1997

SD

Q- IS 459-1978 recommends to provide certain minimum steel in RCC beam to

A) Ensure compression failureB) Avoid rupture of steel in case a flexural failure occursC) Hold stirrup steel in positionD) Provide enough ductility to beam.

Q- Permissible bending tensile stress in high yield strength deformed bars of grade 415 N/mm2 in a beam is

A) 190 N/mm2B) 230 N/mm2C) 140 N/mm2D) None of above

Q- Maximum size of fillet weld for plaate of square edge is

A) 1.5 mm less than the thickness of plate.B) One half of thickness of plate.C) Thickness of plate itselfD) 1.5 mm more than thickness of plate

Q- Factor of satety adopted by IS 800-1984 while arriving at permissible stress in axial compression is

A) 2B) 1C) 1.67D) 1.5

Q- Effective length of a rafter member between two nodes at distance L, perpendicular to plane of truss is

A) 2LB) 0.85C) 1.5D) L

Q- Allowable average shear stress in an unstiffened web for beams made of steel of grade 250 N/mm2 is

A) 250 N/mm2B) 165 N/mm2C) 150 N/mm2D) 100 N/mm2

Q- A compound steel column consisting of 2 ISHB 400 placed at 320 mm centres, carries a total axial load 2500 kN. Minimum slenderness ratio of compound column is 30. Width of flange of one ISHB section is 250mm and its min radius of gyration is 51.6 mm. Design a suitable single flat lacing. 20mm diameter single rivet is used to connect the lacing to column. Rivet capacity need not be calculated. The following table may be used.

Slenderness ratio Permissible compressive stress N/mm2100 80110 71120 64130 57140 51150 45

1998

SD

Q-Maximum permissible deflection for gantry gride spanning over 6m, on which an EOT(electric overhead travelling) crane of capacity 200 kN is operating is

A) 8mmB) 10mmC) 12mmD) 18mm

Q- An ISMS 400 with flange width of 140 mm is subjected to an axial compressive load of 750 kN. Design the slab base resing on concrete of grade M15. The slab base available are 600 x 350 x 20 mm, 650 x 325 x 280 mm and 700 x 2300x32 mm. Select one of those.

Q- The steel portal frame shown in fig is subjected to an imposed service load of 15kN. Compute the required plastic moment capacity of the members. All the members are of same cross section. Draw the collapse mode.

1999

SD

Q- For fixed beam with span L, having plastic moment capacity of Mp , The ultimate central concentrated load will be,

A) 4 Mp/LB) Mp/8LC) 6 Mp/LD) 8Mp/L

Q- In reinforced concrete, pedestal is defined as compression member, whose effective length length does not exceed its dimension by

A) 12 timesB) 3 timesC) 16 timesD) 8 times

Q- A steel beam supporting loads from the floor slab as well as from wall is termed as

A) Stringer beamB) Lintel beamC) Spandrel beamD) Header beam

Q- The problem of lateral buckling can arise only those steel beams which have

A) Moment of inertial about the bending axis larger than otherB) Moment of Ineria about the bending axis smaller than other.C) Fully supported compression flangeD) None of these.

Q- Shape factor of section shown in fig is

A) 1.5B) 1.12C) 2D) 1.7

Q- Two steel plates each of width 150 mm and thickness 10mm are connected with three 20 mm diameter rivets placed in zig-zag pattern. The pitch of rivets is 75 mm and gauge is 60 mm. If the allowable tensile stress is 150 Mps, the maximum tensile force that joint can withstand is

A) 195.66 kNB) 195 kNC) 192.75 kND) 225 kN

Q- Two wheels, placed at a distance of 2.5 m apart, with load of 200 kN on each of them are moving on a simply supported girder (I-section) of span 6m. The top and bottom flanges of I-section are of 200 x 20 mm and the size of web plate is 800 x 6 mm. If the allowable and average shear stresses are 110 MPa, 165 Mpa and 100 Mpa respectively, check the adequacy of section against bending and shear stresses.(self- weight of girder, may be neglected.)

2000

SD

Q- A cantilever beam of length L and a cross section with shape factor f supports a concentrated load P as shown below:

The length Lp of plastic zone, when the maximum bending moment, equals the plastic moment Mp, given by Lp/L is

A) 1/fB) L(1-f)C) 1-(1/(f^0.5))D) 1-(1/f)

Q- a 12 mm bracket plate is connected to column flange as shown. The bracket transmits a load of W = 200 kN to column flange. A 10mm fillet weld is provided along AB ,BC and CD. If e =350 mm, b=200 mm and d=650 mm, Verify if size of the weld provide is adequate. Allowable shearing stress in fillet weld can be taken to be 108 MPa.

