theory of structures.pdf

Objective Type QuestionsRotation contribution at the fixed end of a member is

*(a) 0.5 (6) 0.75(c ) zero (d) 1.00.In the Eu ler's theory of colum n, direct stress is assumed e.i) negligible

zero(cl not act ing at a i l id) hilly.The rail track is an example of beam (.71 fixed at intervals (l>) of continuous type(c) on elastic supports

'// of simply supported type.Deficient frames are same asa) redundant framesb) perfect framesc) portal framesd) none of the above.Different members of linear, arch ire subjected toa) axial tensile forceb) axial compressive force(c) bending forcecT) s\\eai iotce.Slope and deflection of beam s of varying flexural rigidity m ay be easily computed by the method for(a) Macauly(b) Mohr(c) conjugate beam(d) moment distribution.The flexibility matrix method is also known as(a) displacement method

(b) force method(c) stress function method(d) displacement field method.

3.8. The m atrix m ethod of structural an aly sis is based on rep lacin g indeterminate structure by(a) mathematical model(b) determinate structure(c) fictitious structure(d) all of the above.

3.9. The M axwell's reciprocal theorem applies to(a) beam only(b) truss only(c) both of the above

(d) none of the above.3.10. The frame shown in Fig. 1. is

<;i Jr

Fi§■ 2(a) deficient (b) redundant[c) perfect (,cT) mdetetmmate.

3.11. The effect of sinking of support by '8 ' is to create a bending moment equal to(a) 2EI5/L2 (b) 6EI8/L2(c) 3EI8/L2 (d) EI8/L2.

3.12. The relative stiffness of a structural member of moment of Inertia T and length 'L ' is given by(a) IL (b) (I/L)2(c) I/L (d) 3I/4L.

3.82 □ □ Civil Engineering (Objective Type)

3.13.

3.14.

3.15.

3.16.

3.17.

3 .18.

The roller support in a given beam is taken in conjugate beam as(a) fixed(b) roller support(c) rocker support(d ) hinge.Considering strain energy due to ben d in g on ly and using Castigliano's second theorem find the reaction at roller support A in the Fig. 2.

{a) 3.4271 t (b) 5.6028 t(c) 4.2349 t (d) 2.4375 t.The stru ctu re w hich sup ports e x tern a lly ap p lied load by developing tension in it is called (,a) arch (b) shell(c) cable (d ) plate.Formula used to determine safe load for column under eccentricity is(a) IS code formula(b) Perry's formula(ic) Johnson's parabolic formula(d) Tejmajer's formula.To avoid tension in the base of a m asonry dam , its eccen tric ity e should be(a) e = b / 6 (b) e > b /6(c) ? < b / 6 (d ) e = b/3 .'Boom ' is a com pression member related to

(a) structure at a railway pla(b) crane(c) building frame(d) shuttering.

3.19. In s tiffn e ss m atrix m ethod stru cture analysis, the qu a' taken as redundant is(a) deflection(b) rotation(c) both of the above(d) none of the above.

3.20. Redundant frames may be by(a) Castigliano's second theo~(b) Castigliano's first theorem(c) funicular polygon(d) area moment diagram.

3.21. M axim um ten sio n in a develops near(a) supports(b) lowest point(c) mid-point(d) any where

3.22. For the propped cantilever sL in Fig. 3, the p lastic instab develops when

N

________c ] ____B t

* — b-/ -H

Fig. 3.

(a) moment at B reaches the limit

(b) moment at C reaches the limit

(c) both of the above(d) none of the above.

