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INDIABIX > Steel design > Flashcards

Steel design Flashcards

1
Q

For determination of allowable stress in axial compression, Indian Standard Institution has adopted

[A].	Euler's formula
[B].	Rankine formula
[C].	Engesser formula
[D].	Secant formula	@
[E].	Perry Robertson formula.
A
  1. Secant formula was used in earlier version of IS:800 prior to 1984.
  2. IS:800-1984 recommended Merchant-Rankine formula.
  3. IS:800-2007 recommend the Perry Roberston formula (see clause 7.1.2.1, pg no-34 of IS:800-2007).
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2
Q

According to IS : 800 - 71, the minimum thickness of a vertically stiffened web plate, shall not be less than

A

B is correct.

No stiffeners are provided if the web is more than d/85.

Vertical stiffeners are provided if the web is less than d/85 but more than d/200.

Vertical +1horizontal stiffeners are provided if the web is more than d/200 but less than d/250 (in this case this 1 horizontal stiffener is usual to place at 2/5th of the depth of neutral axis from the compression flange).

Vertical +2 horizontal stiffeners are provided if the web is less than d/250 (in this case this 2nd horizontal stiffener is usually placed at neutral axis).

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3
Q

A fillet weld may be termed as

[A]. mitre weld
[B]. concave weld
[C]. convex weld
[D]. all the above. @

A

Mitre weld - Hypotenus of weld is in straight line.

Concave weld - Hypotenus of weld will be concave shape.

Convex weld - Hypotenus of weld will be in convex shape.

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4
Q

The minimum edge distance of a rivet line connecting two or more plates, is kept equal to 37 mm plus (where t is the thickness in mm of the thinner outside plate).

[A].	2 t
[B].	4 t	@
[C].	6 t
[D].	8 t
[E].	10 t
A

By is 800:2007 clause 10.2.4.3 e max is 40mm + 4t.

Max gauge length is 100 + 4t or 200.
Max edge 12 (τ).
Max edge for corrosion 40 + 4t.

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5
Q

If d is the distance between the flange angles, the vertical stiffeners in plate girders are spaced not greater than

[A]. d
[B]. 1.25 d
[C]. 1.5 d @
[D]. 1.75 d

A

Yes, sir right as per design criteria of vertical stiffener minimum spacing 0.33d &max 1.5d.

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6
Q

The thickness t of a single flat lacing should not be less than

[A]. 1/30 th length between inner end rivets
[B]. 1/40 th length between inner end rivets @
[C]. 1/50 th length between inner end rivets
[D]. 1/60 th length between inner end rivets
[E]. none of these.

A

1/40 for single lacing and 1/60 for double lacing.

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7
Q

The spans are considered approximately equal if the longest span does not exceed the shortest span by more than

[A]. 5%
[B]. 10%
[C]. 15% @
[D]. 20%

A

The spans are considered approximately equal if the longest span does not exceed the shortest span by more than

[A]. 5%
[B]. 10%
[C]. 15% @
[D]. 20%

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8
Q

If the depth of the section of an upper column is smaller than the lower column

[A]. filler plates are provided with column splice
[B]. bearing plates are provided with column splice
[C]. neither filler plates nor bearing plates are provided with column splice
[D]. filler plates and bearing plates are provided with column splice @
[E]. none of these.

A

If the thickness of the upper plate is slightly less than the lower plate then we use a filler plate.

But when upper plate thinner & not able to take them in that case we use a bearing plate.

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9
Q

The permissible bearing stress in steel, is

[A].	1500 kg/cm2
[B].	1890 kg/cm2	@
[C].	2025 kg/cm2
[D].	2340 kg/cm2
[E].	2250 kg/cm2
A

0.75 fy = 0.75 * 250 = 1890 (approx).

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10
Q

When a load is transferred through one surface to another surface in contact, the stress is known as

[A].	tensile stress
[B].	compressive stress
[C].	shearing stress
[D].	working stress
[E].	none of these.	@
A

Answer : Bearing stress.

