SOM - Tamil ( 2 & 3 Marks)

KAL PATHIPPAGAM - 99446 50380

(M- SCHEME) e. Iadhug;gd; gd;> M.E., M.I.S.T.E.


Unit – I Chapter 1. STATICS OF PARTICLE Define force. State the effects of force.

epiyahf my;yJ yJ rPuhf ,aq;fpf; fpf; nfhz;bUf;Fk; Fk; xU nghUspd; epiyia epiyia khw; wf;$ba $ba my;yJ yJ khw; w Kaw;rpf; rpf;ff; ff; $ba nrayhdJ tpir (force) vdg;gk; gk;! Effects of force: gk; "pirapy; "pirapy; xU xU nghUis  tpirahdJ mJ nray;gk; efh;"; "Jk; J ; k; my; my;yJ yJ efh;"; "" ; Ka#k;! 

xU nghUspd; kPJ nray;gk; gk; mg;nghUis nghUis %w;w Ka#k;!

tpirahdJ

What are the characteristics of force? 1) Magnitude 2) Direction 3) Point of application on the body State the principle of transmissibility of forces.

,e;" "";Jt"; Jt";"pd; "pd;gb& gb& 'xU nghUspd; xU (s;spapy; spapy; nray;gk; gk; xU tpirapid& me;" tpir nray;gk; gk; )eh;f; f)fh*; ) ; fh*;by; by; (line of action) +s;s kw;nwhU nwhU (s;spapy; spapy; nray;gkh gkh khw;wp mik";"h#k;& me;" tpirapdhy; +UthFk; ntspg;(w tpis- khwhky; ,Uf; ,Uf;Fk; Fk;.! .! Classify the system of forces. 1) Coplanar forces a) Collinear b) Concurrent c) Parallel d) Non-concurrent, Non-parallel 2) Non-coplanar a) Concurrent b) Parallel c) Non-concurrent, Non-parallel What are coplanar and non-coplanar forces?  

xU mikg;gpy; gpy; +s;s tpirfshJ x)u "s";"py; "py; nray;g*; g*;*hy; *hy; mit coplanar forces vdg;gk; gk;! xU mikg;gpy; gpy; +s;s tpirfshdJ ntt;)t )t "sq;fspy; fspy; nray;g*; g*;*hy; *hy; mit non-coplanar forces vdg;gk; gk;! 2 & 3 Marks – Q & A 

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Differentiate between collinear and concurrent forces. 

Coplanar collinear : ,e;"



tpirf/k; x)u nray;gk; gk;! gpy; +s;s mid";J Coplanar concurrent : ,e;" mikg;gpy; tpirf/k; x)u "s";"p#k; "p#k; x)u nghJg;(s;spap#k; spap#k; nray;gk; gk;!

mikg;gpy; gpy; +s;s mid";J "s";"p#k; x)u )eh;f f;)fh*; ) ; fh*;b#k;

Define resultant of forces.

xU nghUspd; kPJ nray;gk; gk; gy;)t )t tpirfspd; 0yk; mg;nghUspd; nghUspd; kPJ +Uthf;fg; fg;gk; gk; ntspg;(w (w tpis-fs; khwh" tifapy;& mid";J tpirf/f;Fk; Fk; 1*hf 3 nray;g*f; g*f;$ba $ba x)u tpirahdJ resultant 2n"hFgad; Resultant 4dJ vdg;gk; gk;! equivalent action vd-k; mi%f;fg; fg;gk; gk;! State Parallelogram law of forces.

tpirfspd; ,izfu tp"papd;gb& gb& 'xU (s;spapy; spapy; nray;gk; gk; ,uz; tpirfspd; k"pg;( kw; k;; "pirfis& k xU ,izfu";"pd; m"; m";""; "";" gf;fq;fshf fshf v";Jf; nfhz;*hy; *hy;& ,izfu";"pd; 0iytp*;*khdJ ,e;" ,U tpirf/f;fhd fhd n"hFgadpd; (resultant) k"pg;( kw; k;; "pirap k "pirapidf; idf; Fwpf; Fwpf;Fk; Fk;.! Write the equation to find out the magnitude and direction of resultant of two collinear forces.

2 +2cos  = √  −1 2 + sin Direction of resultant, =tan +cos    = sin = sin = sin  Magnitude of resultant,

,q;F,

kw; k;

,uz; )eh;f; f)fh*; ) ; fh*; tpirfs;

= ,uz; tpirf/f;F ,i*)aahd )fhzk;!

Write down the relationship in law of sines.

,q;;F, a, b, kw;k; c 4fpait Kf;)fhz gf;fq;fspd; eP ,q ePsq;fs;! A, B, kw; C 4fpait mtw; k; C wpd; v"ph;f f;)fhzq; ) ; fhzq;fs; fs;! State the triangular law of forces.

tpirfspd; Kf;)fhz )fhz tp"pg;gb& gb& 'xU (s;spapy; spapy; nray;gk; gk; ,uz; tpirfspd; k"pg;( kw; k; "pirfis& xU Kf;)fhz"; )fhz";"pd; m"; m";"";" gf;fq; fq;fshf fshf thpirapy; v"; v";Jf; Jf; nfhz;*hy; *hy;& Kf;)fhz";"pd; 0d; 0d;whtJ gf;fkhdJ fkhdJ ,e;" ,U (resultant) k"pg;( tpirf/f;fhd fhd n"hFgadpd; kw; k; "pirapid v"ph; thpirapy; thpirapy; Fwpf;Fk; Fk;.! .! 2 & 3 Marks – Q & A 

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State the polygon law of forces.

tpirfspd; gy;)fhz )fhz tp"pg;gb& gb& 'xU "s";"pd; "pd; x)u x)u (s;spapy; spapy; nray;gk; gk; gy tpirfspd; k"pg;( kw; k; "pir "pirfis& fis& xU gy;)fhz"; )fhz";"pd; "pd; "pwe;" gf;fq;fshf fshf thpirapy; v";Jf; Jf; nfhz;*hy; *hy;& gy;)fhz";i" epiw- nra;5k; 5k; gf; gf;fkhdJ fkhdJ ,e;" (resultant) k"pg;( tpirf/f;fhd fhd n"hFgadpd; kw; k; "pirapid v"ph; thpirapy; thpirapy; Fwpf;Fk; Fk;.! .! Write down the formula to find out the magnitude and direction of resultant of several forces.

mid";J tpirfspd; n"hFgad;, 4dJ ,q;F&



– –mr;*d; *d;



 =  (()2 + ()2 tan= 

6w;g"; g";Jk; )fhzk; )fhzk;&

 = Σ   mr mr;; $ "pirapy "pirapy;; m id "; J tpirfspd; n"hFga d;  = Σ   mr mr;; $ "pirapy "pirapy;; m i d"; J tpirf spd spd;; n"hFg a d; =

-

=

-

What are external and internal forces? 

)rh"idapk; nghUspd; kPJ gpw nghU*;fspd; (w tpir (external forces) "hf;f"; f";"pidf; "pidf; Fwpg; Fwpg;gJ gJ ntspg;(w 4Fk;! nr#";"g; "g;gk; gk; tpirfs;& xU nghUspd; "d; vi*& "hq;fg; fg;gk; gk; ,*q; ,*q;fspy; fspy; +UthFk; +UthFk; v"ph; v"ph; tpirfs; tpirfs; 4fpait ntspg;(w tpirfspy; m*q; m*q;Fk; Fk;!



xU nghUspy; Jfs;fis xd; whf ,iz";J it";"pUf;Fk; Fk; tpir tpir +*;(w tpir (internal forces) 4Fk;! +*;(w (w tpirapd; 0yk; 0yk; xU nghUspy; internal stress kw;k; strain +UthFk;!

Define moment of a force.

)

() )

xU (s;spapy; spapy; ,Ue;J tpir nray;gk; gk; )fh*;bd; bd; nrq;F"; F";J"; J7uk; 2 kw; k; tpirapd; k"pg;( 4fpatw;wpd; ngUf; ngUf;F"; F"; n"hif)a& n"hif)a& mg;(s; (s;spiag; spiag; nghU";J ; "pwd; "pwd; (moment) (moment) vdg;gk; me;" tpirapd; "pUg; "pUg;(" gk;!