Theory of Structures □ □ 3.83

Sway analysis of a portal fram e becomes essentials when a) loading is non-symmetric

<b) section of members is unequal tc> d ifferen t types of jo in ts at 3.28.

support occurs id) all of the above.A three hinged semicircular arch of 3.29. radius V is subjected to u.d.l. of w per unit length on the whole span.The horizontal thrust will be given 3.30. by(a) w / 2 (b) w r / 2(c) zvr (d) zolA three-hinged parabolic arch has left and right hinges at hx and h2 (h > h ) d istan ces resp ectiv e ly 3.31. below the crown. A concentrated load 'P' acts on the crow n. Horizontal distance of left and right hinges from the crown are L] and 3.32. L; (L, + L2 = L = span) respectively.Value of Lj will be

(a) L 4 h / ( 4 h + 4 h 2)

(b) 4 h / { 4 h + 4 k i )

tc) L +

V ^ / (V ^ + V ^ )2-A continuous beam ABCDE is 12 meters long, and contains 4 spans of 3 meters each. Beam is loaded with u.d.l of 4000 kg/m throughout its length. The bending moments at A and E will be equal(a) zero (b) 12000 kgf-m(c) 6000 kgf-m (d) 3000 kgf-m.The B.M . at B and D w ill be respectively

(a) 38.5 t-m, 38.5 t-m(b) 3.85 t-m, 3.85 t-m(c) 53.8 t-m, 53.8 t-m(d) 43.2 t-m, 43.2 t-m.The B.M at C will be equal to (a) 5.14 t-m (b) 7.71 t-m(c) 2.57 t-m (d) 1.28 t-m. Reactions will be equal at (a) A and E (b) B and D(c) A and C (d) A and B.R eaction at B as com pared to reaction at A will be(a) less(b) more(c) equal(d) cannot be predicted.Reaction at the extrem e supports will be(a) 4.71 t (b) 9.42 t(c) 14.13 t (d) 2.35 t.A structural member elongates by 5L under axial tension of 'P '. The external work done will be(a) P . 5L (b) P . 8L/4

3.33. A portal frame of uniform flexural rigidity is shown in Fig. 4. Using principal of least work, find the horizontal reaction at D in tonnes.


3.34.

3.35.

3.36.

3.37.

(a) 4.5 leftward(b) 4.5 rightward(c) 90 leftward(d) 90 rightward.The fixed and moment at the end A of the beam shown in Fig. 5, will be

3.38.

3.39.

3.40.

(a) WqL2/30(b) W0L2/12(c) W0L2/24(d) W0L2/10.If the triangular load covers the left half of the span in Fig. 5, the fixing moment at B will be(a) W 0L2/160(b) 3 W0L2/40(c) 3 W0L2/160(d) W0L2/40."B.M . at any section of an arch is p rop ortion al to the ord inate betw een given arch and lin ear arch". This statement relates to the principal of(a) Eddy's theorem(b) Bette's theorem(c) Reciprocal theorem(d) Johnson's theorem.W hich of the follow ing is not a compression member?

t (a) Boom(b) Strut(c) Stanchion(d) None of the above.

3.41.

The ratio between 'angle of re and 'angle of friction' is (a) 0.3 (b) 0.5(c) 1.3 (d ) 1.The Greenberg and Prager's th in plastic analysis of structur also known as(a) upper bound theorem(b) lower bound theorem(c) plastic hinge theorem(d) both (a) and (b).The cases of support sinking encountered when(a) soil conditions change at n

distances(b) load geography is undula(c) both of the above(d) none of the above.A beam of span V of fie rigidity 'El' stores strain energy to I

{a)

(c)

■ K2 EI

1 MxI f

dx

dx

(b)

(d)

•Ml d x dx EI

: MIdx 2EI '

3.42. The ten sio n and com pr members are stressed to 1500 cm2 and 1200 kgf/cm2 resf in the truss shown in Fig. 6. If 2 x 106 k gf/ cm 2 the ve deflection of joint F will be

6t 6t

Fig. 6.


IS .75 mm nifr'j 21.3 mm * ~ 1 mm

iu’i 14.2 mm.tiap eyron 's theorem is also known as- die theorem of

I |s| 3-moments 2-moments

‘ <■-'» single moment ■ £) no-moments.

