# Multiple choice question for engineering

## Set 1

1. Under which of the following operation, NFA is not closed?

a) Negation

b) Kleene

c) Concatenation

d) None of the mentioned

### View Answer

2. It is less complex to prove the closure properties over regular languages using:

a) NFA

b) DFA

c) PDA

d) Can’t be said

### View Answer

3. Which of the following is an application of Finite Automaton?

a) Compiler Design

b) Grammar Parsers

c) Text Search

d) All of the mentioned

### View Answer

4. John is asked to make an automaton which accepts a given string for all the occurrence of ‘1001’ in it. How many number of transitions would John use such that, the string processing application works?

a) 9

b) 11

c) 12

d) 15

### View Answer

5. Which of the following do we use to form an NFA from a regular expression?

a) Subset Construction Method

b) Power Set Construction Method

c) Thompson Construction Method

d) Scott Construction Method

### View Answer

6. Which among the following can be an example of application of finite state machine(FSM)?

a) Communication Link

b) Adder

c) Stack

d) None of the mentioned

### View Answer

7. Which among the following is not an application of FSM?

a) Lexical Analyser

b) BOT

c) State charts

d) None of the mentioned

### View Answer

8. L1= {w | w does not contain the string tr }

L2= {w | w does contain the string tr}

Given ∑= {t, r}, The difference of the minimum number of states required to form L1 and L2?

a) 0

b) 1

c) 2

d) Cannot be said

### View Answer

9. Predict the number of transitions required to automate the following language using only 3 states:

L= {w | w ends with 00}

a) 3

b) 2

c) 4

d) Cannot be said

### View Answer

10. The total number of states to build the given language using DFA:

L= {w | w has exactly 2 a’s and at least 2 b’s}

a) 10

b) 11

c) 12

d) 13

### View Answer

## Set 2

1. What is the length of a motif, in terms of amino acids residue?

a) 30- 60

b) 10- 20

c) 70- 90

d) 1- 10

### View Answer

2. On average, what is the length of a typical domain?

a) About 100 residues

b) About 300 residues

c) About 500 residues

d) About 900 residues

### View Answer

3. Which of the following is false about the ‘loop’ structure in proteins?

a) They connect helices and sheets

b) They are more tolerant of mutations

c) They are more flexible and can adopt multiple conformations

d) They are never the components of active sites

### View Answer

4. Which of the common structural motifs are described wrongly?

a) β-hairpin – adjacent antiparallel strands

b) Greek key – 4 adjacent antiparallel strand

c) β-α-β – 2 parallel strands connected by helix

d) β-α-β – 2 antiparallel strands connected by helix

### View Answer

5. Which of the following least describes Long Loop β-hairpins?

a) They are Often referred to as a ‘random coil’ conformation

b) Generally they are referred to as the β-meander supersecondary structure

c) Loop looks similar to the Greek Letter Ω

d) Wide-range of conformations with very specific sequence preferences

### View Answer

6. Motifs that can form α/β horseshoes conformation are rich with which protein residue?

a) Proline

b) Arginine

c) Valine

d) Leucine

### View Answer

7. Which of the following wrongly describes protein domains?

a) They are made up of one secondary structure

b) Defined as independently foldable units

c) They are stable structures as compared to motifs

d) They are separated by linker regions

### View Answer

8. The protein structural motif domain- helix loop helix are contained by all of the following except________

a) Scleraxis

b) Neurogenins

c) Transcription Factor 4

d) Leucine zipper

### View Answer

9. Which of the following is not the function of Short Linear Motifs?

a) Irreversible cleavage of the peptide at the SLiM

b) Reversible cleavage of the peptide at the SLiM

c) Moiety addition at targeted sites on SLiM

d) Structural modifications of the peptide backbone

### View Answer

10. In the zinc finger, which residues in this sequence motif form ligands to a zinc ion?

a) Cysteine and histidine

b) Cysteine and arginine

c) Histidine and proline

d) Histidine and arginine

### View Answer

## Set 3

1. The design compressive strength of member is given by

a) A_{e}f_{cd}

b) A_{e} /f_{cd}

c) f_{cd}

d) 0.5A_{e}f_{cd}

### View Answer

_{d}= A

_{e}f

_{cd}, where A

_{e}is effective sectional area, f

_{cd}is design compressive stress.