2001

SD

Q- Identify Most efficient but joint (with double cover plates) for a plate in tension from patterns (plan views) shown below, each comprising 6 identical bolts with same pitch and gauge.

Q- With reference to plane frame shown below, sketch four possible failure mechanisms, clearly marking the plastic hinge locations and mode of failure in each case. For the case of the combined mechanism, derive an expression for the collapse load W in terms of plastic moment capacity Mp ( assumed to be constant at all sections) and dimension L.

Q The relevant cross sectional details of a compound beam comprising a symmetric I-section and a channel section ( with welded connections), proposed for a steel gantry girder, are given below ( all dimensions in mm),

(a) Determine the depth of centroidal axis y and second moments of area, Ixx and Iyyeff of the compound section. For computing section Iyyeff include the full contribution of channel section, but onlu=y the top flange of I-section.

(b) Determine the maximum compressive stress that develops at a top corner location on account of a vertical bending moment of 550 kNm, combined with horizontal bending moment of 15 kNm.

2002

SD

Q- When designing steel structures, one must ensure that local buckling in webs does not take place. This check may not be very critical when using rolled steel section because,

A) Quality control at the time of manufacture of rolled sections is very good.B) Web depths available are smallC) Web stifferners are in-built in rolled sectionsD) Depth to thickness ratios (of the web) are appropriately adjusted.

Q- An ISMB 500 is used as beam in a multi-storey construction. From the view point of structural design, it can be considered to be lateral restrained when,

A) The tension flange is Laterally restrained.B) The compression flange is laterally restrainedC) The web is adequately stiffened.D) Conditions A and C are met.

Q- ISA 100x100x10mm (cross sectional area = 1908 mm2) serves as tensile member. This angle is welded to gusset plate along A and B appropriately as shown. Assuming the yield strength of steel to be 260 N/mm2 the tensile strength of this member can be taken to be approximately,

A) 500 kNB) 300 kNC) 225 kND) 375 kN

Q- ISA 100x100x10mm (cross sectional area = 1908 mm2) is welded along A and B such that length of weld along A and B are I1 and I2 respectively. Which of the following is possibly acceptable combination of I1 and I2.

A) 60 mm and 150 mmB) 150 mm and 60 mmC) 150 mm and 150 mmD) Any of above, depending on size of weld.

Q- Give reasons for following in not more than 20 words

A) A maximum permissible distance between lacings and battens in steel columns is usually specified.

B) It is sometimes preferable to have unequal flange angles with longer legs horizontal in plate girder.

C) If two channels sections need to be used as a steel column, they may be connected ‘face-to face’ rather than ‘back to back’

D) It is sometimes preferred to have a small gap between the web and flange plate in plate girder.

E) A maximum permissible ‘Outstand may be specified for flanges in built up sections

Q- Calculate shape factor for the T-section shown in following fig made of two plates 100 x 10 mm. what will be the load factor if permissible stress in bending is only 2/3of the yield stress(σy)

Q- Give reasons for following-

(a) A max permissible distance between ties in reinforced concrete columns is usually specified.(b) A concrete mix is targeted to give higher compressive strength than the required characteristic strength.(c) In the limit state design of reinforced concrete beams, it is a requirement that max strain in tension

reinforcement in section at failure is not less than a given value.(d) In the case of slabs running over supports, reinforcement needs to be provided on the top in the

neighborhood of supports.(e) The load carrying capacity of an RC column with appropriate helical reinforcement can be taken to be

slightly higher than that having lateral ties.

2003

SD

Q- The working stress method of design specifies the value of modular ratio, m= 280/(3σcbc), where σcbc is allowable stress in bending compression concrete. To what extent does the above value of m make any allowance for creep of concrete?

A) No compensationB) Full compensationC) Partial compensationD) The two are unrelated

Q- In the design of lacing system for a built up steel column, the max allowable slenderness reatio of lacing bar is

A) 120B) 145C) 180D) 250

Q- Which of following elements of pitched roof industrial steel building primarily resists lateral load parallel to ridge?

A) BracingsB) PurlingsC) TrussD) Columns

Q- A steel portal frame has dimensions, plastic moment capacities and applied loads as shown in figure. The vertical load is always twice of the horizontal load. The collapse load P required for development of a beam mechanism is

A) 3Mp/LB) 4Mp/LC) 6Mp/LD) 8Mp/L

Q- Group 1 contains some elements in design of simply supported plate girder and Group 2 gives some qualitative locations on girder. Match items of two lists as per good design practice and relative codal provisions.

Group 1

P) Flange splice

Q) web splice

R) bearing stiffeners

S) Horizontal stiffeners.