Determination of B.M. of structures k slope-deflection method falls in

y b e category of Mil determinate analysis go matrix analysis n indeterminate analysis

fictitious analysis.A sem i-circular arch of uniform flexural rigidity has one end hinged and the other end supported on the roller. A horizontal force F pulls the ro ller end. The stra in energy absorbed by the arch w ill be (r = radius of the arch), w ill be (Fig. 7)

(a) Fr ti/4 El(b) F2r3 jt/4 El(c) F3r2 7i / 4 El(d) F2r2 ti/4 ELSecond theorem of Castigliano may be used to find reaction in a(a) propped beam(b) continuous beam

(c) both of the above(d) none of the above.

3.47. A 2-hinged sem i-circular arch of radius V carrying a concentrated load 'P ' at the crow n develops horizontal thrust equal to(a) Pr(b) Vfv(c) (P / r)2(d) P/r.

3.48. A continuous beam is shown in Fig. 8 support B sinks by 10 mm during loading. Value of I = 8000 cm4, and E = lx lO 6 kgf/cm 2. Use moment distribution method, and find fixed end moment MDC due to externalload only

4t 4t

B CA r n r r n n n 1 D

21 1.51 ik

l->3m->|1m K— 8m----->K-3m^-1m->l

Fig. 8.

(a) 3000 kgf-m anti-clockwise(b) 6000 kgf-m clockwise(c) 6000 kgf-m anti-clockwise(d ) 3000 kgf-m clockwise.

3.49. Fixed end moment MBC will be about (due to external loads only)(a) 5333 kgf-m anti-clockwise (.b) 1745 kgf-m anti-clockwise(c) 5333 kgf-m clockwise(d) 1745 kgf-m clockwise.

3.50. Due to external load , fixed end moment MBA, as compared to MAB will be(a) 2 times (b) 3 times(c) 4 times (d) 5 times.

3.51.

3.52.

3.53.

3.54.

3.55.

3.56.

The act moment MAB will be(a) 7500 kgf-m clockwise(b) 3750 kgf-m clockwise(c) 7500 kgf-m anti-clockwise(d) 3750 kgf-m anti-clockwise.The net moment MBA will be(a) 1500 kgf-m clockwise(b) 750 kgf-m anti-clockwise(c) 2250 kgf-m clockwise(d) 3000 kgf-m anti-clockwise. Structure steel deforms plastically before start of strain hardening upto a strain of about(a) 0.1% (b) 1.5%(c) 0.2% (d) 15%.The stra in energy stored in the quadrantal ring shown in Fig. 9 will be

B F

(a) F2r3/8 EI(b) F2r3/ 8 n EI(c) 7i F V / 8 EI(d) 7i F2r3/8 EI.The horizontal deflection of B the in above problem will be(a) Fr2/2 EI(b) Fr3/2 EI(c) Fr/2 EI(d) F2r2/2 EIFor a pure sway portal frame shown in Fig. 10, the correcting moment and co rresp on d in g carry over moment is obtained by

Fig. 10

(a)

(b)

(c)

Lj Lwl 2

2LX. L2L2! 'L2

2Lj■:L2 ,U A. ‘

Li. 2L2L IL1 2

3.57. A structural m em ber of unifo flexural rigidity shown in Fig. 1 The strain energy stored by t structure will be

Fig. 11.

(a) W2R2(tiR + 4H )/8 EI

(b) WR(tiR + 4H )/8 EI

(c) W2R2(tiR + 4H )/4 EI

(d) WR(ttR + 4H )/4 EI.


3- 58. The vertical deflection at C in above problem will be(a) WR (R + H)/2 EI(b) W2R2 (R + H)2 / 2 EI

(c) W2R2(R + H) /2 EI

(d) WR(R + H)2 / 2 EI.

The deflection is '8 ', strain energy 'U' and load 'W ' on a truss. These are related by

(«)

(f) 5

auaw

a3uaw3

(fe) 8 =

(d) 8

a2uaw2

auaw

3.65.

3.66.