 =×

xU (s;spiag; spiag; ngh"; ngh";J tpir

d "pUg; d; ; "pUg;(";"pwd; "pwd;&

State Varignon’s theorem. Varignon )"w;w";"pd; "pd;gb& gb& '6)"8k; xU (s;spiag; ngh";J xU tpirapd; moment 4dJ& me;" (s;spiag; spiag; ngh";J& gFf;fg; fg;g*; g*;* tpirf/f;fhd momentfspd; Fwpapay; $*;"; "; n"hiff;Fr; rkk; rkk;.!

2 & 3 Marks – Q & A 

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Define couple. What is arm of the couple? 

v"pnu"ph; "pirapy; xd; f;nfhd;  ,izahf nray;gk; gk; rk k"pg;( nfhz;* ,uz; tpirfs; xU tpir ,u*;i*ia i*ia (couple) +Uthf;Fk; Fk;!  ,uz; tpirfs; nray;gk; )fhf/f;F ,i*)a +s;s nrq;F"; F";J J7uk; couple d; arm vdg;gk; gk;! State the necessary conditions for the equilibrium of rigid bodies? 1) xU nghUspy; nray;gk; gk; mid";J tpirf/f;fhd horizontal component k"pg;(fspd; (fspd; Fwpapay; Fwpapay; $*;"; ";n"hif n"hif zero 4Fk;! m"htJ&

  = .   = .

2) xU nghUspy; nray;gk; gk; mid";J tpirf/f;fhd vertical component k"pg;(fspd; (fspd; Fwpapay; $*;"; ";n"hif n"hif zero 4Fk;! m"htJ&

3) 6)"8k; xU xU (s;spapidg; spapidg; ngh";J& moment tpirf/f;fhd fhd k"pg;(fspd; (fspd; $*;"; ";n"hif n"hif zero 4Fk;! m"htJ&

=.

mid";J Fwpapay;

What are space diagram and free body diagram? 

xU nghUspd; ,aw;gpay; gpay; )"hw;wk; kw; k; m"d; kPJ nray;gk; gk; tpirfs; 4fpatw;iw iw tpsf;Fkh tiuag;gk; gk; g*khdJ g*khdJ space diagram vdg;gk; gk;!



xU nghUspy; gy gF"pfspy; ,Ue;J "dpikg; g";"g; "g;g*; g*;* gF"p kw; k; mg;gF"papy; nray;gk; gk; tpirfis tpsf;Fkh Fkh tiuag;gk; gk; g*khdJ g*khdJ free-body diagram vdg;gk; gk;!

What is equilibrant?

gy tpirfs; nfhz;* mikg;gpd; gpd; n"hFgad; tpirf;F (resultant force) rkkhf v"ph;"; " ; "pirapy; x)u )eh;f; f)fh*; ) ; fh*;by; by; nray;gk; gk; tpirahdJ tpirahdJ equilibrant vdg;gk; gk;! State triangular law of equilibrium equilibrium..

rkepiyapd; Kf;)fhz )fhz tp"pg;gb& gb& 'xU Jfspd; kPJ nray;gk; gk; 0d; 0d;  tpirfspd; tpirfspd; k"pg; k"pg;( kw;k; "pirfis& "pirfis& xU Kf;)fhz"; )fhz";"pd; m";"";" 0d;  gf;fq; fq;fshf fshf thpirapy; ,izf;f Kb5khdhy;& me;""; ""; Jfs; Jfs; rkepiyapy; rkepiyapy; ,Uf;Fk; Fk;.! State Lami’s theorem.

)ykpapd; )"w; w";"pd; "pd;gb& gb& 'xU (s;spapy; spapy; nray;gk; gk; 0d;  tpirfs; rkepiyapy; ,Uf;Fkhdhy; Fkhdhy;& xt;nthU nthU tpir5k; kw; w ,uz; tpirf/f;F ,i*)a5s;s )fhz";"pd; sine k"pg;(f; (f;F )eh;tpfp""; tpfp"";"py; ,Uf; ,Uf;Fk; Fk;.! 2 & 3 Marks – Q & A 

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State polygon law of equilibrium equilibrium..

rkepiyapd; gy; gy;)fhz )fhz tp"pg;gb& gb& 'xU JfshdJ m"d; kP kPJ nray;gk; gk; gy tpirfspd; tpisthf rkepiyapy; ,Uf;Fkhdhy; Fkhdhy;& me;" tpirfspd; k"pg; k"pg;( kw; k; "pirfis xU gy;)fhz";"pd; "pd; m";""; "";" gf;fq;fshf fshf thpirapy; Fwpf;f Kb5k;.! .! What is support and support reaction? 

gy tpirfs; nray;gk; xU nghUis "hq;ff; ff;$ba kw;nwhU nghUs; support vdg;gk; gk;!



"hq;fg; fg;g*f; g*f; $ba nghUspd; kPJ "hq;Fk; Fk; nghUs; (support) 6w;g";Jk; Jk; tpirahdJ support reaction vdg;gk; gk;!

List out the different types of supports. 1) 2) 3) 4) 5)

Simple suppo Simple support rt or knif knifee edge edge suppor supportt Roll Ro ller er su supp ppor ortt Pin joi joint nt or or hinge hinged d suppo support rt Smoot Smo oth h surfa surface ce sup suppo port rt Fixed Fixe d or or buil built-i t-in n supp support ort

Unit – I Chapter 2. FRICTION Define friction.

,uz; nghU*;fs; fs; n"h*;f;nfhz; nfhz;bUf; bUf;Fk;)ghJ& )ghJ& epiyahf +s;s nghUs;& efh; e;J nfhz;bUf; bUf;Fk; Fk; nghUspd; kPJ xU tpiria nr#";"p mJ efh;ti" ti" v"ph;f; fFk; F ; k; gz;( friction vdg;gk;! What is force of friction and limiting force of friction? 

xU "p*g;nghUs; nghUs; ep epiyahf +s;s kw;nwhU nwhU "p*g; nghUsp nghUspd; kPJ efh; e;J nry;#k;)ghJ& )ghJ& efh; e;J nfhz;bUf; bUf;Fk; Fk; nghUsp nghUspd; kPJ& J & epiyahd nghUspd; 0yk; tp tpir nr#";"g; "g ; gfpwJ! forc rcee of fr friict ctio ion n vdg;gfp ,e;" ,e ; tpirahdJ fo gfpwJ!



xU nghUs; kw;nwhU nwhU nghUspd; kPJ efu 4uk;gpf;Fk; Fk; )ghJ mg;nghUspd; nghUspd; kP kPJ nray;gk; gk; m"pfg*; m"pfg*;r frictional forced; k"pg; k"pg;( limiting force of friction vdg;gk; gk;!

Differentiate between static friction and dynamic friction. 

,uz; nghU*;fspd; fspd; n"hgug;(f/k; (f/k; epiyahf ,Uf;Fk; Fk;)ghJ xU nghUspd; kPJ nray;gk; gk; frictional force 4dJ static friction vdg;gk; gk;! 2 & 3 Marks – Q & A 

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KAL PATHIPPAGAM - 99446 50380 

xU nghUs; efh; e;J nfhz;bUf;Fk; Fk;)ghJ mg;nghUspd; nghUspd; kPJ nray;gk; gk; frictional force 4dJ dynamic friction my;yJ yJ kinetic friction vdg;gk; gk;.

State the laws of static friction. 1) nghUs; efu Kw;gk; "pirf;F v"ph;""pirapy; " ; pirapy; frictional force nray;gk;! 2) n"hgug;( epiyahf +s;stiu& stiu& m"d; kPJ nr#";"g;gk; tp tpirf;F rkkhf frictional force ,Uf;Fk; Fk;! 3) Frictional force 4dJ n"hgug;(f/f; (f/f;F ,i*)aahd nrq;F"; F";J v"ph;tpirf/f;F )eh;tpfp"";"py; "py; ,Uf;Fk; Fk;! 4) n"h*;f; f; nfhz;bUf; bUf;Fk; Fk; nghU*;fspd; ngh";J frictional force d; k"p k"pg( ; mik5k;!

