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| author | prashantsinalkar | 2017-10-10 12:27:19 +0530 |
|---|---|---|
| committer | prashantsinalkar | 2017-10-10 12:27:19 +0530 |
| commit | 7f60ea012dd2524dae921a2a35adbf7ef21f2bb6 (patch) | |
| tree | dbb9e3ddb5fc829e7c5c7e6be99b2c4ba356132c /3764 | |
| parent | b1f5c3f8d6671b4331cef1dcebdf63b7a43a3a2b (diff) | |
| download | Scilab-TBC-Uploads-7f60ea012dd2524dae921a2a35adbf7ef21f2bb6.tar.gz Scilab-TBC-Uploads-7f60ea012dd2524dae921a2a35adbf7ef21f2bb6.tar.bz2 Scilab-TBC-Uploads-7f60ea012dd2524dae921a2a35adbf7ef21f2bb6.zip | |
initial commit / add all books
Diffstat (limited to '3764')
54 files changed, 1438 insertions, 0 deletions
diff --git a/3764/CH1/EX1.1/Ex1_1.sce b/3764/CH1/EX1.1/Ex1_1.sce new file mode 100644 index 000000000..144786644 --- /dev/null +++ b/3764/CH1/EX1.1/Ex1_1.sce @@ -0,0 +1,33 @@ +clc +// + +//Variable declaration +Fac = 750 //Force on rod AC(lb) +D = 0.375 //Diameter at the upper junction of rod ABC(in) + + +//Calculation +//Case(a) +A=(1/4.0)*((%pi)*(D**2)) //Area at the upper junction of rod ABC(in^2) +tA=(Fac/A) //Shearing Stress in Pin A(psi) +//Case(b) +Ab=(1/4.0)*((%pi)*(0.25**2)) //Area at the lower junction of rod ABC(in^2) +tC=(((1/2.0)*Fac)/Ab) //Shearing Stress in Pin C(psi) +//Case(c) +Anet=(3/8.0)*(1.25-0.375) //Area of cross section at A(in^2) +sA=(Fac/Anet) //Largest Normal Stress in Link ABC(psi) +//Case(d) +F1=750/2 //Force on each side(lb) +Ad=(1.25*1.75) //Area at junction B(in^2) +tB=(F1/Ad) //Average Shearing Stress at B +//Case(e) +Ae=0.25*0.25 //Area at point C(in^2) +sB=(F1/Ae) //Bearing Stress in Link at C + + +//Result +printf("\n Case(a): Shearing Stress in Pin A = %.1f psi' ,tA) +printf("\n Case(b): Shearing Stress in Pin C = %.f psi' ,tC) +printf("\n Case(c): Largest Normal Stress in Link ABC = %.f psi' ,sA) +printf("\n Case(d): Average Shearing Stress at B = %.f psi' ,tB) +printf("\n Case(e): Bearing Stress in Link at C = %.f psi' ,sB) diff --git a/3764/CH1/EX1.2/Ex1_2.sce b/3764/CH1/EX1.2/Ex1_2.sce new file mode 100644 index 000000000..27f8a0d46 --- /dev/null +++ b/3764/CH1/EX1.2/Ex1_2.sce @@ -0,0 +1,36 @@ +clc +// + +//Variable declaration +P = 120 //Maximum allowable tension force +s = 175 //Maximum allowable stress +t = 100 //Maximum allowable stress +Sb = 350 //Maximum allowable stress + + +//Calculation +//Case(a) +F1=P/2 //Current(A) +d=sqrt(((P/2.0)*1000)/((22/(4*7.0))*(100000000))) //Diameter of bolt(m) +d=d*1000 //Diameter of bolt(mm) +d=(d) //Rounding of the value of diameter of bolt(mm) + +Ad=(0.020*0.028) //Area of cross section of plate +tb=((P*1000)/Ad)/(1000000) //Stress between between the 20-mm-thick plate and the 28-mm-diameter bolt +tb=(tb) //Rounding of the above calculated stress to check if it is less than 350 + +a=(P/2)/((0.02)*(175)) //Dimension of cross section of ring +a=(a) //Rounding dimension of cross section of ring to two decimal places + +b=28 + (2*(a)) //Dimension b at Each End of the Bar +b=(b) //Rounding the dimension b to two decimal places + +h=(P)/((0.020)*(175)) //Dimension h of the Bar +h=(h) //Rounding dimension h of bar to 1 decimal place + + + +//Result +printf("\n Case(a): Diameter of the bolt = %.f mm' ,d) +printf("\n Case(b): Dimension b at Each End of the Bar = %.f mm' ,b) +printf("\n Case(c): Dimension h of the Bar = %f mm' ,h) diff --git a/3764/CH1/EX1.3/Ex1_3.sce b/3764/CH1/EX1.3/Ex1_3.sce new file mode 100644 index 000000000..07e1d44da --- /dev/null +++ b/3764/CH1/EX1.3/Ex1_3.sce @@ -0,0 +1,51 @@ +clc +// + +//Variable declaration +Su = 600 //ultimate normal stress(MPa) +FS = 3.3 //Factor of safety with respect to failure +tU=350 //Ultimate shearing stress(MPa) +Cx=40 //X Component of reaction at C(kN) +Cy=65 //Y Component of reaction at C(kN) +Smax=300 //Allowable bearing stress of the steel + +//Calculation +C=sqrt(((40**2))+((65**2))) + +//Case(a) +P=(15*0.6 + 50*0.3)/(0.6) //Allowable bearing stress of the steel(MPa) +Sall=(Su/FS) //Allowable Stress(MPa) +Sall=(Sall) //Rounding Allowable stress to 1 decimal place(MPa) + +Areqa=(P/(Sall*(1000))) //Cross Sectional area(m^2) +Areqa=(Areqa) //Rounding cross sectional area to 5 decimal places(m^2) + +dAB=sqrt(((Areqa)*(4))/(22/7)) //Diameter of AB(m) +dAB=dAB*1000 //Diameter of AB(mm) +dAB=(dAB) //Rounding Diameter of AB(mm) + + +//Case(b) +tALL=tU/FS //Stress(MPa) +tALL=(tALL) //Rounding of Stress + +AreqC=((C/2)/tALL) //Cross sectional area(m^2) +AreqC=AreqC*1000 +AreqC=(AreqC) //Rounding the cross sectional area + +dC=sqrt((4*AreqC)/(22/7)) //Diameter at point C +dC=((dC+1)) //Rounding of the diameter at C + + +//Case(c) + +Areq=((C/2)/Smax) +Areq=Areq*1000 //Cross sectional area(mm^2) +t=(Areq/22) //Thickness of the bracket +t=(t) + + +//Result +printf("\n Case(a): Diameter of the bolt = % f mm' ,dAB) +printf("\n Case(a): Dimension b at Each End of the Bar = % f mm' ,dC) +printf("\n Case(a): Dimension h of the Bar = % f mm' ,t) diff --git a/3764/CH1/EX1.4/Ex1_4.sce b/3764/CH1/EX1.4/Ex1_4.sce new file mode 100644 index 000000000..b476c4979 --- /dev/null +++ b/3764/CH1/EX1.4/Ex1_4.sce @@ -0,0 +1,30 @@ +clc +// + +//Variable declaration +tU=40 //ultimate tensile stress +sU=60 //ultimate shearing stress +FS=3 //Mimnimum factor of safety +dA=(7/16) //Diameter of bolt at A(in) +dB=3/8 //Diameter of bolt at B(in) +dD=3/8 //Diameter of bolt at D(in) +dC=1/2 //Diameter of bolt at C(in) + + +//Calculation +Sall=(sU/FS) //Total tensile stress(kips) +B=Sall*((1/4)*(22/7)*(((7/16)**2))) //Allowable force in the control rod(kips) +C1=1.75*(B) //Control Rod(kips) +tall=(tU/FS) //Total shearing stress +B=2*(tall*(1/4)*(22/7)*(3/8)*(3/8)) //Allowable magnitude of the force B exerted on the bolt +C2=1.75*B //Bolt at B(kips) +D=B //Bolt at D. Since this bolt is the same as bolt B, the allowable force is same(kips) +C3=2.33*D //Bolt at D(kips) +C4=2*(tall*(1/4)*(22/7)*(1/2)*(1/2)) //Bolt at C(kips) + + +//Result +printf("\n Case(a): Control Rod = % f kips' ,C1) +printf("\n Case(b): Bolt at B = % f kips' ,C2) +printf("\n Case(c): Bolt at D = % f kips' ,C3) +printf("\n Case(d): Bolt at C = % f kips' ,C4) diff --git a/3764/CH10/EX10.01/Ex10_01.sce b/3764/CH10/EX10.01/Ex10_01.sce new file mode 100644 index 000000000..e268d5b61 --- /dev/null +++ b/3764/CH10/EX10.01/Ex10_01.sce @@ -0,0 +1,52 @@ +clc +// +// + +//Variable declaration +n=-1 +P1=15 // Force(kN) +P2=18 // Force(kN) +a=50 // Distance(mm) +b=60 // Distance(mm) +c=0.020 // Distance(m) +F=P1 // Force(kN) +V=P2 // Force(kN) +t=0.040 // Distance(m) +Iz=125.7*((10**-9)) // Moment of inertia(m**4) + +//Calculation +//Internal Forces in Given Section +T=P2*a // Torque(N.m) +My=P1*a // Moment(N.m) +Mz=P2*b // Moment(N.m) +// Case(a) Normal and Shearing Stresses at Point K +// Geometric Properties of the Section +A=(%pi)*(c**2) // Area of cross section(m**2) +Iy=(1/4.0)*(%pi)*(c**4) // Moment of inertia(m**4) +Jc=(1/2.0)*(%pi)*(c**4) // Moment of inertia(m**4) +Q=(A/2.0)*((4*c)/(3.0*(%pi))) +t=2*c // Distance(m) +// Normal Stresses +Sx=(n*(F/A))/(1000.0) + ((My*c)/(Iy))/(1000000.0) // Normal stress(MPa) +// Shearing Stresses +txyV=((V*Q)/(Iz*t))/(1000.0) // Shearing stress(MPa) +txytwist=((n*(T*c))/(Jc))/(1000000.0) // Shearing stress(MPa) +txy=(txyV + txytwist) // Shearing stress(MPa) +// Case(b) Principal Planes and Principal Stresses at Point K +CD=(1/2.0)*(107.4) // Stress(MPa) +OC=(1/2.0)*(107.4) // Stress(MPa) +DX=52.5 // Stress(MPa) +phyp=44.4/2.0 // Angle(degree) +R=sqrt(53.7**2 + 52.5**2) // Stress(MPa) +Smax=OC+R // Maximum principal stress(MPa) +Smin=OC-R // Minimum principal stress(MPa) +// Case(c) Maximum shearing stress at point k +tmax=75.1 // Shearing stress(MPa) + +// Result +printf("\n Case(a) Normal stress = %0.3f MPa' ,Sx) +printf("\n Case(a) Shearing stress = %0.3f MPa' ,txy) +printf("\n Case(b) Principal axis angle = %0.3f degree' ,phyp) +printf("\n Case(b) Maximum principal stress at point k = %0.3f MPa' ,Smax) +printf("\n Case(b) Minimum principal stress at point k = %0.3f MPa' ,Smin) +printf("\n Case(c) Maximum shearing stress at point k = %0.3f MPa' ,tmax) diff --git a/3764/CH10/EX10.04/Ex10_04.sce b/3764/CH10/EX10.04/Ex10_04.sce new file mode 100644 index 000000000..6f47fc68f --- /dev/null +++ b/3764/CH10/EX10.04/Ex10_04.sce @@ -0,0 +1,34 @@ +clc +// +// + +//Variable declaration +Sy=36 // Stress(ksi) +E=(29*((10**6))) // Modulus of elasticity(psi) +A=11.5 // Area(in**2) +FS=2 // Factor of safety + + +//Calculation +ratio=(4.71)*(E/(36*((10**3)))) // Value of the slenderness ratio + +//Case(a) Effective Length +Sr=(24*12)/(1.98) // Value of the slenderness ratio +Scr=((0.877)*((%pi)**2)*(29*((10**3))))/(145.5)**2 // Value of the slenderness ratio +Sall=(Scr/1.67) // Allowable stress(ksi) +Pall1=Sall*A // Pressure(kips) +//Case(b) Bracing at Midpoint C +//xz Plane +Elxz=(144)/(1.98) // Slenderness ratio +//yz Plane +Elyz=(288)/(4.27) // Slenderness ratio + +Se=(((%pi)**2)*(E))/(72.7)**2 // Stress(ksi) +Scr=(0.658)**(36/54.1)*(36) // Stress(ksi) + +Sall=(Scr)/(1.67) // Allowable load(ksi) +Pall2=Sall*A // Force(ksi) + +//Result +printf("\n Effective centric load P if the effective length of the column is 24 = %0.3f kips",Pall1) +printf("\n Effective centric load P if bracing is provided to prevent the movement of the midpoint C in the xz plane = %0.3f ksi",Pall2) diff --git a/3764/CH10/EX10.1/Ex10_1.sce b/3764/CH10/EX10.1/Ex10_1.sce new file mode 100644 index 000000000..e9d53bf2d --- /dev/null +++ b/3764/CH10/EX10.1/Ex10_1.sce @@ -0,0 +1,45 @@ +clc +// + +//Variable declaration +//Free Body. Entire Crankshaft +Vx=-30 // Force(kN) +P=50 // Force(kN) +Vz=-75 // Force(kN) +Mx=(50)*(0.130) - (75)*(0.2) // Moment(kN.m) +My=0 // Moment +Mz=30*0.1 // Moment(kN.m) +A=0.040*0.140 // Area(m**2) +Ix=(1/12.0)*(0.040)*((0.140**3)) // Moment of inertia(m**4) +Iz=(1/12.0)*((0.040**3))*(0.140) // Moment of inertia(m**4) +a=0.020 // Distance(m) +b=0.025 // Distance(m) +t=0.040 // Distance(m) +OC=33.0 // Stress(MPa) + +//Calculation +//Normal Stress at H +Sy=(((P/A) + ((Mz)*a)/Iz + ((Mx)*b)/Ix)/(1000.0)) // Normal stress at H(MPa) + + + +//Shearing Stress at H +Q=(0.040*0.045*0.0475) +tyz=((((-(Vz)*(Q))/(Ix*t))/1000.0)) // Shearing stress at H(MPa) + + + +//Principal Stresses, Principal Planes, and Maximum Shearing Stress at H. +phyp=27.96/2.0 +R=sqrt(33**2 + 17.52**2) +Smax=OC+R +Smin=OC-R + + +// Result +printf("\n Normal stress at H = %0.3f MPa' ,Sy) +printf("\n Shearing stress at H = %0.3f MPa' ,tyz) +printf("\n Principal axis angle = %0.3f degree' ,phyp) +printf("\n Maximum shearing stress at point k = %0.3f MPa' ,R) +printf("\n Maximum principal stress at point k = %0.3f MPa' ,Smax) +printf("\n Minimum principal stress at point k = %0.3f MPa' ,Smin) diff --git a/3764/CH10/EX10.2/Ex10_2.sce b/3764/CH10/EX10.2/Ex10_2.sce new file mode 100644 index 000000000..91149c258 --- /dev/null +++ b/3764/CH10/EX10.2/Ex10_2.sce @@ -0,0 +1,32 @@ +clc +// +// + +//Variable declaration +L=2 // Length(m) +E=13*((10**9)) // Modulus of elasticity(GPa) +Sall=12 // Stress(MPa) +FS=2.5 // Factor of safety(2.5) +Ld1=100 // Load force(kN) +Ld2=200 // Load force(kN) + + +//Calculation +//(a) For the 100-kN Load +Pcr=FS*Ld1*(1000.0) // Pressure(kN) +I=(Pcr*(L**2))/(((%pi)**2)*E) // Moment of inertia(m**4) +a1=((I*12)**(1/4.0)) // Side of square(mm) + +S=(100)/((0.1)**2) // Normal stress in column(MPa) + +//(b) For the 200-kN Load +Pcr=FS*(Ld2)*(1000.0) // Pressure(kN) +I=(Pcr*(L**2))/(((%pi)**2)*E) // Moment of inertia(m**4) +a=((I)*12)**(1/4.0) // Side of square(mm) +S=(200/(0.11695)**2) // Normal stress(MPa) +A=(200/12.0)*((10**-3)) // Area of cross section(m**2) +a2=(A)**(1/2.0)*(1000) // Side of square(mm) + +//Result +printf("\n Case(a): Size of cross section if the column is to safetly support 100 kN = %0.3f psi ",a1) +printf("\n Case(b): Size of cross section if the column is to safetly support 200 kN = %0.3f psi ",a2) diff --git a/3764/CH10/EX10.3/Ex10_3.sce b/3764/CH10/EX10.3/Ex10_3.sce new file mode 100644 index 000000000..b342b6604 --- /dev/null +++ b/3764/CH10/EX10.3/Ex10_3.sce @@ -0,0 +1,32 @@ +clc +// +// + +//Variable declaration +E=(29*((10**6))) // Modulus of elasticity(psi) +FS=2 // Factor of safety +A=3.54 // Area of cross section(in**2) +I=8.00 // Moment of inertia(in**4) +r=1.50 // Radius(in) +c=2.00 // Distance(in) +Lab=8 + +//Calculation +// Effective Length +Le=2*(Lab) // Effective length(in) +// Critical Load +Pcr=((((%pi)**2)*E*(8.0))/(192.0)**2)/(1000.0) // Critical load(kips) + +//Case(a) Allowable Load and Stress +Pall=Pcr/FS // Allowable load(kips) +S=Pall/A // Allowable Stress(ksi) + +//Case(b) Eccentric Load +ym=(0.75)*(2.252-1) // Distance(in) +Sm=(31.1/3.54)*(1+(0.667)*(2.252)) // Distance(in) + +//Result +printf("\n Case(a): Allowable load = %0.3f kips",Pall) +printf("\n Case(a): Allowable stress = %0.3f ksi ",S) +printf("\n Case(b): The horizontal deflection of the top of the column = %0.3f in ",ym) +printf("\n Case(b): Maximum normal stress in the column = %0.3f ksi ",Sm) diff --git a/3764/CH2/EX2.01/Ex2_01.sce b/3764/CH2/EX2.01/Ex2_01.sce new file mode 100644 index 000000000..0c39aad50 --- /dev/null +++ b/3764/CH2/EX2.01/Ex2_01.sce @@ -0,0 +1,21 @@ +clc +// + +//Variable declaration +E=29*((10**6)) // Modulus of elasticity(psi) +L1=12 // Length(in) +L2=12 // Length(in) +L3=16 // Length(in) +A1=0.9 // Area(in**2) +A2=0.9 // Area(in**2) +A3=0.3 // Area(in**2) +P1=60*((10**3)) // Internal force(lb) +P2=15*((10**3)) // Internal force(lb) +P3=30*((10**3)) // Internal force(lb) + +//Calculation +Delta=((1/E)*(((P1*L1)/A1)+(-(P2*L2)/A2)+((P3*L3)/A3))) // deformation of the steel rod(in) + + +//Result +printf("\n Deformation of the steel rod = %0.3f in' ,Delta) diff --git a/3764/CH2/EX2.07/Ex2_07.sce b/3764/CH2/EX2.07/Ex2_07.sce new file mode 100644 index 000000000..fa3e7f192 --- /dev/null +++ b/3764/CH2/EX2.07/Ex2_07.sce @@ -0,0 +1,20 @@ +clc +// + +//Variable declaration +P=12*((10**3)) // Axial load(kN) +r=8*((10**-3)) // Radius of the rod(m) +n=-1 + +//Calculation +A=(%pi)*(r**2) // Cross sectional area of rod(m**2) +Sx=(P/A) // Stress in cylinder(MPa) +Ex=(300/500.0) // Strain() +Ey=(n*(2.4))/16.0 // Strain() + +E=Sx/Ex // Modulus of elasticity(GPa) +v=n*(Ey/Ex) // Poissons ratio() + +//Result +printf("\n Modulus of elasticity = %.1f GPa' ,E) +printf("\n Poissons ratio = %.1f ' ,v) diff --git a/3764/CH2/EX2.09/Ex2_09.sce b/3764/CH2/EX2.09/Ex2_09.sce new file mode 100644 index 000000000..631bfefc1 --- /dev/null +++ b/3764/CH2/EX2.09/Ex2_09.sce @@ -0,0 +1,16 @@ +clc +// + +//Variable declaration +p=180 // Hydrostatic pressure(MPa) +E=200 // Modulus of elasticity(GPa) +v=0.29 // Poissons ratio() + +//Calculation +k=E/(3*(1-(2*v))) // Bulk modulus of steel(GPa) +e=-p/k // Dialation +V=80*40*60 // Volume of block in unstressed state(mm**3) +DELTAv=(e*V)/((10**3)) // change in volume per unit volume + +// Results +printf("\n Change in volume = %1f mm**3' ,DELTAv) diff --git a/3764/CH2/EX2.10/Ex2_10.sce b/3764/CH2/EX2.10/Ex2_10.sce new file mode 100644 index 000000000..64307fb43 --- /dev/null +++ b/3764/CH2/EX2.10/Ex2_10.sce @@ -0,0 +1,17 @@ +clc +// + +//Variable declaration +G=90 // Modulus of rigidity(ksi) +disp1=0.04 // Displacement of upper rod(in) +Lda=2 // Height of bar(in) +A=8*2.5 // Area of cross section(in**2) + +//Calculation +Yxy=(disp1/Lda) // Shearing strain(rad) +Txy=(90*((10**3)))*(0.020) // Shearing stress(psi) +P=(Txy*A)/((10**3)) // Force exerted on the upper plate(kips) + +// Results +printf("\n Shearing strain in rod=%1f rad' ,Yxy) +printf("\n Force exerted on the upper plate=%1f kips' ,P) diff --git a/3764/CH2/EX2.11/Ex2_11.sce b/3764/CH2/EX2.11/Ex2_11.sce new file mode 100644 index 000000000..9267f7416 --- /dev/null +++ b/3764/CH2/EX2.11/Ex2_11.sce @@ -0,0 +1,40 @@ +clc +// + +//Variable declaration +Ex=155.0 // Modulus of elasticity in x direction(GPa) +Ey=12.10 // Modulus of elasticity in y direction(GPa) +Ez=12.10 // Modulus of elasticity in z direction(GPa) +Vxy=0.248 // Poissons ratio in xy direction +Vxz=0.248 // Poissons ratio in xz direction +Vyz=0.458 // Poissons ratio in yz direction +n=-1 +F=140*((10**3)) // Compressive load(kN) +L=0.060 // Length of cube(m) + +//Calculation +//(a) Free in y and z Directions +Sx=(n*F)/(0.060*0.060) // Stress in x direction(MPa) +Sy=0 // Stress in y direction(MPa) +Sz=0 // Stress in z direction(MPa) +ex=Sx/Ex // Lateral strains +ey=n*((Vxy*Sx)/Ex) // Lateral strains +ez=n*((Vxy*Sx)/Ex) // Lateral strains +DELTAx=ex*L // Change in cube dimension in x direction(um) +DELTAy=ey*L // Change in cube dimension in y direction(um) +DELTAz=ez*L // Change in cube dimension in z direction(um) +//(b) Free in z Direction, Restrained in y Direction +Sx=n*38.89 // Stress in x direction(MPa) +Sy=(Ey/Ex)*(Vxy)*(Sx) // Stress in y direction(MPa) +Vyx=(Ey/Ex)*(Vxy) // Poissons ratio +ex=(Sx/Ex)-(((Vyx)*(Sy))/Ey) // Lateral strains in x direction +ey=0 // Lateral strains in y direction +ez=n*((Vxz*Sx)/Ex)-(((Vyz)*(Sy))/Ey) // Lateral strains in z direction +DELTAx=ex*L*1000 // Change in cube dimension in x direction(um) +DELTAy=ey*L // Change in cube dimension in y direction(um) +DELTAz=ez*L*1000 // Change in cube dimension in z direction(um) + +// Results +printf("\n Change in cube dimension in x direction=%1f um' ,DELTAx) +printf("\n Change in cube dimension in y direction=%1f um' ,DELTAy) +printf("\n Change in cube dimension in z direction=%1f um' ,DELTAz) diff --git a/3764/CH2/EX2.12/Ex2_12.sce b/3764/CH2/EX2.12/Ex2_12.sce new file mode 100644 index 000000000..0a33b2ca2 --- /dev/null +++ b/3764/CH2/EX2.12/Ex2_12.sce @@ -0,0 +1,17 @@ +clc +// + +//Variable declaration +D=60 // Width(mm) +d=40 // Width(mm) +r=8 // Radius(mm) +K=1.82 // Stress-concentration factor +Smax=165 // Allowable normal stress(MPa) + +//Calculation +eave=(165/1.82) // Average stress in the narrower portion(MPa) +P=((40*10*eave)/(1000)) // Largest Axial Load(kN) + + +// Results +printf("\n Largest Axial Load =%1f in' ,P) diff --git a/3764/CH2/EX2.13/Ex2_13.sce b/3764/CH2/EX2.13/Ex2_13.sce new file mode 100644 index 000000000..10ed7b770 --- /dev/null +++ b/3764/CH2/EX2.13/Ex2_13.sce @@ -0,0 +1,18 @@ +clc +// + +//Variable declaration +L=500.0 // Length of rod(mm) +A=60 // Cross Sectional area(mm**2) +E=200 // Modulus of elasticity(GPa) +ey=300 // Yield Point(MPa) +DELTAc=7 // Stretch(mm) + +//Calculation +ec=DELTAc/L // Maximum strain permitted on point C +ey=(ey*((10**6)))/(E*((10**9))*(1.0)) // Maximum strain permitted on point Y +ed=ec-ey // Strain after unloading +DELTAd=ed*L // Deformation(mm) + +// Results +printf("\n Permanent set deformation =%1f mm' ,DELTAd) diff --git a/3764/CH2/EX2.5/Ex2_5.sce b/3764/CH2/EX2.5/Ex2_5.sce new file mode 100644 index 000000000..e79409d46 --- /dev/null +++ b/3764/CH2/EX2.5/Ex2_5.sce @@ -0,0 +1,34 @@ +clc +// + +//Variable declaration +d=9 // Diameter of the rod(in) +t=3/4.0 // Thickness of the rod(in) +ex=12 // Normal stresses(ksi) +ez=20 // Normal stresses(ksi) +E=(10*(10**6)) // Moduluus of elasticity(psi) +v=(1/3) // Poissons ratio +V=15*15*(3/4.0) // Volume(in**3) +n=-1 + +//Calculation +STRAINx=(1/((10**7)*(1.0)))*(12-(20/3.0))*(1000) // Strain in x direction(in./in) +STRAINy=n*(1/((10**7)*1.0))*((12/3.0)+(20/3.0))*(1000) // Strain in y direction(in./in) +STRAINz=(1/((10**7)*(1.0)))*(20-(12/3.0))*(1000) // Strain in z direction(in./in) + + +//Case(a) +DELTAba=(STRAINx)*(d) // Change in diameter(in) +//Case(b) +DELTAcd=(STRAINz)*(d) // Change in diameter(in) +//Case(c) +DELTAt=(STRAINy)*(t) // Change in thickness(in) +//Case(d) +e=(STRAINx+STRAINy+STRAINz) // Volume of the plate(in**3) +DeltaV=(e*V) + +// Results +printf("\n Change in diamter of rod AB =%1f in' ,DELTAba) +printf("\n Change in diamter of rod CD =%1f in' ,DELTAcd) +printf("\n Change in thickness =%1f in' ,DELTAt) +printf("\n Volume of the plate =%1f in**3' ,DeltaV) diff --git a/3764/CH3/EX3.01/Ex3_01.sce b/3764/CH3/EX3.01/Ex3_01.sce new file mode 100644 index 000000000..15eddea4a --- /dev/null +++ b/3764/CH3/EX3.01/Ex3_01.sce @@ -0,0 +1,22 @@ +clc +// + +//Variable declaration +l=1.5 // length of the cylindrical shaft +Tmax=120 // Maximum allowable torque +c1=0.02 // Inner radius +c2=0.03 // Outer radius + + + +//Calculation +//Case(a) +J=(1/2.0)*(%pi)*(c2**4-c1**4) // Polar