In case of a fixed beam carryingpointed load at m id span, thecollapse load will be!-i) 4 Mp/L(r) M /L(c) 2 Mp/Lw 8 M;, /L.Beams composed of more than one material, rigidly connected together so as to behave as one piece, are known as<i) compound beams

m indeterminate beam Kr) determinate beams

fi composite beams, plastic analysis, the shape factor

r rectangular section is I t ! 1.4 (b) 1.5i m 1-6 (d) 1.7.

plastic analysis, the shape factora circular section, is

| * 1-5 (b) 1.6(d) 1.75.

r a strongest rectangular beam from a circular log, the ratio of width and depth, is

3.67.

3.68.

3.69.

3.70.

(a) 0 .404 {b) 0.505(c) 0.606 (d) 0.707.A cantilever of length L is subjected to a bending moment M at its free end. If EI is the flexural rigidity of the section, the deflection of the free end, is

(«)

(c)

MLEI

ML2

(b)

(d)

ML2EI

ML22EI v" 7 3EI

In a shaft, the shear stress is not directly propotional to(a) radius of the shaft(b) angle of twist(c) length of the shaft(d) modulus of rigidity Coefficient of wind resistance of a circular surface is(a) 1/2 (b) 1/3(c) 2/3 (d) 3 / 2 .The greatest load which a spring can carry without getting permanently distorted, is called (a) stiffness (b) proof resilience(c) proof stress (d) proof load.A road of uniform cross-section A and length L is deformed by 8, when subjected to a normal force P. The Young's modulus E of the material, is

(«) E =

(c) E =

P.8 A.L

P.L

(b) E =

(d) E =

A.8 P.L P. A

A.8 ' " 7 ~ L.8 ‘The ratio of circumferential stress to the longitudinal stress in the walls of a cylindrical shell due to flowing liquid, is


3.71.

3.72.

3.73.

3.74.

3.75.

3 .7 6 .

(a) 1/2 (b) 1(c) 11/2 (d) 2.Total strain energy theory for the failure of a material at elastic limit, is known(a) Guest's or Treca's theory(b) St. Venant's theory(c) Rankine's theory(d) Haig's theory.The locus of the moment of inertia about inclined axis to the principal axis, is(a) straight line(b) parabola(c) circle(d) ellipse.A square column carries a load P at the centroid of one of the quarters of the square. If 'a' is the side of the main square, the combined bending stress will be

100 t

p(«) J

3P (c) „2

(,b)2Pa24P

w 7 .

Fig. 12.(a) 100 t compressive(b) 100 t tensile(c) zero(d) indeterminate.

3.77. A two hinged parabolic archspan 4L and rise h carries a 1 varying from zero at the left end W per unit run at the right end. ‘ horizontal thrust is

(«)

(c)

WL2 4 h

WL2

(b)

(d)

WL2 8 h

WL

The ratio of tangential and normal com p onen ts of a stress on an inclined plan through 0° to the direction of the force, is (a) sin 0 (b) cos 0(c) tan 0 (d) sec 0.For beams of uniform strength if breadth is constant,(a) depth d a M

(b) depth d a VM

(c) depth d a 3a/M1

(d) depth d a

In the truss shown in Fig. 12, the force in member BC is

12/i ' " 7 16/7 '3.78. A short column (30 cm. x 20

carries a load Pa at 4 cm on one s and another load P2 at 8 cm on other side along a principal sec parallel to longer dimension. If extreme intensity on either side same, the ratio of Pj to P0 will bej (a) 2/3 (b) 3/2(c) 8/5 (d) 5/8.

3.79. The rad iu s of gyration of rectangular section (depth D, wi B) from a centroidal axis parallel the width is

(a) D/2 (b)

D D(C) 2^3 {d) 4V3 -


3.80.

3.S1 .

U 2 .

The force in CD of the truss shown in Fig. 13 is

3t

(a) n (b)

(d)

71

27t

4 '

3.85.

Fig. 23.