"d;ikiag;

State the laws of dynamic friction. 1) nghUs; efu Kw;gk; "pirf;F v"ph;""pirapy; " ; pirapy; frictional force nray;gk;! 2) Kinetic friction d; k"pg;( n"hgug;(f/f; (f/f;F ,i*)aahd nrq;F"; F";J v"ph;tpirf/f;F )eh;tpfp"";"py; "py; ,Uf;Fk; Fk;! 3) n"h*;f; f;nfhz;bUf;Fk; nghU*;fspd; tbt";i"5k; i"5k; gug;gsit5k; sit5k; ngh";J limiting frictional force khwhJ! 4) Frictional forced; k"pg;( ngh";J khwhJ!

nghUs;

efUk; )tf";i"g; i"g;

Define co-efficient of friction. Limiting force of friction f;Fk; Fk;& n"hgug;gpy; gpy; nray;gk; gk; nrq;F"; F";J v"ph;tpirf; tpirf;Fk; Fk; +s;s tpfp"k; co-efficient of friction vdg;gk;! ,J vd; w FwpaP**hy; * ; hy; Fwpf; Fwpf;fg; fg;gk; gk;!





Define angle of friction.

 

Normal reaction ( ) kw; ) k; limiting force of friction ( 4fpatw;wpd; n"hFg;( tpirf;Fk; Fk;& normal reaction f;Fk; Fk; ,i*)a +s;s )fhzk; angle of friction vdg;gk; gk;! ,J vd; w FwpaP 0yk; Fwpf; Fwpf;fg; fg;gk; gk;!



Define cone of friction.

 

,uz; nghU*;fs; n"hk;(s; (s;spia spia +r;rpahf-k; rpahf-k;& normal reaction ( ) nray;gk; gk; "pirapy; mr;ir5k; ir5k;& angle of friction ( )9 miu nrq;F";J )fhzkhf-k; nfhz; tiuag;gk; gk; xU )eh;f; f;)fh*; $k;ghdJ ghdJ cone of friction vdg;gk; gk;!

2 & 3 Marks – Q & A 

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What is angle of repose?

xU rha;thd thd "s";"pd; "pd; kPJ +s;s xU nghUs;& efuhky; frictiond; +"tpahy; k*;k; k; rkepiyapy; ,Uf;Fk; tifapy;& me;" rha;thd thd "s";"pd; m"pfg*; m"pfg*;r rha;-f; -f; )fhzk; )fhzk; angle of gk;! repose vdg;gk;

Unit – II Chapter 3. MECHANICAL PROPERTIES OF MATERIALS Define elasticity and plasticity. 

nghUspd; tbt tbt khw; w";"pw; "pw;F gpwF& nfhf;fg;g*; g*;* tpir ePffg; f ; g;g*; g*;*-*d; kPz;k; k; gi%a epiyia mi*5k; nghUspd; gz; gz;( elasticity vdg;gk; gk;!



nfhf;fg; fg;g*; g*;* tpir ePffg; f ; g;g*; g*;* gpd;(k; (k;& me;" tpirapdhy; xU nghUs; gps-g*hky; & 6w;g*; g*;* +Ut khw; w";i" "f;f it";Jg; nfhs;/k; /k; nghUspd; gz;( plasticity vdg;gk; gk;!

Differentiate between ductility and malleability. 

,:tpir nfhf;fg; fg;gk; gk;)ghJ )ghJ xU nghUs; +i*ahky; +i*ahky; nky;ypa ypa fk;gpahf gpahf eP/k; "d;ik ik mg;nghUspd; ductility vdg;gk; gk;!



rh"huz epiyap)yh my;yJ ntg;gg; gg;g"; g";"pa "pa gpd;)gh& )gh& xU nghUspd; kPJ tpir nr#";"g; "g;gk; gk;)ghJ& mJ +i*ahky; nky;ypa ypa "ffshf "*;i*ahFk; i*ahFk; gz;( mg;nghUspd; nghUspd; malleability vdg;gk; gk;!

Give examples of materials having ductility and malleability. 

Mild steel, copper, aluminium, zinc, gold kw; k; platinum 4fpait m"pf ductility nfhz;* rpy nghU*;fs; fs; 4Fk; 4Fk;!



Mild steel, wrought iron, copper kw; k; aluminium 4fpait m"pf melleablity nfhz;* rpy nghU*;fs; fs; 4Fk;!

What is machinability? Give its advantages.

ntt;)t +w;g"; g";"p "p nray; Kiwfspd; )ghJ nt*;f; f;fUtpfisf; fUtpfisf; nfhz; xU nghUspy; ,Ue;J +)yhf";i" vsp"hf ngah;"; "n"f; n ; "f;f ,zq;Fk; Fk; "d;ik ik mg;nghUspd; nghUspd; machinability vdg;gk; gk;!

2 & 3 Marks – Q & A 

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1) +)yhf";i"g; ngah; ngah;"; "n"f; n ; "f;Fk; Fk; tP tP"k; m"pfkhFk; m"pfkhFk;! 2) nt*;f; f; fUtpapd; fUtpapd; th%; th%; ehs; m"pfkhFk; m"pfkhFk;! 3) Fiwe;" power nrythFk;! 4) ey;y surface finish fpi*f;Fk; Fk;! Define castability and weldability of a material. 

ntt;)t ms- kw; k; tbtq;fspy; fspy; vsp"hf +Uf;fp fp thh;"; "n"f; n ; "f;f ,zq;Fk; Fk; "d;ik ik xU nghUspd; castability vdg;gk; gk;!



xU Fwpg;gp*;* nghU/*d; vsp"hf weld nra;J& J& )"itahd )ehf;f"; f";i" i" "pUg;"pfukhf epiw)tw; k; "d;ik ik xU nghUspd; weldability vdg;gk; gk;!

Differentiate between strength and toughness. 

(wtpir my;yJ g/tpd; 0yk; 6w;gk; gk; tpis-fis& +i*e;J tp*hky; "hq; "hq;Fk; Fk; my;yJ yJ v"ph;f; f;Fk; "d;ik ik xU nghUspd; strength vdg;gk; gk;!



Shock load my;yJ yJ mb";"y; 0yk; 0yk; ntspg;gk; gk; 4w; 4w;wiy fpufp";J& J& xU nghUs; +i*e;J tpti"5k; tphpry; 6w;gti"5k; gti"5k; v"ph; v"ph;f; fFk; F ; k; "d; "d;ik ik mg;nghUspd; nghUspd; toughness vdg;gk; gk;!

What is stiffness or rigidity? Give its importance. 

nfhf;fg; fg;gk; gk; (w tpirapd; 0yk; 6w;gk; gk; +Ut khw; wk; kw; k; tis"iy v"ph;f; f;Fk; "d;ik ik xU nghUspd; stiffness my;yJ yJ rigidity vdg;gk; gk;!



Beam, shaft kw; k; spring )ghd; wtw;iw )ghJ ,e;" gz;( Kf;fpakhdJ 4Fk;!

tbtikf;Fk; Fk;

Define brittleness. List out the high brittle materials. 

(wtpir nfhf;fg; fg;gk; gk; )ghJ Fwpg;gp*"; gp*";"f;f +Ut khw; wk; vJ-k; 6w;g*hky; g*hky; "p


Cast iron, concrete, glass kw; k; stone 4fpait brittleness nfhz;* rpy nghU*;fs; fs; 4Fk; 4Fk;!

m"pf

Define hardness. What is its importance? 

xU nghUspd; )kw;gug; gug;gpy; gpy; 6w;g"; g";"g; "g;gk; gk; rpuha;g(& ( ; & fPwy; kw; k; uz;"y; "y; 4fpatw;iw v"ph;f; f;Fk; "d;ik ik mg;nghUspd; nghUspd; hardness vdg;gk; gk;!

2 & 3 Marks – Q & A 

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n"h*h; e;J )"a;khd"; khd";"pw;F +*;g"; g";"g;gk; gk; gear, cam, chain sprocket )ghd; w ,ae;"pu "pu ghfq;fis fis hardness kpf tbtikf;Fk; )ghJ )ghJ Kf;fpa fpa gq;F tfpf;fpwJ! fpwJ!

What is meant by fatigue and creep in materials? 

kPz;k; k; kPz;k; k; gy Kiw khwpk; tpirf;F +*;g"; g";"g; "g;g*; g*; xU nghUs; nrayp%e;"hy; "hy;& me;" "d;ikia ikia fatigue vd;fp)whk; fp)whk;!



xU khwh" stress, xU nghUspd; kPJ ePz;* eh*;fs; nr#";"g; "g;gk; gk; )ghJ& mg;nghUs; n"h*h; e;J nkJthf-k; rPuhf-k; +Utkhw;wk; mi*t"w;F creep vd; ngah;!