moment of inertia +c=c2 // Letting c equal to c2 +T=((J*Tmax*((10**6)))/(c))/(1000.0) // Largest Permissible Torque +//Case(b) +Tmin=(c1/c2)*(Tmax) // Minimum Shearing Stress + +//Result +printf("\n Largest permissible torque that can be applied to the shaft = %0.3f kN' ,T) +printf("\n Minimum shearing stress that can be applied to the shaft = %0.3f MPa' ,Tmin) diff --git a/3764/CH3/EX3.02/Ex3_02.sce b/3764/CH3/EX3.02/Ex3_02.sce new file mode 100644 index 000000000..9f1b6a0f5 --- /dev/null +++ b/3764/CH3/EX3.02/Ex3_02.sce @@ -0,0 +1,17 @@ +clc +// + +//Variable declaration +G=77*((10**9)) // Modulus of rigidity(GPa) +L=1.5 // length of the shaft(m) +TWIST=2 // Allowable twist + +//Calculation +//Case(a) +phy=(2)*((2*(%pi))/(360)) // Angle of twist(rad) +//Case(b) +J=1.021*((10**-6)) // Polar moment of inertia(m**4) +T=(((J*G)/(L))*(phy))/(1000) // Torque to be applied to the end of shaft(kN.m) + +// Result +printf("\n Maximum torque that can be transmitted by the shaft as designed = %0.3f kN.m' ,T) diff --git a/3764/CH3/EX3.03/Ex3_03.sce b/3764/CH3/EX3.03/Ex3_03.sce new file mode 100644 index 000000000..81cfc6ea8 --- /dev/null +++ b/3764/CH3/EX3.03/Ex3_03.sce @@ -0,0 +1,17 @@ +clc +// + +//Variable declaration +tmin=70*((10**6)) // Shearing stress(Pa) +G=77*((10**9))*(1.0) // Modulus of rigidity(Pa) +L=1500 // ength of arc AA'(mm) +c1=20 // inner radius(mm) + +//Calculation +//Case(a) +Ymin=tmin/G // shearing strain on the inner surface of the shaft +//Case(b) +phy=((L*Ymin)/(c1))*(360/(2*(%pi))) // Angle of twist(degrees) + +// Result +printf("\n Maximum torque that can be transmitted by the shaft as designed = %0.3f degree' ,phy) diff --git a/3764/CH3/EX3.06/Ex3_06.sce b/3764/CH3/EX3.06/Ex3_06.sce new file mode 100644 index 000000000..615570c41 --- /dev/null +++ b/3764/CH3/EX3.06/Ex3_06.sce @@ -0,0 +1,18 @@ +clc +// + +//Variable declaration +P=5 // Power(hp) +f=3600 // frequency(rpm) +Tmax=8500 // Maximum torque(psi) + +//Calculation +P=P*(6600) // Converting power into lb/s +f=(3600)/(60.0) // Converting frequency into cycles per second +T=(P)/(2*(%pi)*f) // Torque exerted on the shaft +Ratio=T/Tmax // Here we are finding the value of J/c +c=(((10.30)*((10**-3))*(2))/(%pi))**(1/3.0) +d=2*c // Diameter of the shaft that should be used + +//Result +printf("\n Case(a): Size of shaft = %1f lb.in' ,d) diff --git a/3764/CH3/EX3.09/Ex3_09.sce b/3764/CH3/EX3.09/Ex3_09.sce new file mode 100644 index 000000000..97ad0ba15 --- /dev/null +++ b/3764/CH3/EX3.09/Ex3_09.sce @@ -0,0 +1,21 @@ +clc +// + +//Variable declaration +T=4.60*(10**3) // Torque(N.m) +L=1.2 // length(m) +G=77*(10**9) // modulus of rigidity(Pa) +J=614*(10**-9) // Polar moment of inertia(m**4) +phy=8.50 +c=25*(10**-3) // radius(m) + +//Calculation +// Case(a) +phyl=((T*L)/(J*G))*(360/(2*(%pi))) // Lateral twist(degree) +phyp=phy-phyl // Permanent twist(degree) +// Case(b) +Tlmax=((T*c)/(J))/((10**6)) // Residual stresses(MPa) + +// Result +printf("\n Case(a): Permanent twist = %1f degree' ,phyp) +printf("\n Case(b): Residual stress = %1f MPa ' ,Tlmax) diff --git a/3764/CH3/EX3.10/Ex3_10.sce b/3764/CH3/EX3.10/Ex3_10.sce new file mode 100644 index 000000000..91fa85f8c --- /dev/null +++ b/3764/CH3/EX3.10/Ex3_10.sce @@ -0,0 +1,24 @@ +clc +// + +//Variable declaration +t=0.160 // thickness(in) +T=24 // Torque(kip.in) + + +//Calculation +// Case(a) +Area=3.84*2.34 // Area bounded by centre line(in**2) +t=(T)/(2*t*Area) // shearing stress in wall(ksi) +// Case(b) +tABAC=0.120 +tBDCD=0.200 +tAB=(T)/(2*tABAC*Area) // shearing stress in wall(ksi) +tAC=tAB +tBD=(T)/(2*tBDCD*Area) // shearing stress in wall(ksi) +tCD=tBD + +// Result +printf("\n Case(a): Shearing stress in each wall = %1f ksi' ,t) +printf("\n Case(b): Shearing stress in wall AB and AC= %1f ksi ' ,tAB) +printf("\n Case(b): Shearing stress in wall BD and CD= %1f ksi ' ,tCD) diff --git a/3764/CH3/EX3.2/Ex3_2.sce b/3764/CH3/EX3.2/Ex3_2.sce new file mode 100644 index 000000000..37cddb337 --- /dev/null +++ b/3764/CH3/EX3.2/Ex3_2.sce @@ -0,0 +1,26 @@ +clc +// + +//Variable declaration +din=4 // Inner diamter of shaft (in) +dout=6 // Outer diamter of shaft (in) +STRESS=12 // Shearing stress(ksi) + +//Calculation +//Hollow Shaft as Designed. +J=((%pi)/2.0)*(((dout/2)**4)-((din/2)**4)) // Polar moment of inertia(in**4) +Th=(J*STRESS)/3.0 // Allowable shearing stress(kip.in) + +//Solid Shaft of Equal Weight +rad=sqrt((dout/2)**2-(din/2)**2) // Radius of solid shaft of equal weight(in) +Te=(12*(%pi)*((rad**3)))/2.0 // Maximum allowable torque(kip.in) + +//Hollow Shaft of 8-in. Diameter. +c5=sqrt(4**2 + 2**2 -3**2) // Inner radius of hallow shaft(in) +J8=((%pi)*(4**4-3.317**4))/2.0 // Polar moment of inertia(in**4) +Tor=((212)*(12))/4.0 + +// Result +printf("\n Case(a):Maximum torque that can be transmitted by the shaft as designed = %0.3f kip.in' ,Th) +printf("\n Case(b):Maximum torque that can be transmitted by the shaft of equal weight = %0.3f kip.in' ,Te) +printf("\n Case(c):Maximum torque that can be transmitted by the hollow shaft of equal