2. The design compressive stress, f_{cd} of column is given by

a) [f_{y} / γ_{m0}]/ [φ – (φ^{2}-λ^{2})^{2}].

b) [f_{y} / γ_{m0}] / [φ + (φ^{2}-λ^{2})].

c) [f_{y} / γ_{m0}]/[φ – (φ^{2}-λ^{2})^{0.5}].

d) [f_{y} / γ_{m0}] / [φ + (φ^{2}-λ^{2})^{0.5}].

### View Answer

_{cd}of column is given by f

_{cd}= [f

_{y}/ γ

_{m0}] / [φ + (φ

^{2}-λ

^{2})

^{0.5}], where f

_{y}is yield stress of material, φ is dependent on imperfection factor, λ is non dimensional effective slenderness ratio.

3. What is the value of imperfection factor for buckling class a?

a) 0.34

b) 0.75

c) 0.21

d) 0.5

### View Answer

4. If imperfection factor α = 0.49, then what is the buckling class?

a) a

b) c

c) b

d) g

### View Answer

5. The value of φ in the equation of design compressive strength is given by

a) φ = 0.5[1-α(λ-0.2)+λ^{2}].

b) φ = 0.5[1-α(λ-0.2)-+λ^{2}].

c) φ = 0.5[1+α(λ+0.2)-λ^{2}].

d) φ = 0.5[1+α(λ-0.2)+λ^{2}].

### View Answer

^{2}], where α is imperfection factor(depends on buckling class) and λ is non-dimensional effective slenderness ratio.

6. Euler buckling stress f_{cc} is given by

a) (π^{2}E)/(KL/r)^{2}

b) (π^{2}E KL/r)^{2}

c) (π^{2}E)/(KL/r)

d) (π^{2}E)/(KLr)^{2}

### View Answer

_{cc}is given by f

_{cc}= (π

^{2}E)/(KL/r)

^{2}, where E is modulus of elasticity of material and KL/r is effective slenderness ratio i.e. ratio of effective length, KL to appropriate radius of gyration, r.

7. What is the value of non dimensional slenderness ratio λ in the equation of design compressive strength?

a) (f_{y} /f_{cc})

b) √(f_{y} f_{cc})

c) √(f_{y} /f_{cc})

d) (f_{y} f_{cc})

### View Answer

_{y}/f

_{cc}) , where f

_{y}is yield stress of material and f

_{cc}= (π

^{2}E)/(KL/r)

^{2}, where E is modulus of elasticity of material and KL/r is effective slenderness ratio i.e. ratio of effective length.

8. The design compressive strength in terms of stress reduction factor is given by

a) Xf_{y}

b) Xf_{y} / γ_{m0}

c) X /f_{y} γ_{m0}

d) Xf_{y} γ_{m0}

### View Answer

_{cd}= Xf

_{y}/ γ

_{m0}, where X = stress reduction factor for different buckling class, slenderness ratio and yield stress = 1/ [φ + (φ

^{2}-λ

^{2})

^{0.5}], f

_{y}is yield stress of material and γ

_{m0}is partial safety factor for material strength.

9. The value of design compressive strength is limited to

a) f_{y} + γ_{m0}

b) f_{y}

c) f_{y} γ_{m0}

d) f_{y} / γ_{m0}

### View Answer

_{cd}= [f

_{y}/ γ

_{m0}] / [φ + (φ

^{2}-λ

^{2})

^{0.5}] ≤ f

_{y}/ γ

_{m0}i.e. f

_{cd}should be less than or equal to f

_{y}/ γ

_{m0}.

10. The compressive strength for ISMB 400 used as a column for length 5m with both ends hinged is

a) 275 kN

b) 375.4 kN

c) 453 kN

d) 382 kN

### View Answer

_{e}= 7846 mm

^{2}(from steel table) KL/r = 5000/28.2 = 177.3 h/bf = 400/140 = 2.82, t = 16mm Therefore, buckling class = b From table in IS code, f

_{cd}= 47.85MPa P

_{d}= A

_{e}f

_{cd}= 7846 x 47.85 = 375.43 kN.