Differentiate between repeated loading and cycling loading. 

xU nghUspd; kPJ ,:tpir)ah my;yJ m:";" tpir)ah x)u mstpy; "pUk;g "pUk;g nray;g*; g*; ;*hy;& m";"ifa "ifa loading tif repated loading vdg;gk; gk;!



xU nghUspd; kP kPJ ,:tpir my;yJ yJ m:";" tpir khwp khwp5k; )k#k; stressd; k"pg;( m"pfg*;r"; r"; "pypUe;J Fiwe;" g*;r";"pw;Fk; Fk; Fiwe;" g*;r"; r";"pypUe; "pypUe;J m"pf g*;r"; r";"pw; "pw;Fk; Fk; khwp khwp nr#";"g; "g;gkhdhy; m";"ifa "ifa loading tif cyclic loading vdg;gk; gk;!

Define fatigue strength and endurance limit. 

Fatigue 0yk; xU xU nghUis nrayp%f;fr; fr; nra; nra;5k; 5k; m"pf m"pf g*;r stressd; ms ms- fatigue strength vdg;gk; gk;!



xU nghUs; fatigue 0yk; nrayp%e; nrayp%e;J tp*hky;& m"d; kPJ "pUk;g "pUk;g fzf;fw; fw;w "*it nr#";"f; "f; $ba m"pfg*;r stressd; ms- endurance limit my;yJ yJ fatigue gk;! limit vdg;gk;

Differentiate between mechanical creep and temperature creep. 

xU nghUspy; nkJthf-k; nkJthf-k; rP rPuhf-k; n"h*h;eJ ; 6w;gk; elastic +Utkhw;wk; m"d; kPJ vy;iyf;Fs; Fs; nr#";"g; "g;gk; gk; khwh" tpirapdhy; k*;)k epf%; e;"hy; "hy; mJ mechanical creep vdg;gk; gk;!



xU nghUspy; nkJthf-k; nkJthf-k; rP rPuhf-k; n"h*h;eJ ; 6w;gk; +Utkhw;wk; ntg;gepiy gepiy )tgh*;*hy; *hy; m"htJ nghUspd; ntg;g tphptpdhy; k*;)k )k epf%; e;"hy; "hy; mJ gk;! temperature creep vdg;gk;

2 & 3 Marks – Q & A 

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Give any four ferrous materials and its uses.    

Mild Steel : Girderfs;&

"*;fs; fs;&

nut kw; k;

boltfs;&

nghJthd gad;ghfs; ghfs;! gad;gk; gk; cutting tool fs;! High Speed Steel : Lathefspy; gad; "puq;fs; fs;& F%ha;fs;& Stainless Steel : rkayiwg; gh";"puq; nt*;f; f; fUtpfs; fUtpfs;& tpkhd ghfq;fs; fs;! Cast Iron : Cylinder block, vice, ,ae;"pu "pu ghfq;fs; fs;& brake drum, gear wheel, kw;k; plumbing rhkhd;fs; fs;.

List any four non-ferrous metals and their uses. 

Aluminium : 4fha tpkhd ghfq;fs; fs;& g*Ffs;& =d;dy; r*;*q; *q;fs; fs;& piston kw; k; crank fs; fs;! rhu wirefs;, cablefs;, )kw;$iufs; $iufs;!  Copper : kpd;rhu fs;;, forgingfs fs;;.  Bra Brass ss : Castingfs;, 4guzq;fs;& valvefs k; )kw; )kw;$iufs;!  Lead : Paintfs; kw;

List any four alloying elements and their major effects. 1) Aluminium (Al) • Toughness m"pfhpf;Fk; Fk;, deoxidizer 4f nray;gk; gk;! 2) Chromium (Cr) • Hardenability m"pfhpf;Fk; Fk;! • Oxidation 9 v"ph;f; fFk; F ; k; "d; "d;ikia ikia m"pfhpf;Fk; Fk;! • )"a;khd khd v"ph;g; g;("; "d; "d;ik ik m"pfhpf;Fk; Fk;! 3) Copper (Cu) • JUg;gpb";"iy v"ph;f; fFk; F ; k; "d;ik ik m"pfhpf;Fk;! 4) Manganese (Mn) • Hardenability m"pfhpf;Fk; Fk;! • Machinability m"pfhpf;Fk; Fk;! • Strength m"pfhpf;Fk; Fk;! • Ductility Fiw5k;!

2 & 3 Marks – Q & A 

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Unit – II Chapter 4. SIMPLE STRESSES AND STRAINS Define stress and strain. 

stress vd;gJ xU nt*;g; g; gF"papd; gJ mg;gF"papy; gF"papy; J7z;*g; *g;gk; gk; +s; v"ph;g; g;( tpir my;yJ yJ mg;gF"papy; gF"papy; nray;gk; gk; g/tpw;Fk; Fk;& me;" nt*;g; g; gF"papd; Ff;F nt*;g; g; gug;gstpw; gstpw;Fk; Fk; +s; +s;s tpfp"khFk;! Internal resistance Load Stress, = = Area of cross section Area nfhf;fg; fg;gk; gk; tpirapd; 0yk; xU nghUspd; mstpy; 6w;gk; gk; khw; w";"pw;Fk; Fk;& m"d; 4uk;g mstpw;Fk; +s;s tpfp"k; strain vdg;gk; gk;! Change in dimension Strain, = Original dimension







Name the types of stresses. 1) Tensile stress 2) Compressive stress 4) Bending stress 5) Torsional stress

3) Shear stress

Differentiate between tensile stress and compressive stress. 

Tensile load d; tpisthf Psk; m"pfhpg;(f;F v"puhf nghUs; fhz; fhz;gpf; gpf;Fk; Fk; +s; +s; v"ph;g; g;( tensile stress vdg;gk;! tpisthf ePsk; Fiwt"w;F v"puhf  Compressive load d; tpisthf eP compressive stress nghUs; fhz;gpf; gpf;Fk; Fk; +s; v"ph;g; g( ; vdg;gk; gk;! What is shear stress and bending stress? 

Shear force 0yk; +UthFk; stress 4dJ shear stress vdg;gk; gk;! beam kPJ (w tpirfs; nray;gk; gk;)ghJ& )ghJ& beam  xU tist"w;F v"puhf J7z;*g; *g;gk; gk; internal stress 4dJ bending stress vdg;gk; gk;! Define torsional stress.

xU ,ae;"pu "pu ghf";"pd; "pd; kP kPJ ,uz; rkkhd kw; k; v"pnu"ph; couplefs; ,izahd "sq;fspy; fspy; nray;g*; g*;*hy; *hy;& me;" ghfk; torsiony; +s;sJ sJ vdyhk;! ,e;" torsion 0yk; J7z;*g; *g;gk; gk; stress 4dJ torsional shear stress vdg;gk; gk;! What is proportional limit and elastic limit? 

stress kw; k; strain 4dJ xd; f;nfhd; nfhd;  )eh; tpfp""; tpfp"";"py; "py; ,Uf;Fk; Fk; m"pfg*; m"pfg*;r stress k"pg;igf; igf; Fwpf;Fk; Fk; vy; vy;iy iy 4Fk;! Proportional limit vd;gJ gJ

2 & 3 Marks – Q & A 

Page : 12


nfhf;fg; fg;gk; gk; tpir tpir ePf;fg;g*; g*;*-*d; *-*d; xU xU nghUs; "dJ gi%a tbtk; kw; k; ms-fis"; "pUk; "pUk;g ngk; m"pf g*;r stress k"pg;igf; igf; Fwpf;Fk; vy; vy;iy elastic limit 4Fk;!

Define : Yield stress, Ultimate stress and Breaking stress. 

 

nfhf;fg; fg;gk; gk; tpir khwh" epiyapy; xU nghUs; n"h*h; e;J +Ut khw; wk; mi*a 4uk;gpf; gpf;Fk; Fk; epiyapy; +s;s stressd; k"pg; k"pg;( yield stress vdg;gk; gk;! Plastic range y; J7z; J7z;*g; *g;g*f; g*f; $ba m"pfg*;r stressd; k"pg; k"pg;( ultimate stress 4Fk;! Specimen +i*e;J tp*f;$ba $ba ,e;" stressd; k"pg; k"pg;( breaking stress vdg;gfpwJ! gfpwJ!