Bearing stress is defined as the stress that results from the contact of two members.

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11
Q

For steel members not exposed to weather, the thickness of steel should not be less than

[A]. 4.5 mm
[B]. 6 mm @
[C]. 8 mm
[D]. 10 mm

A

The number is primary or secondary type if it is not given how we can say that it is 6 mm or 4.5 mm if the member is main member then given an answer is correct and if the member secondary then correct answer will be 4.5 mm.

Exposed to weather and inaccessible = 8mm.
Exposed to weather and accessible = 6mm.

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12
Q

The beams supporting the steps of a stair are generally known as

[A]. headers
[B]. trimmers
[C]. stringers @
[D]. spandrel beams.

A

stringer = central beam in stair

sprendel beam = take load of slabs and pass to column

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13
Q

If the slenderness ratio is greater than 160, the allowable stress in axial compression is multiplied by a factor (1.2 - (l/xy) where x is

[A].	200
[B].	400
[C].	600
[D].	800	@
[E].	1000
A

If the slenderness ratio is greater than 160, the allowable stress in axial compression is multiplied by a factor (1.2 - (l/xy) where x is

[A].	200
[B].	400
[C].	600
[D].	800	@
[E].	1000
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14
Q

If d is the distance between the flange angles, the vertical stiffeners in plate girders without horizontal stiffeners, are spaced at a distance not less than

[A]. 0.15 d
[B]. 0.22 d
[C]. 0.33 d @
[D]. 0.44 d

A

Max Spacing of vertical stiffners = 1.5d.

Min Spacing of vertical stiffners= 0.33d.

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15
Q

If W and L are the total superimposed load and the span of a plate girder in metres, the approximate self weight (W) of the girder, is taken as

A

The wt of bolted/riveted plate girder = WL/300.

For welded plate girders = WL/400.

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16
Q

The ratio of the span L of the filler joists to the depth d from the under side of the joist to the top of the structural concrete, should not exceed

[A].	60
[B].	45
[C].	35	@
[D].	25
[E].	20
A

35

17
Q

The effective length of a double angle strut with angles placed back to back and connected to both the sides of a gusset plate, by not less than two rivets, is

[A].	0.5 L
[B].	0.67 L
[C].	0.85 L	@
[D].	L
[E].	2 L
A

For strut,
Double angle placed back to back on opposite sides,
Leff=0.7L to 0.85L.

18
Q

To the calculated area of cover plates of a built-up beam, an allowance for rivet holes to be added, is

[A].	10%
[B].	13%	@
[C].	15%
[D].	18%
[E].	20%.
A

13%

19
Q

Allowable working stress corresponding to the slenderness ratio of double angles placed back to back and connected to one side of a gusset plate, is reduced to

[A].	50%
[B].	60%
[C].	70%
[D].	80%	@
[E].	40%
A

[D]. 80% @

20
Q

Cold driven rivets range from

[A].	6 to 10 mm in diameter
[B].	10 to 16 mm in diameter
[C].	12 to 22 mm in diameter	@
[D].	22 to 32 mm in diameter
[E].	none of these.
A

Cold driven rivets range from

[A].	6 to 10 mm in diameter
[B].	10 to 16 mm in diameter
[C].	12 to 22 mm in diameter	@
[D].	22 to 32 mm in diameter
[E].	none of these.
21
Q

For the economical design of a combined footing to support two equal column loads, the projections of beams in lower tier are kept such that bending moment under column is equal to

[A]. bending moment at the centre of the beam @
[B]. half the bending moment at the centre of the beam
[C]. twice the bending moment at the centre of the beam
[D]. none of these.

A

For the economical design of a combined footing to support two equal column loads, the projections of beams in lower tier are kept such that bending moment under column is equal to

[A]. bending moment at the centre of the beam @
[B]. half the bending moment at the centre of the beam
[C]. twice the bending moment at the centre of the beam
[D]. none of these.