weight and 8 in outer diameter = %0.3f kip.in' ,Tor) diff --git a/3764/CH3/EX3.6/Ex3_6.sce b/3764/CH3/EX3.6/Ex3_6.sce new file mode 100644 index 000000000..1911a3aef --- /dev/null +++ b/3764/CH3/EX3.6/Ex3_6.sce @@ -0,0 +1,34 @@ +clc +// + +//Variable declaration +D=7.5 // Diameter of the bigger shaft(in) +d=3.75 // Diameter of the smaller shaft(in) +r=0.5625 // Inner radius(in) +k=1.33 // Stress concentration factor + +//Calculation +temp1=(D/d) +temp2=(r/d) +T=((1/2)*(%pi)*((1.875)**3)*(8/1.33)) // Maximum torque(ksi) + +//Power +f=(900/60) // Frequency(Hz) +Pa=(2*(%pi)*15*62.3*(10**3)) // Power(lb/s) +Pa=(Pa/6600) // Power(hp) + +//Final Design +r=15/16 // Radius(in) +temp2=(0.9375/3.75) +k=1.20 // Stress concentration factor +T=(10.35*(8/1.20)) // Torque(kip.in) +Pb=(2)*(%pi)*(15)*(69)*((10**3)) // Power(lb/s) +Pb=(Pb/6600) // Power(hp) + +//Percent Change in Power +PC=(((Pb-Pa)/Pa)*100) + + +//Result +printf("\n Case(a): Maximum power that can be transmitted = %1f hp' ,Pa) +printf("\n Case(b): Percentage in power = %1f ' ,PC) diff --git a/3764/CH3/EX3.8/Ex3_8.sce b/3764/CH3/EX3.8/Ex3_8.sce new file mode 100644 index 000000000..955d98801 --- /dev/null +++ b/3764/CH3/EX3.8/Ex3_8.sce @@ -0,0 +1,18 @@ +clc +// + +//Variable declaration +Tp=44.1 +phyF=8.59 + +// Calculation +// Elastic Unloading +Tmax=((44.1)*(1.125))/2.02 +Tmin=(Tmax)*(0.75/1.125) +phyl=(((44.1*(10**3)*60)*(360/(2*%pi)))/((2.02)*(11.2*(10**6)))**2) + +phy=phyF-phyl + +// Result +printf("\n Case(a: Residual stress = %1f kip.in' ,0) +printf("\n Case(b: Permanent angle of twist= %1f degree ' ,phy) diff --git a/3764/CH3/EX3.9/Ex3_9.sce b/3764/CH3/EX3.9/Ex3_9.sce new file mode 100644 index 000000000..061d048ae --- /dev/null +++ b/3764/CH3/EX3.9/Ex3_9.sce @@ -0,0 +1,32 @@ +clc +// + +//Bar with Square Cross Section +//Variable declaration +tALL=40 // Stress(MPa) + + +//Calculation +// Bar with square cross section +a=0.040 // Length(m) +b=0.040 // Length(m) +temp=(a/b) +c1=0.208 // Coefficient +tmax=tALL // Maximum stress(MPa) +T1=(40)*((10**6))*(0.208)*((0.040**3)) // Torque(N.m) + +// Bar with Rectangular Cross Section. +a=0.064 // Length(m) +b=0.025 // Length(m) +temp2=(a/b) +T2=(40)*((10**6))*(0.259)*(0.064)*((0.025**2)) // Torque(N.m) + +//Square Tube +A=(0.034)*(0.034) // Area bounded by the center line of the cross section(m**2) +T3=((40)*((10**6))*(2)*(0.006)*(1.156)*((10**-3))**0) // Torque(N.m) + + +// Result +printf("\n Largest torque on bar with square cross section = %1f N.m' ,T1) +printf("\n Largest torque on bar with rectangular cross section = %1f N.m' ,T2) +printf("\n Largest torque on square tube = %1f N.m' ,T3) 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) diff --git a/3764/CH5/EX5.03/Ex5_03.sce b/3764/CH5/EX5.03/Ex5_03.sce new file mode 100644 index 000000000..99497327d --- /dev/null +++ b/3764/CH5/EX5.03/Ex5_03.sce @@ -0,0 +1,30 @@ +clc +// +// + +//Variable declaration +// Reactions +Rb=40 // Reaction at B(kN) +Rd=14 // Reaction at D(kN) + +// Calculations +// Shear and Bending-Moment Diagrams +V1=-20 // Force(kN) +M1=0 // Moment(kN.m) +V2=-20 // Force(kN) +M2=-50 // Moment(kN.m) +V3=26 // Force(kN) +M3=-50 // Moment(kN.m) +V4=26 // Force(kN) +M4=28 // Moment(kN.m) +V5=-14 // Force(kN) +M5=28 // Moment(kN.m) +V6=-14 // Force(kN) +M6=0 // Moment(kN.m) +// Maximum Normal Stress +S=(1/6.0)*(0.080)*((0.250**2)) // Section modulus of the beam(m**3) +Mb=(50*(10**3)) // Moment(N.m) +sM=(Mb/S)/(((10**6))) // Stress(Pa) + +// Result +printf("\n Maximum normal stress in the beam = %0.3f MPa' ,sM) diff --git a/3764/CH5/EX5.1/Ex5_1.sce b/3764/CH5/EX5.1/Ex5_1.sce new file mode 100644 index 000000000..f96f0fa5b --- /dev/null +++ b/3764/CH5/EX5.1/Ex5_1.sce @@ -0,0 +1,18 @@ +clc +// +// + +//Variable declaration +M=8 // Bending moment(kip.in) +A=(2.5)*(1.5) // Area(in**2) +R=5.969 +e=0.0314 // Distance(in) + +//Calculation +// Case(a) +Smax=((8)*(6.75-5.969))/((3.75)*(0.0314)*(6.75)) // Maximum stress(ksi) +Smin=((8)*(5.25-5.969))/((3.75)*(0.0314)*(5.25)) // Minimum stress(ksi) + +// Result +printf("\n Maximum stress = %0.3f ksi' ,Smax) +printf("\n Minimum stress = %0.3f ksi' ,Smin) diff --git a/3764/CH6/EX6.03/Ex6_03.sce b/3764/CH6/EX6.03/Ex6_03.sce new file mode 100644 index 000000000..15b76f86e --- /dev/null +++ b/3764/CH6/EX6.03/Ex6_03.sce @@ -0,0 +1,18 @@ +clc +// +// +//Variable declaration +l=0.020 // Length(m) +b=0.100 // Breadth(m) +V=500 // Vertical shear(N) +y=0.060 // Distance(m) + +//Calculation +A=l*b // Area(m**2) +Q=A*y // First moment of an area with respect to a given axis +I=(1/12.0)*(0.020)*(0.1**3) + 2*((1/12.0)*(0.1)*(0.02**3) + (0.020*0.1)*(0.06**2)) // Moment of inertia(m**4) +q=(V*Q)/(I) +F=(0.025)*q // Shearing force in each nail(N) + +// Result +printf("\n Shearing force in each nail is = %0.3f N' ,F) diff --git a/3764/CH6/EX6.04/Ex6_04.sce b/3764/CH6/EX6.04/Ex6_04.sce new file mode 100644 index 000000000..c1f92a50a --- /dev/null +++ b/3764/CH6/EX6.04/Ex6_04.sce @@ -0,0 +1,26 @@ +clc +// + +//Variable declaration +V=1.5 // Force(kN) +y1=0.0417 // Distance(m) +y2=0.0583 // Distance(m) +AreaA=0.100*0.020 // Area(m**2) +AreaB=0.060*0.020 // Area(m**2) +I=8.63*((10**-6)) // Moment of inertia(m**2) +t=0.020 // Distance(m) + +//Calculation +//Shearing Stress in Joint a +Qa=AreaA*y1 +taweA=((V*Qa)/(I*t)) // Shearing stress in joint a(kPa) + + +//Shearing Stress in Joint b +Qb=AreaB*y2 +taweB=((V*Qb)/(I*t)) // Shearing stress in joint b(kPa) + + +// Result +printf("\n Shearing stress in joint a = %0.3f kPa' ,taweA) +printf("\n Shearing stress in joint b = %0.3f kPa' ,taweB) diff --git a/3764/CH6/EX6.05/Ex6_05.sce b/3764/CH6/EX6.05/Ex6_05.sce new file mode 100644 index 000000000..cebef26e0 --- /dev/null +++ b/3764/CH6/EX6.05/Ex6_05.sce @@ -0,0 +1,17 @@ +clc +// + +//Variable declaration +tf=0.770 // Distance(in) + +//Calculation +I=(394 + 2*((1/12)*(12)*(0.75**3) + (12)*(0.75)*((5.575**2)))**0) // Centroidal moment of inertia(in**4) + +t=2*tf // Distance(in) +Q=(2*(4.31*0.770*4.815) + (12)*(0.75)*(5.575)) + +t=(((50)*(82.1))/((954)*(1.54))) // Shearing stress(ksi) + + +// Result +printf("\n Horizontal shearing stress = %0.3f ksi' ,t) diff --git a/3764/CH6/EX6.06/Ex6_06.sce b/3764/CH6/EX6.06/Ex6_06.sce new file mode 100644 index 000000000..91eaded52 --- /dev/null +++ b/3764/CH6/EX6.06/Ex6_06.sce @@ -0,0 +1,26 @@ +clc +// + +//Variable declaration +cosB=12/13.0 + +//Calculation +//Centroid +Y=((2*65*3*30)/((2*65*3)+((50)*(3)))) // Distance y(mm) + +//Centroidal Moment of Inertia +b=(3)/(cosB) // Distance(mm) +I=2*((1/12.0)*(3.25)*((60**3)) + (3.25)*(60)*((8.33**2))) + ((1/12.0)*(50)*((3**3)) + (50)*(3)*((21.67**2)))// Moment of inertia(mm**4) +I=(I/((10**12))) // Moment of inertia(m**4) +//Shearing Stress at A +ta=0 +//Maximum Shearing Stress +Q=(3.25*38.33*(38.33/2.0)) + +tE=((5)*(2.387*((10**-6))))/((0.2146*((10**-6)))*(0.003)) +tE=(tE/1000.0) // Largest shearing stress + + +// Result +printf("\n Case(a) Shearing stress at A = %0.3f ksi' ,ta) +printf("\n Case(a) Maximum shearing stress = %0.3f MPa' ,tE) diff --git a/3764/CH6/EX6.2/Ex6_2.sce b/3764/CH6/EX6.2/Ex6_2.sce new file mode 100644 index 000000000..09f906e4a --- /dev/null +++ b/3764/CH6/EX6.2/Ex6_2.sce @@ -0,0 +1,14 @@ +clc +// +// +//Variable declaration +tw=5.8 // Distance(mm) +d=349 // Distance(mm) +Vmax=58 // Force(kN) + +//Calculation +Aweb=d*tw // Area(mm*2) +Tmax=(Vmax/Aweb)*(1000) // Maximum shearing stress(ksi) + +// Result +printf("\n Maximum allowable shearing stress for steel beam = %0.3f MPa' ,Tmax) diff --git a/3764/CH6/EX6.4/Ex6_4.sce b/3764/CH6/EX6.4/Ex6_4.sce new file mode 100644 index 000000000..31aac0c39 --- /dev/null +++ b/3764/CH6/EX6.4/Ex6_4.sce @@ -0,0 +1,18 @@ +clc +// +// + +//Variable declaration +l=0.75 // Distance(in) +b=3 // Breadth(in) +V=600 // Vertical shear(lb) +y=1.875 // Distance(in) + +//Calculation +Q=l*b*y +I=(1/12.0)*((4.5**4)-(3**4)) // Moment of inertia(in**4) +q=(V*Q)/(I) +F=(1.75)*(46.15) // Shearing force(lb) + +// Result +printf("\n Shearing force in each nail = %0.3f lb' ,F) diff --git a/3764/CH6/EX6.6/Ex6_6.sce b/3764/CH6/EX6.6/Ex6_6.sce new file mode 100644 index 000000000..d2bad348c --- /dev/null +++ b/3764/CH6/EX6.6/Ex6_6.sce @@ -0,0 +1,18 @@ +clc +// +// + +//Variable declaration +V=2.5 // Force(kips) +b=4 // Distance(in) +t=0.15 // Thickness(in) +h=6 // Height(in) + + +//Calculation +tB=(6*V*b)/((t*h)*(6.0*b+h)) // Horizontal shearing stress(ksi) +tMAX=(3*(V)*(4*b+h))/(2.0*t*h*(6.0*b+h)) // Shearing stress in web(ksi) + +// Result +printf("\n Shearing stress in flanges = %0.3f ksi' ,tB) +printf("\n Shearing stress in web = %0.3f ksi' ,tMAX) diff --git a/3764/CH7/EX7.03/Ex7_03.sce b/3764/CH7/EX7.03/Ex7_03.sce new file mode 100644 index 000000000..2ed73ee68 --- /dev/null +++ b/3764/CH7/EX7.03/Ex7_03.sce @@ -0,0 +1,36 @@ +clc +// +// + +//Variable declaration +sx=100 // Force(MPa) +sy=60 // Force(MPa) +CF=20 // Force(MPa) +FX=48 // Force(MPa) +OC=80 // Force(MPa) +CA=52 // Force(MPa) +BC=52 // Force(MPa) + +// Calculation +//Construction of Mohr’s Circle +R=sqrt(20**2+48**2) // Radius of circle(MPa) + + +//Case(a) Principal Planes and Principal Stresses +phyp=(67.4)/2.0 // Angle(degree) +Smax=OC+CA // Maximum stress(MPa) +Smin=OC-BC // Min stress(MPa) + +//Case(b) Stress Components on Element Rotated 30 +phy=180-60 // Angle(degree) +Sxl=80-(52*(cos(52.6*(%pi*2)/(360.0)))) +Syl=80+(52*(cos(52.6*(%pi*2)/(360.0)))) +txlyl=52*(sin(52.6*(%pi*2)/(360.0))) + +// Result +printf("\n Case(a) Principal planes angle = %0.3f MPa' ,phyp) +printf("\n Case(b) Maximum principal stress = %0.3f MPa' ,Smax) +printf("\n Case(b) Minimum principal stress = %0.3f MPa' ,Smin) +printf("\n Case(c) Stress in x direction = %0.3f MPa' ,Sxl) +printf("\n Case(c) Stress in y direction = %0.3f MPa' ,Syl) +printf("\n Case(c) Stress in x and y direction = %0.3f MPa' ,txlyl) diff --git a/3764/CH7/EX7.05/Ex7_05.sce b/3764/CH7/EX7.05/Ex7_05.sce new file mode 100644 index 000000000..c02347b5a --- /dev/null +++ b/3764/CH7/EX7.05/Ex7_05.sce @@ -0,0 +1,35 @@ +clc +// +// + +//Variable declaration +p=180 // Internal gage pressure(psi) +t=(5/16.0) // Length(in) +r=(15-t) // Distance(in) + + + +//Calculation +//Case(a) Spherical Cap +s=((p)*(r))/(2.0*t) // Stress(psi) +tmax=(1/2.0)*((p*r)/(t)) // Maximum shearing stress(psi) + +//Case(b) Cylindrical Body of the Tank +t=3/8.0 // Distance(in) +r=15-t // Distance(in) +s1=(p*r)/(t) // Stress(psi) +s2=(1/2.0)*s1 // Stress(psi) +Save=(1/2.0)*(s1+s2) // Stress average(psi) +R=(1/2.0)*(s1-s2) // Stress(psi) + +//Stresses at the Weld +Sw=(Save-(R*cos(50*(((%pi)*2)/360.0)))) // Stress at the weld(psi) + +tw=(R*sin(50*(((%pi)*2)/360.0))) // Shearing stress at the weld(psi) + + +// Result +printf("\n Case(a) Normal stress = %0.3f ' ,s) +printf("\n Case(a) Maximum shearing stress = %0.3f ' ,tmax) +printf("\n Case(b) Stress in direction perpendicular to helical weld = %0.3f ' ,Sw) +printf("\n Case(b) Stress in direction parallel to helical weld = %0.3f ' ,tw) diff --git a/3764/CH7/EX7.2/Ex7_2.sce b/3764/CH7/EX7.2/Ex7_2.sce new file mode 100644 index 000000000..6083da5b9 --- /dev/null +++ b/3764/CH7/EX7.2/Ex7_2.sce @@ -0,0 +1,34 @@ +clc +// +// + +//Variable declaration +P=150 // Horizontal force(lb) +T=(150*18)/(1000.0) // Force couple system(kip.in) +Mx=(150*10)/(1000.0) // Force couple system(kip.in) +sx=0 // Stress at x +M=1.5 // Torque(kip.in) +c=0.6 // Radius(in) +n=-1 + +//Calculation +//Case(a) Stresses S x , S y , T xy at Point H +sy=(((M)*(c))/((1/4.0)*(%pi)*((0.6**4)))**2) // Stress(ksi) + +txy=(((T)*(c))/((1/2.0)*(%pi)*((0.6**4)))**2) // Shearing stress(ksi) + + +//Case(b) Principal Planes and Principal Stresses +phyp1=(n*61)/2.0 // Angle(degree) +phyp2=180-61 // Angle(degree) + +Smax=8.84/2.0 + sqrt(4.42**2 + 7.96**2) // Maximum stress(ksi) +Smin=8.84/2.0 - sqrt(4.42**2 + 7.96**2) // Minimum stress(ksi) + +// Result +printf("\n Case(a) Normal stress = %0.3f ksi' ,sy) +printf("\n Case(a) Shearing stress = %0.3f ksi' ,txy) +printf("\n Case(b) Principal plane angle = %0.3f degree' ,phyp1) +printf("\n Case(b) Principal plane angle = %0.3f degree' ,phyp2) +printf("\n Case(c) Maximum stress at point H = %0.3f ksi' ,Smax) +printf("\n Case(c) Minimum stress at point H = %0.3f ksi' ,Smin) diff --git a/3764/CH7/EX7.5/Ex7_5.sce b/3764/CH7/EX7.5/Ex7_5.sce new file mode 100644 index 000000000..458653090 --- /dev/null +++ b/3764/CH7/EX7.5/Ex7_5.sce @@ -0,0 +1,28 @@ +clc +// +// + +//Variable declaration +n=-1 +Sx=6 +Sy=3.5 +OC=4.75 +CA=3.25 +BC=3.25 + +//Calculation +// Case(a) Principal Planes and Principal Stresses +Save=(Sx+Sy)/2.0 // Average stress(ksi) +R=sqrt(1.25**2 + 3**2) // Radius of circle(ksi) +Sa=OC+CA // Principal stress(ksi) +Sb=OC-BC // Principal stress(ksi) +phyp=(67.4)/2.0 + +// Case(b) Maximum shearing stress +tmax=(1/2.0)*(Sa) // Maximum torque(ksi) + +//Result +printf("\n Case(a) Principal stress at A = %0.3f ksi' ,Sa) +printf("\n Case(a) Principal stress at B = %0.3f ksi' ,Sb) +printf("\n Case(b) Principal plane = %0.3f ksi' ,phyp) +printf("\n Case(c) Maximum shearing stress = %0.3f ksi' ,tmax) diff --git a/3764/CH7/EX7.7/Ex7_7.sce b/3764/CH7/EX7.7/Ex7_7.sce new file mode 100644 index 000000000..df2d92748 --- /dev/null +++ b/3764/CH7/EX7.7/Ex7_7.sce @@ -0,0 +1,18 @@ +clc +// +// +//Variable declaration +Ea=400*((10**-6)) // Principal strain(in./in) +Eb=-50*((10**-6)) // Principal strain(in./in) +v=0.30 // Poisson's ratio +n=-1 + +//Calculation +//Case(a) Maximum In-Plane Shearing Strain +Ymaxinplane=Ea-Eb // Maximum in-plane shearing strain(rad) +//Case(b) Maximum Shearing Strain +Ec=n*(v/(1.0-v))*(Ea+Eb) // Strain(in./in) // Maximum shearing strain(rad) + +// Result +printf("\n Case(a) Maximum in plane shearing strain = %0.3f rad' ,Ymaxinplane) +printf("\n Case(b) Maximum shearing strain = %0.3f u' ,Ec) diff --git a/3764/CH8/EX8.5/Ex8_5.sce b/3764/CH8/EX8.5/Ex8_5.sce new file mode 100644 index 000000000..685067b78 --- /dev/null +++ b/3764/CH8/EX8.5/Ex8_5.sce @@ -0,0 +1,45 @@ +clear +// + +//Variable declaration +//Free Body. Entire Crankshaft +Vx=-30 // Force(kN) +P=50 // Force(kN) +Vz=-75 // Force(kN) +Mx=(50)*(0.130) - (75)*(0.2) // Moment(kN.m) +My=0 // Moment +Mz=30*0.1 // Moment(kN.m) +A=0.040*0.140 // Area(m**2) +Ix=(1/12.0)*(0.040)*((0.140**3)) // Moment of inertia(m**4) +Iz=(1/12.0)*((0.040**3))*(0.140) // Moment of inertia(m**4) +a=0.020 // Distance(m) +b=0.025 // Distance(m) +t=0.040 // Distance(m) +OC=33.0 // Stress(MPa) + +//Calculation +//Normal Stress at H +Sy=(((P/A) + ((Mz)*a)/Iz + ((Mx)*b)/Ix)/(1000.0)) // Normal stress at H(MPa) + + + +//Shearing Stress at H +Q=(0.040*0.045*0.0475) +tyz=((((-(Vz)*(Q))/(Ix*t))/1000.0)) // Shearing stress at H(MPa) + + + +//Principal Stresses, Principal Planes, and Maximum Shearing Stress at H. +phyp=27.96/2.0 +R=sqrt(33**2 + 17.52**2) +Smax=OC+R +Smin=OC-R + + +// Result +printf("\n Normal stress at H = %0.3f MPa' ,Sy) +printf("\n Shearing stress at H = %0.3f MPa' ,tyz) +printf("\n Principal axis angle = %0.3f degree' ,phyp) +printf("\n Maximum shearing stress at point k = %0.3f MPa' ,R) +printf("\n Maximum principal stress at point k = %0.3f MPa' ,Smax) +printf("\n Minimum principal stress at point k = %0.3f MPa' ,Smin) |