## Set 4

1. What is shear lag effect?

a) the phenomenon of non uniform bending stress not due to influence of shear strain induced on bending stresses in flanges

b) the phenomenon of uniform bending stress not due to influence of shear strain induced on bending stresses in flanges

c) the phenomenon of uniform bending stress due to influence of shear strain induced on bending stresses in flanges

d) the phenomenon of non uniform bending stress due to influence of shear strain induced on bending stresses in flanges

### View Answer

2. As per IS 800:2007, shear lag effects in flanges may be disregarded for outstand elements if

a) b_{o} ≥ L_{0} / 20

b) b_{o} ≤ L_{0} / 20

c) b_{o} > L_{0} / 20

d) b_{o} = L_{0} / 10

### View Answer

_{o}≤ L

_{0}/ 20, where b

_{o}= width of flange outstand, L

_{0}= length between points of zero moment in the span.

3. As per IS 800:2007, shear lag effects in flanges may be disregarded for internal elements if

a) b_{i} ≤ L_{0} / 10

b) b_{i} ≤ L_{0} / 20

c) b_{i} > L_{0} / 10

d) b_{i} = L_{0} / 20

### View Answer

_{i}≤ L

_{0}/ 10, where b

_{i}= width of internal element, L

_{0}= length between points of zero moment in the span.

4. Shear lag effect depends on

a) material of beam

b) width of beam only

c) width-to-span ratio

d) cost

### View Answer

5. Which of the following is true?

a) point load causes less shear lag than uniform load

b) point load causes more shear lag than uniform load

c) point load causes half times the shear lag than uniform load

d) point load causes equal shear lag as uniform load

### View Answer

6. The moment capacity of plastic section for V > 0.6V_{d} is given by

a) M_{dv} = M_{d} – β(M_{d} – M_{fd})

b) M_{dv} = M_{d} + β(M_{d} – M_{fd})

c) M_{dv} = M_{d} – β(M_{d} + M_{fd})

d) M_{dv} = M_{d} + β(M_{d} + M_{fd})

### View Answer

_{d}is given by M

_{dv}= M

_{d}– β(M

_{d}– M

_{fd}), where M

_{d}= plastic design moment of whole section disregarding high shear force effect but considering web buckling effect, M

_{fd}= plastic design strength of area of cross section excluding shear area, considering partial safety factor γ

_{m0}, β is constant.

7. The value of β in equation of moment capacity of plastic section for V > 0.6V_{d} is given by

a) ([V_{d}/V] -1)^{2}

b) (2[V_{d}/V] +1)^{2}

c) (2[V_{d}/V] -1)^{2}

d) (2[V_{d}/V] -1)

### View Answer

_{d}is given by β = (2[V

_{d}/V] -1)

^{2}, where V

_{d}= design shear strength as governed by web yielding or web buckling, V = factored applied shear force.

8. The check for moment capacity of plastic section for V > 0.6V_{d} is given by

a) M_{dv} ≥ 1.2Zef_{y}/γ_{m0}

b) M_{dv} ≤ 1.2Zef_{y}/γ_{m0}

c) M_{dv} > 1.2Zef_{y}/γ_{m0}

d) M_{dv} = 2.2Zef_{y}/γ_{m0}

### View Answer

_{d}is given by M

_{dv}≤ 1.2Zef

_{y}/γ

_{m0}, where Z

_{e}= elastic section modulus of whole section, f

_{y}= yield stress of material, γ

_{m0}= partial safety factor.

## Set 5

1. Which IS Code is used for design loads for buildings and structures for wind load?

a) IS 456

b) IS 875 Part 3

c) IS 500

d) IS 1280

### View Answer

2. IS Code gives basic wind speed averaged over a short interval of ______

a) 10 seconds

b) 20 seconds

c) 5 seconds

d) 3 seconds

### View Answer

3. Positive sign of pressure coefficient indicates ______________

a) pressure acting towards the surface

b) pressure acting away the surface

c) pressure acting above the surface

d) pressure acting below the surface

### View Answer

4. Which of the following relation is correct for pressure coefficient?

V_{p} = Actual wind speed at any point on structure at height corresponding to V_{z} (design wind speed)

a) [1+(V_{p}/V_{z})^{2}].

b) [1+(V_{z}/V_{p})^{2}].

c) [1-(V_{z}/V_{p})^{2}].

d) [1-(V_{p}/V_{z})^{2}].