(a) 31 compression(b) 31 tension(c) zero(d) 1.5 t compression.A concentrated load P is supported by the free end of a quadrantal ring AB whose end B is fixed. The ratio of the v ertica l to h o rizon ta l deflections of the end A, is

3.86.

3.87.

3.88.

The area of the cone of a column of cross sectional area A, is(a) 1/3 A(b) 1/6 A(c) 1/12 A(d) 1/18 A.The ratio of the length and diameter of a sim p ly sup ported uniform circular beam w hich experience maximum bending stress equal to tensile stress due to same load at its mid span, is (a) 1/8 M 1/4(c) 1/2 (d) 1/3.The ratio of the length and depth of a sim ply supported rectangular 3.89.

beam which experiences maximum bending stress equal to tensile stress, due to same load at its mid span is(a) 1/2 (b) 2/3(c) 1/4 (d) 1/3.A yield point of. a test piece, thematerial(a) obeys Hooke's law(b) behaves in an elastic manner(c) regains its orig inal shape on

removal of the load(d ) undergoes plastic deformation. For calculating the allowable stress

of long colums o0 = — 1 L- a \ —

ris

the empirical formula known as(a) Straight line formula(b) Parabolic formula(c) Perry's formula(d) Rankine's formula.The shape factor of standard rolled beam section varies from(a) 1.10 to 1.20(b) 1.20 to 1.30(c) 1.30 to 1.40(d) 1.40 to 1.50.The degree of indeterminacy of the frame (Fig. 14)

Fig. 14.

(a) zero (b) 1(c) 2 (d) 3.The ratio of maximum shear stress


3.90.

3.91.

3.92.

3.93.

to average shear stress of a circular beam is(a) 2/3 (b) 3/2(c) 3/4 (d) 4/3.The ratio of the deflections of the free end of a cantilever due to an isolated load at 1/3 rd and 2/3 rd of the span, is(a) 1/7 (b) 2/7(c) 3/7 (d) 2/5.Shear centre of a h alf c ircu lar section of radius r and of constant thickness, lies at a distance of x from the centre where x is

(«)71

(b) 2hn

(fl) 2d

< " > ( £

3.94.

(c) 3“ w A

A sim p ly su p p orted uniform rectangular bar breadth b, depth d and length L, carries an isolated load W at its m id-span. The same bar experiences extension e under same ten sile load . The ratio of the m axim um d eflectio n to the elongation is

d ,n d1 (b)

3.95.

3.96.

3.97.

A steel rod of sectional area 250 sq. mm connects two parallel walls 5 m apart. The nuts at the ends were lightened when the rod was heated to 100°C. If a steel = 0.000012/°C, Esteel = 0.2 M N/mm2 the tensile force developed at a temperature of 50°C, is (n) 80 N/mm-(b) 100 N/mm2

3.98.

(c) 120 N/mm2(d) 150 N/mm2.A simply supported beam carries varying load from zero at one and W at the other end. If the len. of the beam is a, the shear force v* be zero at a distance x from le loaded point where x is

(«)a2 (b) f

(d)(C) V3The ratio of the stresses product by a suddenly applied load and 1 a gradually applied load on a : a is(a) 1/4 (b) 1/2(c) 1 (d) 2 .A yield moment of a cross-secti defined as the moment that will produce the yield stress in (ia) the outermost fibre of the s(,b) the innermost fibre of the s(c) the neutral fibre of the Si(d) the fibre everywhere.The point of contraflexure is point where(a) B.M. changes sign(b) B.M. is maximum(c) B.M. is minimum(d) S.F. is zero.The S.F. diagram of a loaded shown in Fig. 15 is that of

Fig. 15.


(a) a simply supported beam with isolated central load

(b) a simply supported beam with uniformly distributed load

(c) a cantilever w ith an isolated load at the free end

(d) a cantilever w ith a uniform ly distributed load.