Sate Hooke’s law.

>?f; tp"papd;gb& gb& elastic vy;iyf; iyf;Fs; Fs; strainf;F )eh;tpfp""; tpfp"";"py; ,Uf; ,Uf;Fk; Fk;! m"htJ stress strain Stress = xU khwpyp my;yJ yJ Strain

∝

stress 4dJ

Define Young’s modulus. Give its importance. 



,:tpir my;yJ yJ m:";" tpir nray;gk; gk;)ghJ& )ghJ& stress kw; k; strainf;F ,i*)a5s;s tpfp"k; Young’s modulus vdg;gk; gk;! Young’s modulus 4dJ nghU*;fspd; stiffness9f; Fwpf;Fk; Fk; mstP 4Fk;! m"pf Young’s modulus nfhz;* nghUshy; nra;ag; ag;g*; g*;* xU ghfkhdJ m"pf stiffness +i*a"hf ,Uf;Fk;!

Define working stress.

rh"huz gad;gh*; gh*; epiyapy; xU ,ae;"pu ghfk; my;yJ yJ mikg;gpw; gpw;F nfhf;fg; fg;g*f;$ba $ba m"pfg*;r stressd; k"pg;( working stress vdg;gk; gk;! Distinguish between factor of safety and load factor. 

Ultimate stress kw; k; working stress f;F ,i*)a5s;s tpfp"k; factor of safety vdg;gk;! Ultimate stress Factor of safety = Working stress k; working load f;F ,i*)a5s;s tpfp"k;  Ultimate load kw; load factor vdg;gk; gk;! Ultimate load Load factor = Working load

2 & 3 Marks – Q & A 

Page : 13


Change in length, =       

Write down the formula for change in length due to tensile load.

,q;F,

= Load, = Length ,

=Area,

= Young’s modulus

Define modulus of rigidity. Elastic vy;iyf; iyf;Fs; Fs;& shear stress f;Fk; Fk; shear strain f;Fk; Fk; +s;s tpfp"k; rigidity modulus my;yJ shear modulus vdg;gk; gk;! Shear stress Modulus of rigidity, = = Shear strain Distinguish between linear strain and lateral strain "py; +UthFk; khw; w";"pw; "pw;Fk; m"d; 4uk;g  ePs";"py; ePs";"pw; "pw;Fk; Fk; +s; +s;s tpfp"k; linear strain my;yJ yJ longitudinal strain vdg;gk; gk;! nghUspd; gf;fth*; fth*; ms-fspy; +UthFk;  xU khw; w";"pw;Fk; m"d; 4uk;g mstpw;Fk; Fk; +s;s tpfp"k; lateral strain 4Fk;! Define Poisson’s ratio. Elastic vy;iyf;Fs; Fs;& lateral strain f;Fk; Fk; m"w;)fw; )fw;w longitudinal strainf;Fk; Fk; +s; +s;s tpfp"k; Poisson’s ratio 4Fk;! 1 Lateral strain Poisson’s ratio, = Longitudinal strain Define volumetric strain and Bulk modulus. w";"pw; "pw;Fk; Fk; m"d; 4uk;g fd  fd mstpy; 6w;gk; khw; mstpw;Fk; Fk; +s; +s;s tpfp"k; volumetric strain vdg;gk; gk;! Change in volume Volumetric strain, = = Original volume





 





xU nghUs;& xd; f;nfhd; nfhd;  nrq;F"; F";"hd "hd kw; k; rkkhd rkkhd 0d;  tpirf/f;F +*;g"; g";"g; "g;gk; gk;)ghJ& )ghJ& mg;nghUspy; nghUspy; J7z;*g; *g;gk; gk; )eubahd )eubahd stressf;Fk; Fk;& m"w;)fw; )fw; w volumetric strainf;Fk; Fk; +s; +s;s tpfp"k; bulk modulus vdg;gk; gk;! Direct stress Bulk modulus, = = Volumetric strain



  Chahangngee in volvolume, ume, =  1 − 2    1/  9  = 3+   

Write down the formula for change in volume of rectangular bar.

,q;F, =strain,

= Poission’s ration,

=Original volume =Original

Write down the relationship between the elastic constants.

,q;F,

= Young’s modulus,

=Bulk modulus, =Bulk

2 & 3 Marks – Q & A 

= Rigidity modulus

Page : 14


Define composite bar. ,uz; my;yJ yJ m"w;F )kw;g*; g*;* ntt;)t )t nghU*;fs; xd; whf ,izf;fg; fg;g*; g*;& & m"d; kPJ ,:tpir my;yJ yJ m:";J tpir nray;gk; gk;)ghJ )ghJ nkh";" nghU/k; x)u mstpy; eP ePs)th my;yJ yJ Uq;f)th f)th nra;5k; 5k; tifapy; +s;s mikg;( composite bar vdg;gk; gk;! What are the characteristics of composite bar? yJ Uq;Ft)"h rkkhf  xt;nthU bark; ePs;t)"h my;yJ ,Ug;g"hy; g"hy;& m"py; +UthFk; +UthFk; straind; k"pg; k"pg;(k; rkkhf)t rkkhf)t ,Uf;Fk; Fk;! kPJ nr#";"g;gk; gk; nkh"; nkh";" g/tpd; k"pg; k"pg;(& (&  Composite bar d; kP xt;nthU nghU/k; gfph; e;J nfhs;/k; /k; g/tpd; $"#f;Fr; Fr; rkk; rkk;! Define temperature stress and strain. ntg;gep gepiy )tgh*;bdhy; bdhy; xU nghUspy; J7z;*g; *g;gk; gk; stress 4dJ temperatur my;;yJ yJ thermal stress vdg;gk; gk;! m"w;)fw; )fw; w temperaturee stress my strain 4dJ temperature strain my;yJ thermal strain vdg;gk; gk;! Write down the formula for temperature stress.

Temperture   =  −     ==  = = = tress,

,q;F,

coefficient of linear expansion, Change in temperature, Yielding in the support Length of the bar, Young’s modulus Define strain energy or resilience. nghUspy; +UthFk; strain fhuzkhf )rkp";J itf;fg; fg;gk; 4w; wy; strain energy my;yJ yJ resilience vdg;gk; gk;! Define proof resilience and modulus or resilience. "ukhd +Utkhw; wk; 6w;g*hky; g*hky; xU nghUspy;  epue;"ukhd )rkp";J itf;ff; ff; $ba m"pfg*;r strain energy d; k"pg;( proof resilience 4Fk;!



2    Proof resilience = 2  2    Modulus of resilience = 2  For gradually applied load, =    FoForr sudsuddedenlnly appl appliedied load, oad,  = 2 × 

×    

@uyF fd mstpy; )rkp";J itf;ff; ff; $ba m"pfg*;r strain energy d; k"pg; k"pg;( modulus of resilience 4Fk;!

What is the instantaneous stress produced in gradually applied load and suddenly applied load?

2 & 3 Marks – Q & A 

Page : 15


Stress, =   +   22 + 2ℎ  

Write down the expression for the stress induced due to impact load.

Unit – III Chapter 5. GEOMETRICAL PROPERTIES OF SECTIONS Define centre of gravity and centroid. 

xU nghUspd; vi* K:tJk; nray;gt"hff; gt"hff; fU"g;gk; xU xU (s;spia spia mg;nghUspd; nghUspd; (tp 1h;g g;;( ikak; fp)whk;! (centre of gravity) vd;fp)whk;



xU rk"sg; gug; gug;gpd; gpd; gug; gug;gsgs- K:tJk; nray; nray;gt"hff; gt"hff; fU"g;gk; xU xU (s;spia spia mg;gug; gug;gpd; centroid vd;fp)whk; fp)whk;!

 ̅ = 11 1++22 2++3 3+3⋯+ ⋯ ,  ̅ = 111++222++33+3⋯+ ⋯

Write down the formula for centroid of a section.

What is centroidal axis and axis a xis of reference? 

rk"s tbt gug;gpd; gpd; centroid t%pahfr; nry;#k; #k; )fh centroidal axis vdg;gk; gk;!