### View Answer

5. What is return period?

a) number of years, the reciprocal of which gives the probability of extreme wind exceeding given wind speed in any one year

b) number of years, the reciprocal of which gives the probability of extreme wind less than given wind speed in any one year

c) number of years, the reciprocal of which gives the probability of mild wind exceeding given wind speed in any one year

d) number of years, the reciprocal of which gives the probability of mild wind less than given wind speed in any one year

### View Answer

6. Wind Pressure at any height of structure does not depend on _______

a) velocity and density of air

b) angle of wind attack

c) topography of ground surface

d) material of structure

### View Answer

7. Which of the following relation is correct for design wind speed (V_{z}) and basic wind speed (V_{b}) ?

a) V_{z} ∝ V_{b}^{2}

b) V_{z} ∝ 1/V_{b}^{2}

c) V_{z} ∝ V_{b}

d) V_{z} ∝ 1/V_{b}

### View Answer

_{z}= k

_{1}k

_{2}k

_{3}V

_{b}, where k

_{1}=probability factor(risk coefficient), k

_{2}=terrain, height and structure size factor, k

_{3}=topography factor.

8. Calculate design wind speed for a site in a city with basic wind speed of 50 m/s, risk coefficient =1, topography factor = 1, terrain is with closely spaced buildings and height of building (class A) = 15m.

a) 40 m/s

b) 48.5 m/s

c) 50 m/s

d) 52.5 m/s

### View Answer

_{b}= 50m/s, k

_{1}= 1, k

_{3}= 1, for terrain with closely spaced buildings, height of building=15m, class A : k

_{2}=0.97 (from IS 875 Part 3) V

_{z}= k

_{1}k

_{2}k

_{3}V

_{b}= 1×0.97x1x50 = 48.5 m/s.

9. Which of the following relation between design pressure, pz and design wind speed, Vz is correct?

a) p_{z} ∝ V_{z}^{2}

b) p_{z} ∝ 1/V_{z}^{2}

c) p_{z} ∝ V_{z}

d) p_{z} ∝ 1/V_{z}

### View Answer

_{z}= 0.6V

_{z}

^{2}, where p

_{z}is in N/m

^{2}and V

_{z}is in m/s. 0.6 factor depends on number of factors and mainly on atmospheric pressure and air temperature.

10. Calculate the design wind pressure if the basic wind speed is 44 m/s, risk coefficient is 1, topography factor is 1, terrain is with closely spaced buildings and height of building(class A) = 20m .

a) 1285 N/m^{2}

b) 1580 N/m^{2}

c) 1085 N/m^{2}

d) 1185 N/m^{2}

### View Answer

_{b}= 44m/s, k

_{1}= 1, k

_{3}= 1, for terrain with closely spaced buildings, height of building=20m, class A: k

_{2}=1.01 (from IS 875 Part 3) V

_{z}= k

_{1}k

_{2}k

_{3}V

_{b}= 1×1.01x1x44 = 44.44 m/s p

_{z}= 0.6Vz2 = 0.6x(44.44)2 = 1184.95 N/m

^{2}.

11. What is the partial safety factor for combination of DL+LL for limit state of strength, where DL=Dead load, LL=imposed load?

a) 1.2

b) 1.0

c) 0.8

d) 1.5

### View Answer

12. Which of the following load combination is not possible?

a) Dead load + imposed load + wind load

b) Dead load + imposed load + earthquake load

c) Dead load + wind load + earthquake load

d) Dead load + imposed load

### View Answer

13. What is the partial safety factor for dead load in combination of DL+LL+WL/EL for limit state of serviceability, where DL=Dead load, LL=imposed load , WL=wind load, EL=earthquake load ?

a) 1.0

b) 0.8

c) 1.5

d) 1.2

### View Answer

14. What is the partial safety factor for dead load in combination of DL+ WL/EL for limit state of serviceability, where DL=Dead load, WL=wind load, EL=earthquake load ?

a) 1.0

b) 1.5

c) 1.2

d) 0.8

### View Answer

15. What is the partial safety factor for imposed load in combination of DL+LL+AL , where DL=Dead load, WL=wind load, AL=Accidental load ?

a) 1.0

b) 0.5

c) 0.4

d) 0.35