Group 2

1. At supports(min)2. Away from centre of span3. Away from support4. In middle of span5. Longitudinally somewhere in compression flange

Codes

Option P Q R SA 2 3 1 5B 4 2 1 3C 3 4 2 1D 1 5 2 3

Q- A truss tie consisting of 2 ISA 75 x 75x 8 mm carries a pull of 150 kN. At ends the two angles are connected, one each on either side of 10 mm thick gusset plate, by 18mm diameter rivets arranged in one row. The allowable stresses in rivet are Fs = 90 N/mm2 and Fbr = 250 N/mm2.

Q- Max tensile stress in tie in N/mm2 is

A) 93.6B) 87.5C) 77.2D) 66

Q- Min number of rivets required at each end is

A) 2B) 3C) 4D) 5

2004

SDQ- Rivet value is defined as

A) Lesser of the bearing strength of rivet and shearing strength of rivet B) Lesser of bearing strength of rivet and tearing strength of thinner plateC) Greater of the bearing strength of rivet and shearing strength of rivet D) Lesser of shearing strength of rivet and tearing strength of thinner plate

Q- In a plate girder, the web plate is connected to the flange plates by fillet welding. The size of fillet welds is designed to safely resist

A) The bending stresses in flangesB) The vertical shear force at sectionC) The horizontal shear force between the flanges and web plateD) The forces causing buckling in web.

Q- A moment M of magnitude 50 kN-m is transmitted to column flange through a bracket by using four 20 mm diameter rivets as shown in fig.

Shear force induced in rivet A is

A) 250 kNB) 175.8 kNC) 125 kND) 88.4 kN

Q- Two equal angles ISA 100 mmx 100 mm of thickness 10 mm are placed back to back and connected to either side of gusset plate through a single row of 16 mm diameter rivets in double shear. The effective areas of connected unconnected legs of each of these angles are 775 mm2 and 950 mm2 respectively. If these angles are not tackriveted, net effective area of this pair of angles is

A) 3650 mm2B) 3450 mm2C) 3076 mm2D) 2899 mm2

Q- A strut in a steel truss is composed of two equal angles ISA 150 x 150 mm of thickness 100 connected back to back to the same side of a gusset plate. The cross sectonal area of each angle is 2921 mm2 and moment of inertia (Ixx=Iyy) is 6335000 mm4. The distance of centroid of the angle from its surface (Cx=Cy) is 40.8 mm. The min radius of gyration of strut is

A) 93.2 mmB) 62.7 mm

C) 46.6 mmD) 29.8 mm

Q- A square slab base of are 1m2 is provided for a column made of two rolled channel sections. The 300 x 300 mm column carries an axial compressive load 200 kN. The line of action of load passes through the centroid of column sections as well as of the slab base. The permissible bending stress in slab base. The permissible bending stress in the slab base 185 MPa. The required min thickness of slab is

A) 110mmB) 89 mmC) 63 mmD) 55 mm

Q- A propped cantilever of span L is carrying a vertical concentrated load acting at mid span. The plastic moment of section Mp. The magnitude of collapse load is

A) 8Mp/LB) 6Mp/LC) 4Mp/LD) 2Mp/L

2005

SD

Q- The permissible stress in axial tension sst in steel member on the net effective area of the section shall not exceed the following value (fy is the yield stress)

(A) 0.80fy

(B) 0.75fy

(C) 0.60fy

(D) 0.50fy

Q- The components of strain tensor at a point in the plane strain case can be obtained by measuring longitudinal strain in following directions.

(A) Along any two arbitrary directions

(B) Along any three arbitrary directions

(C) Along two mutually orthogonal directions

(D) Along any arbitrary direction

Q- An unstiffened web I section is fabricated from a 10mm thick plate by fillet welding as shown in the figure. If yield stress of steel is 250MPa, the maximum shear load that section can take is

(A) 750kN

(B) 350kN

(C) 337.5kN

(D) 300kN

Q- A fillet-welded joint of 6mm size is shown in the figure. The welded surfaces meet at 60-90 degree and permissible stress in the fillet weld is 108MPa. The safe load that can be transmitted by the joint is

(A) 162.7kN

(B) 151.6kN

(C) 113.4kN

(D) 109.5kN

2006

SD

Q-In design of welded tension members, consider following statements:

1) The entire cross sectional area of connected leg is assumed to contribute to the effective area in case of angles

2) Two angles back to back and tack welded as per the codal requirements may be assumed to behave as tee section.

3) A check on slenderness ration may be necessary in some cases.