22
Q

When plates are exposed to weather, tacking rivets are provided at a pitch in line not exceeding (where t is the thickness of the outside plate).

[A].	8 t
[B].	16 t	@
[C].	24 t
[D].	32 t
[E].	48 t
A

When plates are exposed to weather, tacking rivets are provided at a pitch in line not exceeding (where t is the thickness of the outside plate).

[A].	8 t
[B].	16 t	@
[C].	24 t
[D].	32 t
[E].	48 t
23
Q

The side thrust T on the tie rods provided at the end beam of jack arch of rise R, is calculated from the formula

A

WL /8R

24
Q

When the depth of a plate girder is at least n times the depth of vertical leg of the flange angles, the girder is known as deep plate girder, if n is

[A].	2
[B].	4
[C].	6
[D].	8	@
[E].	10
A

When the depth of a plate girder is at least n times the depth of vertical leg of the flange angles, the girder is known as deep plate girder, if n is

[A].	2
[B].	4
[C].	6
[D].	8	@
[E].	10
25
Q

The greatest permissible clear dimension of the web of thickness t in the panel of a plate girder, is restricted to

[A].	180 t
[B].	220 t
[C].	230 t
[D].	260 t
[E].	270 t	@
A

The greatest permissible clear dimension of the web of thickness t in the panel of a plate girder, is restricted to

[A].	180 t
[B].	220 t
[C].	230 t
[D].	260 t
[E].	270 t	@
26
Q

As per ISI, rolled steel beam sections are classified into

[A]. two series
[B]. three series
[C]. four series
[D]. five series. @

A

Rolled steel beam sections mean, I sections.

Five series of rolled steel I section is manufactured in India.

(A) ISJB - INDIAN STANDARD JUNIOR BEAMS.
(B) ISLB - INDIAN STANDARD LIGHT BEAMS.
(C) ISMB - INDIAN STANDARD MEDIUM BEAMS.
(D) ISHB - INDIAN STANDARD HEAVY BEAMS.
(E) ISWB - INDIAN STANDARD WIDE FLANGED BEAMS.
27
Q

The size of a butt weld is specified by the effective throat thickness which in the case of incomplete penetration, is taken as

[A].	 of the thickness of thicker part
[B].	 of the thickness of thicker part
[C].	 of the thickness of thinner part
[D].	 of the thickness of thinner part	@
[E].	none of these.
A

The effective throat thickness in case of incomplete penetration butt weld is taken as 7/8th of the thickness of the thinner part joined.

But for the purpose of stress calculation, a required effective throat thickness not exceeding 5/8th of the thickness of thinner part joined should be used.

28
Q

Length of an outstanding leg of a vertical stiffener, may be taken equal to

[A]. th of clear depth of the girder plus 15 mm
[B]. th of clear depth of the girder plus 20 mm
[C]. 1/25th of clear depth of the girder plus 25 mm @
[D]. th of clear depth of the girder plus 50 mm
[E]. th of clear depth of the girder plus 50 mm.

A

[C]. 1/25th of clear depth of the girder plus 25 mm @

29
Q

Modified moment of inertia of sections with a single web, is equal to moment of inertia of the section about Y-Y axis at the point of maximum bending moment and is multiplied by the ratio of

[A]. area of compression flange at the minimum bending moment to the corresponding area at the point of maximum bending moment
[B]. area of tension flange at the minimum bending moment of the corresponding area at the point of maximum bending moment
[C]. total area of flanges at the maximum bending moment to the corresponding area at the point of maximum bending moment @
[D]. none of these.

A

Modified moment of inertia of sections with a single web, is equal to moment of inertia of the section about Y-Y axis at the point of maximum bending moment and is multiplied by the ratio of

[A]. area of compression flange at the minimum bending moment to the corresponding area at the point of maximum bending moment
[B]. area of tension flange at the minimum bending moment of the corresponding area at the point of maximum bending moment
[C]. total area of flanges at the maximum bending moment to the corresponding area at the point of maximum bending moment @
[D]. none of these.

