))-((1/12)*(2.75)*(4.5**3))**2) // Centroidal moment of inertia of a rectangle + +//Allowable Stress +sALL=(sU/FS) // Allowable stress(ksi) +//Case(a) Bending Moment +c=(1/2.0)*(5) // Radius(in) +M=((12.97)*(20))/2.5 // Bending moment(kip.in) +//Case(b) Radius of Curvature +p=((10.6*(10**6)*12.97)/(103.8*(10**3))**1) // Radius of curvature(in) + +p=((p*0.08333)) // Converting into feet(ft) + +//Alternative Solution. +Em=(sALL/(E*((10**-3))*(1.0))) // Maximum strain(in./in) +p=(c/Em) // Radius of curvature(in) +p=((p*0.08333)) // Converting into feet(ft) + + +// Result +printf("\n Bending moment M for which factor of safety is 3 = %0.3f kip.in' ,M) +printf("\n Radius of curvature of tube = %0.3f ft' ,p) diff --git a/3764/CH4/EX4.10/Ex4_10.sce b/3764/CH4/EX4.10/Ex4_10.sce new file mode 100644 index 000000000..67f76db10 --- /dev/null +++ b/3764/CH4/EX4.10/Ex4_10.sce @@ -0,0 +1,33 @@ +clc +// +// + +// Variable declaration +M0=1500 // Couple of magnitude(kN) +yA=50 // Distance() +zA=74 +Iy=(3.25*((10**-6))) // Moment of inertia(m**4) +Iz=(4.18*((10**-6))) // Moment of inertia(m**4) +Iyz=(2.87*((10**-6))) // Moment of inertia(m**4) + +// Calculation +// Principal axes +Theta=(80.8)/2.0 // Angle +R=sqrt((0.465**2)+(2.87**2)) // Radius +R=2.91*((10**-6)) // Converting to meter +Iu=3.72-2.91 // Moment of inertia(m**4) +Iv=3.72+2.91 // Moment of inertia(m**4) +//Loading +Mu=(M0*sin(40.4)) // Applied couple(N.m) +Mv=(M0*cos(40.4)) // Applied couple(N.m) +//Case(a) Stress at A +uA=50*cos(40.4*((2*%pi)/360.0))+74*sin(40.4*((2*%pi)/360.0)) // Perpendicular distances(mm) +vA=-50*sin(40.4*((2*%pi)/360.0))+74*cos(40.4*((2*%pi)/360.0)) // Perpendicular distances(mm) +sA=((972*0.0239)/(0.810*((10**-6))) - ((1142)*(0.0860))/(6.63*(10**-6)))/((10**6)) // Stress at A(MPa) +//Case(b) Neutral Axis +phy=81.8 // Angle neutral axis with the v axis(degree) +B=81.8-40.4 // Angle neutral axis with the horizontal axis(degree) + +// Result +printf("\n Stress at point A = %0.3f MPa' ,sA) +printf("\n The angle formed by the neutral axis and the horizontal is = %0.3f degree' ,B) diff --git a/3764/CH4/EX4.2/Ex4_2.sce b/3764/CH4/EX4.2/Ex4_2.sce new file mode 100644 index 000000000..1b5834e65 --- /dev/null +++ b/3764/CH4/EX4.2/Ex4_2.sce @@ -0,0 +1,26 @@ +clc +// + +//Variable declaration +n=-1 + +//Calculation +//Centroid +sumA=3000 // Summing up the area(mm**2) +M=3 // Couple(kN.m) +cA=0.022 // Distance(m) +Y=(114*(10**6))/(3000.0) // Distance(mm) +//Centroidal Moment of Inertia +Ix=((1/12.0)*(90)*((20**3)) + (90*20*(12**2)) + ((1/12.0)*(30)*((40**3))) + (30*40*(18**2)))/((10**12)*(1.0)) // Centroidal moment of inertia(m**4) +//Case(a) Maximum Tensile Stress +sA=((M*cA)/(Ix)*(1.0))/(1000.0) // Maximum tensile stress(MPa) +//Maximum Compressive Stress +sB=n*(3*0.038)/((868*(10**-9)*(10**3))) // Maximum compressive stress(MPa) +//Case(b) Radius of Curvature +p=((165*868*((10**-9)))/(3))*((10**6)) // Radius of curvature(m) + + +// Result +printf("\n Maximum tensile stress = %0.3f MPa' ,sA) +printf("\n Maximum compressive stress = %0.3f MPa' ,sB) +printf("\n Radius of curvature = %0.3f ft' ,p) diff --git a/3764/CH4/EX4.3/Ex4_3.sce b/3764/CH4/EX4.3/Ex4_3.sce new file mode 100644 index 000000000..6b995cf0b --- /dev/null +++ b/3764/CH4/EX4.3/Ex4_3.sce @@ -0,0 +1,27 @@ +clc +// + +// Variable declaration +Es=200 // Moduluss of rigidity(GPa) +Ew=12.5 // Moduluss of rigidity(GPa) + +//Transformed Section. +n=(Es/Ew) // Ratio +//Neutral Axis +Y=(((0.160)*(3.2*0.020))/(3.2*0.020+0.470*0.300)) // Distance(m) + +//Centroidal Moment of Inertia +I=(((1/12)*0.470*((0.3**3)))+(0.470*0.3*((0.05**2)))+((1/12)*(3.2)*((0.020**3)))+(3.2*0.020*((0.160-0.050**2)))**5) // Centroidal Moment of Inertia + +//Maximum Stress in Wood +sW=((50*((10**3)))*(0.200))/(2.19*(10**-3)) // Maximum stress in wood(MPa) +sW=((sW/((10**6)))**2) // Rounding + +//Stress in Steel +sS=((16)*(50*((10**3)))*(0.120))/(2.19*((10**-3))) // Stress in steel(MPa) +sS=((sS/((10**6)))**1) // Rounding + + +// Result +printf("\n Maximum stress in the wood = %0.3f MPa' ,sW) +printf("\n Stress in steel = %0.3f MPa' ,sS) diff --git a/3764/CH4/EX4.5/Ex4_5.sce b/3764/CH4/EX4.5/Ex4_5.sce new file mode 100644 index 000000000..ed5476cb8 --- /dev/null +++ b/3764/CH4/EX4.5/Ex4_5.sce @@ -0,0 +1,35 @@ +clc +// + +// variable declaration +E=(29*(10**6)) // Modulus of elastoplasticity(psi) +sY=50 // Stress(ksi) + +// Calculation +//Case(a) Onset Of Yield +I=((1/12.0)*(12)*((16**3))-(1/12.0)*(12-0.75)*((14**3))**0) // Centroidal moment of inertia(in**4) + +//Bending Moment +sMAX=sY // Stress(ksi) +c=8.0 // Distance(in) +My=(sY*I)/c // Bending moment(kip.in) +//Radius of Curvature +Ey=sY/(E*(1.0)) // Strain +pY=(c/Ey)/(1000.0) // Radius of curvature(in) +//Case(b) Flanges Fully Plastic +R1=50*12*1 // Compressive forces on top(kips) +R4=R1 // Compressive forces on top(kips) +R2=((1/2.0)*(50)*(7)*(0.75)+0.05) // Compressive forces on top half(kips) + +R3=R2 // Compressive forces on top half(kips) +//Bending Moment +M=2*((R1*7.5)+(R2*4.67)) // Bending moment(kip.in) +//Radius of Curvature +p=(((7/0.001724)*0.0833)) // Radius of curvature(ft) + + +// Result +printf("\n Case(a) Bending moment = %0.3f kip.in' ,My) +printf("\n Case(a) Radius of curvature = %0.3f in' ,pY) +printf("\n Case(b) Bending moment = %0.3f kip.in' ,M) +printf("\n Case(b) Radius of curvature = %0.3f ft' ,p) diff --git a/3764/CH4/EX4.6/Ex4_6.sce b/3764/CH4/EX4.6/Ex4_6.sce new file mode 100644 index 000000000..179f75be3 --- /dev/null +++ b/3764/CH4/EX4.6/Ex4_6.sce @@ -0,0 +1,25 @@ +clc +// + + +// Variable declaration +sY=240 // Yield strength(MPa) +A1=(0.1*0.02) // Area of cross section(m**2) +A2=(0.02*0.02) // Area of cross section(m**2) +A3=(0.02*0.06) // Area of cross section(m**2) +A4=(0.06*0.02) // Area of cross section(m**2) + +// Calculation +//Neutral Axis +A=(100)*(20) + (80)*(20) + (60)*(20) // Total area(mm**2) +y=(2400-((20)*(100)))/(20) // Distance(mm) +//Plastic Moment +R1=(A1*sY*1000) // Resultant force(kN) +R2=(A2*sY*1000) // Resultant force(kN) +R3=(A3*sY*1000) // Resultant force(kN) +R4=(A4*sY*1000) // Resultant force(kN) + +Mp=(0.030*R1) + (0.010*R2) + (0.030*R3) + (0.070*R4) // Plastic moment(kN.m) + +// Result +printf("\n Case(a) Plastic moment = %0.3f kN.m' ,Mp) diff --git a/3764/CH4/EX4.7/Ex4_7.sce b/3764/CH4/EX4.7/Ex4_7.sce new file mode 100644 index 000000000..81ad525fe --- /dev/null +++ b/3764/CH4/EX4.7/Ex4_7.sce @@ -0,0 +1,21 @@ +clc +// + +// Variable declaration +y=7 // Distance(in) +s=-3.01 // Stress(ksi) + +// Calculation +//Loading +M=10230 // Couple of moment(kip.in) +//Elastic Unloading +sMl=((10230)*(8))/(1524.0) // Maximum stress(ksi) +//Permanent Radius of Curvature +p=(((7)*(29*(10**6))*((10**-3)))/(3.01)**-2) // Permanent radius of curvature(in) + +p=((p*0.083333)) // Conversion(ft) + + +// Result +printf("\n Case(a) Residual stress = %0.3f ksi' ,sMl) +printf("\n Case(a) Permanent radius of curvature = %0.3f ft' ,p) |