The ratio of the section modulus of a square section of side B and that of a circular section of diameter D, is

i \ 2n 3n (fl) (b) 16

(d)

(«)

(0

BD

12

(b)

(d)

BD6

B2D

1. The maximum magnitude of shear stress due to shear force F on a rectangular section of area A at the neutral axis is

F F(b)

(c)

(«) 1 : 1 - : 2

(b) 2 : 1 \ : 1

(c) 1 : 1 : 2(d) none of the above.

3.103. In the truss (Fig. 16) the force in the member AC is

10 t 5 t

16 'The m om ent of in ertia of a rectangular section of width B and depth D about an axis passing through C.G. and p arallel to its width is

Fig. 16.

{a) 6.25 t compressive(b) 8.75 t tensile

8.75(c) t tensile

8.75(d) t compressive.

3.104. A bar of square section of area a2 is held such that one of its diameter is vertical. The maximum shear stress will develop at a depth h where h is

(a)2V3

(b)3V2

A 2A3F / j \ 2F2A O 3A '

There are two hinged semicircular arches A, B and C of radii 5 m, 7.5 m and 10 m respectively and each carries a cencentrated load W at their crowns. The horizontal thrust at their supports will be in the ratio of

4 ' ' 4

W 7 3 -3.105. Maximum shear stress theory for

the failure of a material at the elastic limit is known(a) Guest's or Trecas theory(b) St. Venant's theory(c) Rankine's theory(d) Haigs theory.

( 3.92 □ □ Civil Engineering (Objective Type)

3.106. The total strain energy of a beam of length L, having moment of inertia of its section I, when subjected to a bending moment M, is

f2

(«)M ;EI

8x (b)M

2 EI8x

w [L M2o 2 EI

8xEI

dx.

3.107. A simply supported beam which carries a uniformly distributed load has two equal overhangs. To have m axim um B.M. produced in the beam least possible, the ratio of the length of the overhang to the total length of the beam, is(a) 0 .207 (b) 0 .307(c) 0 .407 (d) 0.508.

3.108. If M, I, R, E, F, and Y are the bending moment, moment of inertia, radius of curvature, modulus of elasticity, stress and the depth of the neutral axis at section, then

(fl)

(b)

(c)

M _ R I _ E Y

J _ _ R _ F_ M ~ E ~ Y

M E _ F R “ Y

, M E (d) j - R

YF

(a) E = 3Km

(.b) E = 2K 1 +m

(c) — K ( l - 2 / m) = n[" 1 + —2 \ m

(d) all of the above.3.110. A com pound bar consists of

bars of equal length. Steel bar crc section is 35 mm2 and that of bra bar is 3000 mm2. These are subjec to a compressive load 100,000 Eb - 0.2 M N /m m 2 and Efc = MN/mm2, the stresses develop are(a) a b= 10 N/mm2;o = 20 N/i (.b) o fc= 8N/mm2; a = 16 N/i(c) ob= 6 N/mm2; 12 N/i(d) o b= 5 N/mm2; o = 10 N/r

3.111. Pick up the indeterminate struct from those shown in Fig. 17.

3.109. If E, N, K and 1/m are modulus of elasticity, modulus of rigidity, bulk m odulus and P oisson ratio of materials, the following relationship holds good

(0 (if)

(Hi)

_ Hinge _c y b

(iv)

Fig. 17.

(a) Figure (i) (b) Figure (ii)(c) Figure (iii) (d) Figure (iv).


L112. A bar 2 metre long and having its area of cross-section A, is subjected to a gradually applied tensile load W. The strain energy stored in the bar is

(a)

(c)

WL2AE

W2LAE

(b)

(d)

WLAE

W2L

D

AX

-*IB

(«)P_bd

1 +

Fig. 18.