30
Q

For a cantilever beam of length L continuous at the support and unrestrained against torsion at the support and free at the end, the effective length l is equal to

[A].	l = L
[B].	l = 2L
[C].	l = 0.5L
[D].	l = 3L	@
[E].	l = 3.5L
A

Effective length of compression flanges depending on end conditions
ends of compression flange unrestrained = L
ends of compression flange partially restrained = 0.85L
ends of compression flange fully restrained = 0.7 L

cantilevers

-built in support, free at end = 0.85L
-built in support, restrained against torsion at end by continuous construction = 0.75L
-built in support, restrained against torsion at end by cross members over several beams = 0.5L
- continuous and unrestrained against torsion at support and free at end = 3L
- continuous and partially restrained against torsion at support and free at end = 2L
continuous and restrained against torsion at support and free at end = L

31
Q

The least permissible clear dimension of the web of thickness t in the panel of a plate girder, is restricted to

[A].	150 t
[B].	160 t
[C].	170 t
[D].	180 t	@
[E].	200 t
A

The least permissible clear dimension of the web of thickness t in the panel of a plate girder, is restricted to

[A].	150 t
[B].	160 t
[C].	170 t
[D].	180 t	@
[E].	200 t
32
Q

A beam may be designed as a cased beam if

[A]. section is of double open channel form with the webs not less than 40 mm apart
[B]. overall depth and width of the steel section do not exceed 750 and 450 mm respectively.
[C]. beam is solidly encased in concrete with 10 mm aggregate having 28 days strength 160 kg/cm2
[D]. width of the solid casing is kept at least 100 mm more than the width of the steel flange and having a concrete cover of 50 mm
[E]. all the above. @

A

A beam may be designed as a cased beam if

[A]. section is of double open channel form with the webs not less than 40 mm apart
[B]. overall depth and width of the steel section do not exceed 750 and 450 mm respectively.
[C]. beam is solidly encased in concrete with 10 mm aggregate having 28 days strength 160 kg/cm2
[D]. width of the solid casing is kept at least 100 mm more than the width of the steel flange and having a concrete cover of 50 mm
[E]. all the above. @

33
Q

The minimum width B of a solid casing for a cased beam, is equal to

[A].	B = b + 25 mm
[B].	B = b + 50 mm
[C].	B = b + 75 mm
[D].	B = b + 100 mm	@
[E].	B = b + 125 mm
A

I think the Cased beam is a combination of steel structural beam then encased with reinforced concrete. The minimum width B is the width of steel section flange plus 100mm.

34
Q

In factory buildings, the horizontal beams spanning between the wall columns supporting a wall covering, are called

[A]. stringers
[B]. trimmers
[C]. girts @
[D]. lintels.

A

In factory buildings, the horizontal beams spanning between the wall columns supporting a wall covering, are called

[A]. stringers
[B]. trimmers
[C]. girts @
[D]. lintels.

35
Q

Rise of a Jack arch is kept about

[A]. 1/2 to 1/3 of the span
[B]. 1/3 to 1/4 of the span
[C]. 1/4 to 1/8 of the span
[D]. 1/8 to 1/12 of the span. @

A

Rise of a Jack arch is kept about

[A]. 1/2 to 1/3 of the span
[B]. 1/3 to 1/4 of the span
[C]. 1/4 to 1/8 of the span
[D]. 1/8 to 1/12 of the span. @

36
Q

Compression members composed of two channels back-to-back and separated by a small distance are connected together by riveting so that the minimum slenderness ratio of each member between the connections, does not exceed

[A]. 40 @
[B]. 50
[C]. 60
[D]. 70

A

Yeah its the tracking rivets and either its 40 or 0.6 times the most unfavorable slenderness ratio of the strut as a whole.

INDIABIX (17 decks)

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