Centroid (s;spapd; spapd; mr;"; "; J7uq;fisf; fisf; fzf;fpt"w;F mbg;gi*ahf gi*ahf v";Jf; Jf; nfhs; nfhs;sg; sg;gk; gk; )fh )fh reference axis my;yJ yJ axis of reference vdg;gk; gk;!

Define axis of symmetry.

xU rk"s tbt";"pid "pid ,uz; rkkhd ghfq;fshf gphpf;Fk; Fk; )fh*hdJ axis of symmetry vdg;gk; gk;! xU tbt";"pd; "pd; centroid 4dJ m"d; axis of symmetry d; kP kPJ mik5k;! Define moment of inertia.

6)"8k; xU mr;irg; ngh";J& J& xU rk"s tbt";"pd; "pd; moment of inertia vd;gJ gJ me;" tbt";"pd; "pd; gug;gsgs- kw; k; mr;rpypUe; rpypUe;J me;" tbtk; +s;s J7u";"pd; "pd; th;f; ffk; f ; k; 4fpatw;wpd; ngUf; ngUf;F"; F"; n"hiff; n"hiff;Fr; Fr; rkkhFk; rkkhFk;! Moment of inertia,

=Σ.2

State parallel axis theorem.

 

,iz mr;"; )"w;w";"pd;gb& vd;gJ xU rk"s tbt";"pd; centroid t%pahfr; nry;#k; mr; mr;irg; irg; ngh"; ngh";J me;" tbt";"pd; 2 & 3 Marks – Q & A 

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ℎ



moment of inertia vd v";Jf; Jf; nfhz;*hy; *hy;& ,e;" mr;f;F ,izahf centroidypUe;J J7u";"py; "py; +s;s vd; vd w ; 6)"8 6)"8k; k; xU mr;irg; ngh"; ngh";J me;" tbt";"pd; moment of inertia k"pg;(& (&

  =   + ℎ2  

 

State perpendicular axis theorem. nrq;F"; F";J mr;"; )"w;w";"pd; "pd;gb& gb& kw;k; 4fpit Kiw)a vd;w (s;spapy; spapy; re;"pf;Fk; Fk; xd; f;nfhd fhd;  ; nrq;F"; F";"hd "hd ,uz; mr;fisg; ngh";J xU rk"s tbt";"pd; moment of inertia vd vd;  ; v";;Jf; nfhz;*hy; v" *hy;& rk"s



(s;;spapd; (s spapd;

t%pahf-k;

X–X kw;k;

Y–Y mr;fs;

nt*;k;

  =   +  

(s;;spapd; (s spapd; t%pahf-k; nry;#k; Z – Z vd;w mr;irg; ngh";" moment of inertia,

What is the moment of inertia of rectangular section about X-X and Y-Y axis.

3 3      = 12 ;   = 12   4    =   = 64  3 ℎ ∴    = 12  ℎ

,q;F, = width,

= depth of rectangul rectangular ar section.

What is moment of inertia of circular section about X-X axis?

,q;F, = diameter of the circular section State the moment of inertial of a triangle about its base.

,q;F, = base side,

= height of triangle

Define polar moment of inertia.

xU rk"sg; gug;gpw;F nrq;F"; F";"hfr; nry;#k; centroidal mr;irg; irg; ngh"; ngh";" moment of inertia 4dJ me;" gug;gpd; polar moemnt of inertia vdg;gk; gk;!

  

my;yJ yJ

 =   +  

Define radius of gyration.

xU reference mr;rpypUe; rpypUe;J& J& xU rk"s tbt";"pd; "pd; nkh";" gug;gs-k; gs-k; nray;gt"hff; gt"hff; fU"g;gk; gk; J7u";i" i" radius of gyration vd;fp)whk; fp)whk;!

RaRadidius of gyratation,on,  =   = =

,q;F,

Moment of Inertia ;

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What is section modulus? Centroidal mr;irg; irg; ngh"; ngh";J xU rk"s tbt";"pd; moment of inertia k"pg;(f; (f;Fk; Fk;& centroidal mr;rpypUe; rpypUe;J rk"s tbt";"pd; "pd; m"pfg*;r vy;iy iy +s;s J7u";"pw;Fk; Fk; ,i*)aahd tpfp"k; yJ modulus of section vdg;gk; gk;! ,J Z vd; w section modulus my;yJ v:";"hy; "hy; Fwpf; Fwpf;fg; fg;gk; gk;! ∴



=

Moment of inertia about centroidal axis Distance of extreme surface from centroidal axis

 = 62 3    = 32

Write down the section modulus for rectangle and circular section. Section modulus of rectangle, Section modulus of circle,

Unit – III Chapter 6. THIN CYLINDERS AND THIN SPHERICAL SHEELS Distinguish between thin and thick cylinders. Thin cylindrical shell

Thick cylindrical shell

1) Thin cylindrical shell d; "bkdhdJ Thick cylindrical shell d; m"d; tp** ; mstpd; 1/10 K"y; "bkdhdJ m"d; tp*;* 1/15 k*q;Ff; FfFf; F ; f ; Fiwthf mstpd; 1/10 k*q;Ff; Ff;F ,Uf;Fk;! m"pfkhf ,Uf; ;Fk;! 2) Normal stress 4dJ tw; stress wpd; Normal 4dJ "bkd; K:tJk; x)u rPuhf tw;wpd; "bkd; "bkd; K:tJk; K:tJk; gutp ,Ug;g"hf g"hf fU"g; x)u rPuhf gutp gfpwJ ,Uf;fhJ! fhJ! 3) Longitudinal stress x)u gutp ,Uf;Fk; Fk;!

rPuhf Longitudinal stress x)u rPuhf gutp ,Uf;fhJ! fhJ!

4) J7z;*g; *g;gk; gk; radial stress kpf-k; Fwpg;gp*"; gp*";"f; "f;f stress Fiwthf ,Ug;g"hy; g"hy; mJ radial epuhfhpf;fg; fg;gfpwJ! gfpwJ! gfpwJ!

msJ7z;*g; *g;

State the nature of stresses induced in thin cylindrical shells. 1) Circumferential stress or hoop stress

2 & 3 Marks – Q & A 

2) Longitudinal stress

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Write down the formula for hoop stress and longitudinal stress in thin cylindrical shell.

Hoop stress,  1 = 2 ; Longitudinal stress,  2 = 4  ==  Maximum shear stress,   = 8 ,q;F,

internal pressure, = diameter of the shell, thickness of the shell

What is the maximum shear stress in thin cylindrical shells?

Write down the formula for change in diameter and change in length in thin cylindrical shells.

Chan Ch ange ge in didiam ameteterer,,  = 1 ×  =   1 1 − 21  ×   1 2.5− 2   

ChChanangege in volu volumeme,,  =   Stress,= 4 ==  = 

Write down the expression for the stress induced in thin spherical shells.

,q;F,

internal pressure, thickness,

= diameter,

efficiency of riveted joint

Write down the expression for change in volume of thin spherical shell.

4  ChChanangege in vovolulumeme,,  = 8 1 − 1 

Unit – IV Chapter 7. SHEAR FORCE AND BENDING MOMENT DIAGRAMS Define beam.

"d; mr;f; f;F nrq;F"; F";"hf "hf gy (wtpirfs; nray;gk; gk; gbahf +s;s xU structural member 4dJ beam vdg;gk; gk;! State the types of beams. 1) Cantilever beam 3) Overhanging beam 5) Continuous beam

2) Simply supported beam 4) Fixed beam

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What is cantilever beam and simply supported beam? 

Beamd; xU Kid k*;k; +"pahf gpbf;fg; fg;g*; g*;k; k; kw; ;nwhU nwhU Kid "hq;fg; fg; g*hky; free 4f n"hq;fpf; fpf; nfhz;k; k; ,Ue;"hy; "hy; m";"ifa beam 4dJ cantilever gk;! beam vdg;gk;



Beamd; ,uz; Kidf/k; free 4f supportfs; 0yk; "hq;fg; fg; g*;bUe; bUe;"hy; "hy; m";"ifa "ifa beam 4dJ simply gk;! supported beam vdg;gk;

What are the types of loading? 1) 2) 3)

Point load or concentrated load. Uniformly distributed load (udl). Uniformly varying load.

What is udl and and uvl ? 

Beamd; xt;nthU nthU kP*;*h; *h; ePs";"p#k; "p#k; +s;s g/tpd; k"pg;( rkkhf ,Uf;Fkh Fkh rPuhf nray;gk; gk; g/thdJ uniformly distributed load(udl) vdg;gk; gk;!