True statements are

A) Only 1 and 2B) Only 2 and 3C) Only 1 and 3D) 1,2 and 3

Q- Consider following statements:

1) Effective length of a battened column is usually increased to account for the additional load on battens due to lateral expansion of columns.

2) As per IS 800-1984, permissible stress in bending compression depends on both euler buckling stress and yield stress of steel

3) As per IS 800-1984, the effective length of a column effectively held in position at both ends but not restrained against rotation, is taken to be greater than that in the ideal end conditions.

The true statements are

A) Only 1 and 2B) Only 2 and 3C) Only 1 and 3D) 1,2 and 3

Q- When the triangular section of a beam as shown below becomes a plastic hinge, the compressive force acting on the section (σy denoting the yield stress) becomes

A) bhσy/4B) 2bhσy/9

C) bhσy/2D) bhσy/3

Q- Consider following statements:

1) The width to thickness ratio limitations on the plate elements under compression in steel members are imposed by IS 800-1984 in order to avoid fabrication difficulties.

2) In a doubly reinforced concrete beam, the strain in compressive reinforcement is higher than strain in adjoining concrete.

3) If a cantilever I-section supports slab construction all along its length with sufficient friction between them, the permissible bending stress in compression will be the same as that in tension.

The true statements are

A) Only 1 and 2B) Only 2 and 3C) Only 1 and 3D) 1,2 and 3

2007

CT

Qn- Consider the following statements:

I. Modulus of elasticity of concrete increases with increase in compressive strength of concrete.

II. Brittleness of concrete increases with decrease in compressive strength of concrete.

III. Shear strength of concrete increases with increase in compressive strength of concrete.

The TRUE statements are

(a) II and III

(b) I, II and III

(c) I and II

(d) I and III

2008

CT

Qn- A reinforced concrete structure has to be constructed along a sea coast. The minimum grade of concrete to be used as per IS: 456-2000 is

(A) M 15

(B) M 20

(C) M 25

(D) M 30

Qn- A combined value of flakiness and elongation index is to be determined for a sample of aggregates. The sequence in which the two tests are conducted is

(A) Elongation index test followed by flakiness index test on the whole sample. (B) Flakiness index test followed by elongation index test on the whole sample. (C) Flakiness index test followed by elongation index test on the non-flaky aggregates. (D) Elongation index test followed by flakiness index test on non-elongated aggregates.

Qn- In the design of a reinforced concrete bean the requirement for bond is not getting satisfied. The economical option to satisfy the requirement for bond is by

(A) Bundling of bars

(B) Providing smaller diameter bars more in number

(C) Providing larger diameter bars less in number

(D) Providing same diameter bars more in number

2012

SD

Q - As per IS 456:2000, in the Limit State Design of a flexural member, the strain in reinforcing bars

under tension at ultimate state should not be less than

A. fyEs

B. fyEs

+ 0.002

C. fy

1.15Es

D. fy

1.15Es + 0.002

Q - In a steel plate with bolted connections, the rupture of the net section is a mode of failure under

(A) tension

(B) compression

(C) flexure

(D) shear

Q - The ratio of the theoretical critical buckling load for a column with fixed ends to that of another

column with the same dimensions and material, but with pinned ends, is equal to

(A) 0.5

(B) 1.0

(C) 2.0

(D) 4.0

2013

SD

Question - As per IS 800:2007, the cross-section in which the extreme fiber can reach the yield stress, but cannot develop the plastic moment of resistance due to failure by local buckling is classified as

(A) plastic section

(B) compact section

(C) semi-compact section

(D) slender section

Question - The creep strains are

(A) caused due to dead loads only

(B) caused due to live loads only

(C) caused due to cyclic loads only

(D) independent of loads

Question - As per IS 456:2000 for M20 grade concrete and plain barsin tension the design bond stress

τbd= 1.2 MPa.Further, IS 456:2000 permits this design bond stress value to be increased by 60 %

for HSD bars. The stress in theHSDreinforcing steel barsin tension, σs=360Mpa. Find the

required development length,Ld, for HSD barsin terms of the bar diameter, Φ= __________

Question - A symmetric I-section (with width of each flange = 50 mm, thickness of each flange = 10 mm,

depth of web = 100 mm, and thickness of web = 10 mm) of steel is subjected to a shear force of

100 kN. Find the magnitude of the shear stress(in N/mm2 in the web at its junction with the top

flange. ______

Question – Two steel columns P (length L and yield strength fy= 250 Mpa) and Q (length 2L and yield

Strength fy= 500 Mpa) have the same cross-sections and end-conditions. The ratio of buckling

Load of column P to that of column Q is:

(A) 0.5

(B) 1.0

(C) 2.0

(D) 4.0