12gr y 12er.x

(b) P

P(C)

(d)

bd

P_bd

' 6e y 6ex.x1 + —-— + —i—

1

2AE13. A load of 1960 N is raised at the end

of a stee l w ire . The m inim um diameter of the wire so that stress in the wire does not exceed 100 N/ mm2 is :(a) 4.0 mm (b) 4.5 mm(c) 5.0 mm (d) 5.5 mm.Pick up the incorrect statement from the following :The torsional resistance of a shaft is directly proportional to(a) modulus of rigidity(b) angle of twist(c) reciprocal of the length of the

shaft(d) moment of inertia of the shaft

section.A rectangular colum n show n in Fig. 18, carries a load P having eccentricities ex an ey along X and Y axis. The stress at any point (x, y) is

C

3.116. In a simple bending theory, one of the assum ption is that the plane sections before bending rem ain p lan e a fter b en d in g . This assumption means that(a) stress is uniform throughout the

beam(b) strain is uniform throughout the

beam(c) stress is p rop ortion al to the

distance from the neutral axis(rf) stra in is prop ortion al to the

distance from the neutral axis.3.117. When the shear force diagram is a

parabolic curve between two points, it indicates that there is a(a) point load at the two points(b) no load ing betw een the two

points(c) u n ifo rm ly d istribu ted load

between the two points(d) uniformly varying load between

the two points.3.118. Which of the following statement is

correct ?(a) Continuous beam has only two

supports at the ends(b) A u.d.l. spreads uniformly over

the whole length of a beam(c) The B.M. is maximum where S.F.

is maximum(d) At the point of contraflexure,

the b en d in g m om ent is maximum.


3.119. When there is a sudden increase or decrease in S.F. diagram between any two points it ind icates that there is a(fl) point load at the two points(b) no load ing betw een the two

points(c) u.d.l. between the two points(d) uniformly varying load between

the two points.3.120. The S.F. diagram for a cantilever

beam of length L and carrying a gradually varying load from zero at free end and w per unit length at the fixed end is a(a) horizontal straight line(b) vertical straight line(c) inclined line(d) parabolic curve.

3.121. The B.M . d iagram for a sim ply supported beam loaded in its centre is(a) a right angled triangle (.b) an isoscles triangle(c) an equilateral triangle(d) a rectangle.

3.122. The S.F. at the centre of a simply supported beam of length 7' with a gradually varying load from zero at both ends to ‘w ’ per metre at the centre is(a) wL/A (b) ivL/2(c) zero (d) w\?/2.

3.123. Two long beam connected together by a hinge H, and under u .d .l. throughout on its length, is simply supported. The B.M. on the hinge H will be(a) zero(b) equal to reactions(c) maximum(d) negative.

3.124. The ratio of the maximum deflec'of a beam simply supported at ends loaded with a u.d.l. W over entire length and when loaded vc load W at centre, will be (a) 1 (b) 9/16(c) 5/8 (d) 2/3.

3.125. The B.M. diagram for a cantilbeam subjected to a couple at free end of the beam would be (a) rectangle (b) triangle(c) parabola (d) cubic parab

3.126. A beam sim ply supported at ends carries a load W at the cer causing deflection 5r If the w; of beam doubled the deflection the centre under the same load be(a) 8 (b) 1/2 5,(c) 1/4 Sx (d) 1/3 81.

3.127. For a beam of length L, fixed at end, supported at the other loaded W at the centre C maximum B.M. will occur at(a) fixed end(b) centre(c) simply supported end(d) between fixed end and ce

3.128. In the above problem the value maximum B.M. will be

(a) ~ WL

(c)WL

(b)

(d)

WL24

3WL16 v”7 16

3.129. In the Problem 127, the B.M. at centre will be

3WL ... WL(a)

(c)

165WL

16

(b)

(d)

16_532

WL


A self supporting steel chim ney transmits the lateral forces to the foundation by(a) fixed beam action(b) propped beam action(c) cantilever action(d) simply supported beam action.A beam carrying a u.d.l. rests on two supports 'b' apart with equal overhang is 'a' at each end, the ratio 't/a' for zero B.M. at mid span is («) 1/2 (b) 1

’fr) 2 (d) 2/3.In the above problem, the ratio 'b/a' so that the maximum B.M. is small as possible will be (i) 1 (b) 2

<c) 2V2 (d) 3.The maximum B.M. due to a movingload on a fixed ended beam occurs(a) under the load onlysrl at mid span(r) anywhere along the spanU) at a support.A beam of uniform strength will have at every cross-section

> same deflection <*) same stiffness

same B.M. trf) same landing stress.A propped can tilev er is indeterminate externally of fat first degree *5) second degree |t) third degree

fourth degree.