Beamd; xt;nthU nthU kP*;*h; *h; ePs";"p#k; "p#k; +s;s g/tpd; k"pg;ghdJ ghdJ gbg;gbahf-k; gbahf-k; rPuhf-k; m"pfhpf;Fkh Fkh nray;gk; gk; g/thdJ uniformly varying load (uvl) vdg;gk; gk;!

Define shear force and bending moment. 

xU beamd; 6)"8k; xU nt*;g; g; gF"papy; shear force vd;gJ& gJ& me;" nt*;g; g; gF"papd; gF"papd; tyg; tyg;(wkhf)th (wkhf)th my;yJ yJ ,*g;(wkhf)th (wkhf)th nray;gk; gk; rkg; rkg;g"; g";"g;g*h" g*h" nrq;F";J tpirfspd; $"y; $"y; 4Fk; 4Fk;!



xU beamd; 6)"8k; xU nt*;g; g; gF"papy; bending gJ& me;" nt*;g; gF"papd; gF"papd; tyg;(wkhf)th moment vd;gJ& my;yJ yJ ,*g;(wkhf)th nray;gk; gk; mid";J momentfspd; Fwpapay; $*; $*;"; ";n"hiff; n"hiff;Fr; Fr; rkkhFk; rkkhFk;!

Draw the sign convention of shear force.

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

nt*;g; g; gF"papd; ,*J gf;fk; fk; nray;gk; gk; mid";J )ky;)ehf; )ehf;F tpirf/k; nt*; nt*;g; g; gF"papd; gF"papd; tyJ tyJ gf;fk; fk; nray;gk; gk; mid";J fP%;)ehf;F tpirf/k; positive +Uthf;Fk; +Uthf; Fk;! shear force9 nt*;g; g; gF"papd; tyJ gf;fk; fk; nray;gk; gk; mid";J )ky;)ehf; )ehf;F tpirf/k; nt*; nt*;g; gF"papd; gF"papd; ,*J ,*J gf;fk; fk; nray;gk; gk; mid";J fP%;)ehf; )ehf;F tpirf/k; negative shear force9 +Uthf;Fk; +Uthf; Fk;!

Draw the sign convention of bending moment.

 

)kw;(w"; (w";"py; "py; F%pthd tis"iy 6w;g"; g";Jk; bending moment 4dJ +ve 4Fk;! )kw;(w"; (w";"py; "py; Ftpe;" tis"iy 6w;g"; g";Jk; Jk; bending moment 4dJ -ve 4Fk;!

Distinguish between sagging and hogging moment. 

Positive bending moment 4dJ sagging moment vdg;gk; gk;! hogging moment moment vdg;gk; gk;!  Negative bending moment 4dJ hogging

1) =  

2)  =  

Write the relationship between load, shear force and bending moment.

1)

2)

bending moment khgk; xU nt*;g; g; gF"papy; shear force d; tP"khdJ& mg;gF"papy; gF"papy; nray;gk; gk; k"pg;gpw; gpw;F rkk;! Shear force khgk; tP tP"khdJ& beamd; @uyF @uyF ePs";"py; "py; nray;gk; gk; loadd; k"pg; k"pg;gpw; gpw;F rkk;

Draw a cantilever beam with udl.

Draw a simply supported beam with udl.

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Write down the maximum bending moment in a cantilever beam with udl and simply supported beam with udl.

    Cantilever beam beam ⟹− ⟹ −  ; Simply supported beam ⟹ 

Draw the shear force and bending moment diagram for a cantilever beam with a point load at its free end.

Draw the shear force and bending diagram for a cantilever beam with a udl .

2 & 3 Marks – Q & A 

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Draw the shear force and bending diagram for a simply supported beam with a point load at the mid point.

Draw the shear force and bending diagram for a simply supported beam with udl.

What is point of contraflexure? Bending moment "dJ FwpaP*i* i ; * point of contraflexure vdg;gk; gk;!

2 & 3 Marks – Q & A 

khw;wpf;nfhs; nfhs;/k; /k;

Page : 23

(s;sp sp


Unit – IV Chapter 8. THEORY OF SIMPLE BENDING OF BEAMS Define simple bending or pure bending.

xU beam 4dJ shear force 0yk; tisahky;& epiyahd bending moment 0yk; k*;)k tis5khdhy;& me;" beam 4dJ simple bending my;yJ yJ pure bendingf;F +*;g";"g; "g; g*;s; s;sJ sJ vdyhk;! Write down the assumptions made in theory of simple bending. 1) Beam 4dJ m"d; ePsk; K:t"p#k; x)u rPuhf ,Uf;Fk; Fk;! 2) Beam nra;ag;g*;* nghUshdJ mid";J "pirfsp#k; rkkhd elastic "d "d;ik i ; k nfhz;*"hf *"hf ,Uf;Fk;! 3) Beamd; Ff;F nt*;g; gF"papd; ms-fis xg;;gp xg gpk;)ghJ& m"d; radius of curvature ms- kpf-k; m"pfkhf ,Uf;Fk; Fk;! 4) Beamd; xt;nthU layerk; m"w;F )ky;gf;fk; fk; my;yJ yJ fP%; % g; g ; g ; f;fk; fk; +s;s layerfis rhh; e;"puh puhky ky;; "d "dp" p";;"dp) dp)a a Uq;f)th my;yJ ePs)th Kb5k;! 5) Bendingf;F Kd;( beamd; Ff;F nt*;g; gug;( rk"skhf-k; nrq;F"; F";"hf-k; ,Ue;"J )ghy)t bending f;F gpwFk; ,Uf; ,Uf;Fk; Fk;! Define neutral axis.

xU beamd; 6)"8k; 6)"8k; xU xU nrq;F"; F";J Ff;F nt*;g; g; gF"p5k; gF"p5k; m"d; neutral layer k; nt*;bf; bf;nfhs; nfhs;/k; /k; ,*";" "py; py; +s;s )fh*hdJ neutral axis vdg;gk;! What is moment of resistance.

xU beam +i*e;J tp*hky; mJ "hq;ff; ff;$ba $ba m"pf g*;r bending moment d; k"pg;( moment of resistance vdg;gk; gk;!

  =   =    

Write down the flexural equation.

,q;F,

  

= bending stress, = bending moment, = Young’s modulus,

= distance from neutral n eutral layer = Moment of inertia = radius of curvature

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Define section modulus. Neutral mr;irg; irg; ngh"; ngh";" moment of inertia k"pg;(f; (f;Fk; Fk;& neutral mr;rpypUe; rpypUe;J extreme layer +s;s J7u";"pw; "pw;Fk; Fk; ,i*)aahd tpfp"k; section modulus my;yJ yJ modulus of section vdg;gk; gk;! Moment of inertia about N.A Section modulus = Distance of extreme layer from N.A Define strength and stiffness of a beam. 

xU beam (wtpirfspd; 0yk; tist"w;F v"puhf fhz;gpf; gpf;Fk; Fk; moment of resistance d; k"pg;( me;" beamd; strength vdg;gk;!



Beam m"d; 4uk;g )euhd epiyapypUe;J tist"w;F v"puhf fhz;gpf;Fk; v"ph;g; g( ; me;" beamd; stiffness vdg;gk; gk;!

Unit – V Chapter 9. TORSION OF CIRCULAR SHAFTS What is pure torsion? Bending force, axial force )ghd; w ve ve;;" xU tpi tpir5 r5k; k; nr nray ay;g*hky; g ; *hky;& xU shaft 4dJ torquef;F k*;)k +*;g"; g";"g; "ggk; ;gk;)ghJ mJ pure pu re to tors rsio ion ny ; +s; +s;sJ sJ vd; $wyhk;! Write down the assumptions made in theory of pure torsion. 1) Shaft nra;ag; ag;g*;* nghUshdJ m"d; eP sk; K:t"p#k; sk; x)u rP uhf ,Uf;Fk;! uhf 2) Shaft 4dJ m"d; fpi*k*;* mr;f;F nrq;F";"hd "hd xU "s";"py; twisting couple f;F +*;g"; g";"g;gfpwJ! 3) Shaftd; eP sk; K:t"p#k; twist 4dJ x)u rPuhf ,Uf;Fk;! sk; 4) Twistf;F Kd;( mid";J tp*;*q;f/k; f/k; )eh;f; f) ; fh*hf ,Ue;"J )ghy)t twistf;F gpd;(k; (k; ,Uf;Fk;! 5) Twistf;F Kd;( rk"skhf-k; t*;*khf-k; ,Ue; ,Ue;" shaftd; Ff;F nt*;"; "; )"hw; )"hw;wk;& twistf;F gpd;(k; (k; m)" m)" )ghd;  ,Uf;Fk; Fk;!

  =   =       

Write down the torsion equation.

,q;F,

 

=shear stress, =radius of shaft, =Torque =Torque =Polar moment of inertia, = Rigidity modulus =Polar = Angle of twist, = length of shaft.

2 & 3 Marks – Q & A 

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41 − 24   Torqueue,,  = 16   1 Powerer transmi Pow ransmit ed,ed,  = 2 60  = =

Write down the formula for the torque produced in hollow shaft.

How do you find the power transmitted by the shat?

,q;F,

Torque,

Speed of shaft (rpm)

Draw the shear stress distribution in solid and hollow shaft.

Define polar modulus. Shaftd; Ff;F nt*;g; g; gug;gpd; gpd; polar moment of inertia k"pg;(f; (f;Fk;& m"pfg*;r radius k"pg;(f; (f;Fk; Fk; +s;s tpfp")k polar modulus my;yJ yJ polar section modulus vdg;gk; gk;! Polar moment of inertia = = Maximum radius

  3   Solid shaft  = 16 ; Hollow shaft  = 161 14 − 24 

State the polar modulus for solid and hollow circular shafts. ⇒

⇒

Define torsional strength and stiffness of shaft. 

@uyF m"pfg*;r shear stress 0yk; +Uthf;fg; fg;gk; gk; torqued; k"pg;( torsional strength vdg;gk; gk;! ,J shaftd; efficiency vd-k; mi%f; mi%f;fg; fg;gk; gk;! Torsional strength



=   

Shaftd; xU Fwpg;gp*; gp*;* ePs";"py; "py; @uyF angle of twist 9 6w;g"; g";""; )"itg; )"itg;gk; gk; torque d; k"pg; k"pg;( stiffness my;yJ torsional rigidity vdg;gk; gk;! Stiffness or torsional rigidity

=  

2 & 3 Marks – Q & A 

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Compare the strength of hollow shaft and solid shaft of same weight and length.

4 − 24  StStrengt h of hol l o w shaft  1 rength of solid shaft = 1 × 3

nfhf;fg; fg;g*; g*;* Ff;Fnt*; Fnt*;g; g; gug;gstpw; gstpw;F& F& hollow circular shaft 4dJ solid circular shaft 9 tp* m"pf section modulus nfhz;*"hf ,Uf;Fk; Fk;! vd)t solid shaft 9 tp* hollow shaft m"pf strength nfhz;*"hf *"hf ,Uf;Fk;! Compare the weight of hollow shaft and solid shaft of same material and length.

2 Wei g ht of sol i d shaft  Weight of hollow shaft = (12 − 22)

Shaft nra;ag; ag;g*; g*;* nghUs;& shaftd; ePsk; kw; k; torsional strength khwh")ghJ& hollow shaft d; vi*ahdJ solid shaft 9 hollow shaft 9 tp* Fiwthf ,Uf;Fk;! vd)t gad;g"; g";Jk;)ghJ& )ghJ& shaft nra;a"; a"; )"itg;gk; gk; nghUs; Fwpg;gp*"; gp*";"f; "f;f mstpy; Fiwf; Fiwf;fg; fg; gfpwJ! gfpwJ! List out the advantages of hollow shaft over solid shaft. 1) x)u ms- vi* nfhz;* x)u kh"php nghUshy; nra;ag; ag;g*; g*;* solid shaft 9f; fh*;b#k; b#k; hollow shaft d; torsional strength m"pfkhFk;! 2) x)u ms- Ff;F nt*;g; gug;gpy; gpy;& hollow shaft 4dJ solid shaft 9 tp* m"pf stiffness nfhz;*"hf ,Uf;Fk; Fk;! 3) Fwpg;gp strength9f hollow shaft nra;a"; gp* ;* ; ; nfhf;f& a"; )"itg;gk; gk; nghUsp nghUspd; msthdJ& msthdJ& solid shaftfF ; )"itg;gk; gk; nghUspd; msit msit tp*f; Fiwthf Fiwthf ,Uf;Fk;! 4) Hollow shaft y; J7z;*g; *g;gk; gk; shear stress 4dJ m"d; nt*;g; g; gF"p K:tJk; 6wf;Fiwa Fiwa rPuhf gutp ,Uf;Fk; Fk;!

2 & 3 Marks – Q & A 

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Unit – V Chapter 10. SPRINGS What are the types of springs? 1) La Lami mina nate ted d or or lea leaff spr sprin ings gs 3) Sp Spiral springs

2) Co Coil iled ed he heli lica call spr sprin ings gs 4) Di Disc springs

What are laminated springs? Give its uses. 

Laminated spring y; x)u mfyKk; ntt;)t eP sKk; sKk; nfhz;* gy ,izahd metal stripfs; xd; wpd; kPJ kw;nwhd; mf;fp fp itf;fg;g*; g*;bUf; bUf;Fk; Fk;!



Railway wagonfs;& coachfs; kw;k; rhiy thfdq;fspy; fspy; m"ph;r; rrpia r ; pia fpufp";Jf; Jf; nfhs; nfhs;s ,t;tif springfs fs;; nghpJk; nghpJk; gad;g"; g";"g; gfpd;wd!

Compare closely coiled and open coiled helical springs. Closely coiled helical spring 1) Coild; pitch ms- Fiwthf ,Uf;Fk;!

Open coiled helical spring Coild; pitch msm"pfkhf ,Uf;Fk; Fk;!

2) m";"";" w; f;F f ; ,i*)a m";"";" w; f;F f ; +s;s +s ; J7uk; Fiwthf Fiwthf ,i*)a +s;s J7uk; ,Uf;Fk;! m"pfkhf ,Uf;Fk; Fk;!

° °

°

3) Helix angle Fiwthf ,Uf;Fk;! Helix angle m"pfkhf (7 to 10 ) ,Uf;Fk;! (>10 ) 4) Axial load nray; ;gk; gk;)ghJ )ghJ ,J ,J torsion kw;k; torsionfF bending f;F +*;gk;! ; k*;)k )k +*;gk; gk;! 5) ,J m"pf g/it"; "hq;Fk;! ,J Fi Fiw we;" g/i /it" t";; "hq;Fk; Fk;!

3 6 4   Deflection ofof the spring,g,  =  4    =  =   =

Write down the deflection formula for closely coiled helical spring.

,q;F,

= Load, Mean radius of coil, Number of coils, Modulus of rigidity, =Diameter of spring wire.

Define stiffness or spring constant.

@uyF deflection 9 6w;g"; g";Jt"w; Jt"w;F )"itg;gk; gk; g/tpd; ms ms- stiffness my;yJ yJ spring constant vdg;gk; gk;! ,J vd; w v:";"hy; Fwpf; Fwpf;fg; fg;gk; gk;!



4     =  = 64 3

2 & 3 Marks – Q & A 

Page : 28


2 3 32   Energy stored or resilience ence of spring =  4 

Give the formula for resilience of the spring.

State the applications of spring. 1) Brakes kw; k; clutch )ghd;wtw; wpy; tpi tpirfis rfis nr#" nr#";"-k; " ; -k; ,af;f"; f";i" f*;g; g;g";"-k; +"-fpwJ! +"-fpwJ! 2) Sp Spri ring ng bal balan ance ce )ghd;wtw;wpy; tpirfis mstp* +"-fpwJ! 3) fbfhuk;& nghk;ikfs; )ghd; wtw;wpy; 4w; wiy )rkp";J itf;fg; fg; gad;gfpwJ! gfpwJ! 4) thfdq;fs; fs; kw; k; ,ae;"puf; "puf; f*;khdq; khdq;fspy; fspy; m"ph; m"ph;rrpia r ; pia fpufp";Jf; Jf; nfhs; nfhs;s gad;g gfpwJ! fpwJ!

2 & 3 Marks – Q & A 

Page : 29

SOM - Tamil ( 2 & 3 Marks)

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