3.136. The ratio of the area under the B.M. diagram betw een any two points along a beam to the flexural rigidity El gives the change to the following parameter between the two points(a) deflection(b) shear force(c) slope(d) bending moment.

3.137. A simple beam AB of span L pinnedat A and resting on rollers at B is subjected to a clockwise couple M at centre. The maximum shear is(a) ML (b) M/L

(c)ML2

(d) Zero.

3.138. A beam AB of span L and flexuralrigidity El is fixed at A and B. If thesu p p ort a t A settles by 8(a) equal moments will be induced

at A and B(b) u n equ al m om ents w ill be

induced at A and B(c) moments will be induced at B

only(d) m om ent w ill be induced at A

only.3.139. Moment area method is useful in

determining the following in a beam(a) "‘slope and deflection at a point(b) tensile and compressive stresses

at a point(c) S.F. and B.M. at a point(d) none of the above.

AN SW ERS

10 3.2. (b) 3.3. (c) 3.4. (d) 3.5. (b) 3.6. (c) 3.7. (b)util 3.9. (c) 3.10. (c) 3.11. (b) 3.12. (c) 3.13. (d) 3.14. (d)tic) 3.16. (b) 3.17. (c) 3.18. (b) 3.19. (c) 3.20. («) 3.21. (a)


3.22. (c) 3.23. id) 3.24. (b) 3.25. («) 3.26. (a) 3.27. (c) 3.2&.<3.29. (d) 3.30. (b) 3.31. (a) 3.32. (d) 3.33. (a) 3.34. (a) 3.35.3.36. (a) 3.37. (d) 3.38. (d) 3.39. (d) 3.40. (c) 3.41. (d) 3.42-13.43. (a) 3.44. (c) 3.45. (b) 3.46. (c) 3.47. (d) 3.48. (d) 3.49.13.50. (b) 3.51. (b) 3.52. (b) 3.53. (b) 3.54. (d) 3.55. (b) 3.56.3.57. (a) 3.58. (b) 3.59. (a) 3.60. (d) 3.61. (d) 3.62. (a) 3.63-i3.64. (d) 3.65. (d) 3.66. (c) 3.67. (c) 3.68. (d) 3.69. (c) 3.70.3.71. (d) 3.72. (d) 3.73. (c) 3.74. (0 3.75. (b) 3.76. (c) 3.77.3.78. (c) 3.79. (c) 3.80. (c) 3.81. (b) 3.82. (d) 3.83. (c) 3.8-L3.85. (d) 3.86: (b) 3.87. (a) 3.88. (b) 3.89. (d) 3.90. (b) 3.91.3.92. (c) 3.93. (c) 3.94. (c) 3.95. (d) 3.96. (a) 3.97. {a) 3.98.3.99. (b) 3.100. (C) 3.101. (c) 3.102. (c) 3.103. (d) 3.104. (b) 3.105.

3.106. (c) 3.107. («) 3.108. (c) 3.109. (d) 3.110. {a) 3.111. (c) 3.1113.113. (a) 3.114. (d) 3.115. (a) 3.116. (d) 3.117. (d) 3.118. (b) 3.119.3.120. (d) 3.121. (b) 3.122. (c) 3.123. (a) 3.124. (c) 3.125. (a) 3.126.3.127. (b) 3.128. (d) 3.129. (d) 3.130. (c) 3.131. (c) 3.132. (c) 3.133.3.134. (d) 3.135. (b) 3.136. (b) 3.137. (b) 3.138. («) 3.139. («)

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