DARSHAN INSTITUTE OF ENGINEERING AND · PDF fileof 20 KN.m under factored loads from beam ISLB 350 to a column of ISHB 300. ... Height of rail section = 75 mm . DARSHAN INSTITUUTE

DARSHAN INSTITUUTE OF ENGINEERING AND TECHNOLOGY CIVIL ENGINEERING DEPARTMENT

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DARSHAN INSTITUTE OF ENGINEERING AND TECHNOLOGY

SUBJECT: STRUCTURAL DESIGN-II

TERM ASSIGNMENTS

INSTRUCTIONS

1. Prepare a sketch book for drawings which are necessary in

assignments.

2. In sketch book prepare detailed drawings.

3. All questions are necessary.

4. Sketch book should be with the file compulsory.


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ASSIGNMENT: 1

(LOADS AND LOADING STANDARDS)

Q.1 Enlist various types of loads expected to act on a structure and discuss wind load.

Q.2 Enlist various types of imposed loads on structure and describe any one.

Q.3 Explain effect of earthquake load on structure.

Q.4 Explain effect of wind load on structures.

Q.5 Discuss various load combinations for the design of steel structures.


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ASSIGNMENT: 2

(CONNECTIONS)

Q.1 Design suitable bolted web cleat connection for main beam ISMB 600 and two

secondary beams (coped beams) of size ISMB 400 (300 KN reaction due to factored

loads) and ISMB 300 (150 KN reactions due to factored loads). Use 20 mm diameter

bolts of 8.8 grade and steel grade 410 MPa.

Q.2 Find the maximum load inclined at 60° to the horizontal, which the bracket can

transmit, if five bolts of grade 8.8 and 20 mm diameter are used to connect 10 mm

thick plates to flange of column.

Q.3 Design a clip angle connection to transmit an end reaction of 210 KN and a moment

of 20 KN.m under factored loads from beam ISLB 350 to a column of ISHB 300. Use

bolts of 4.6 grade.

Q.4 Design a double angle framed welded connection to connect beam ISLB 400 to the

column ISHB 300 @ 576.8 N/m to transfer an end reaction of 200 KN (factored).

Q.5 Design stiffened seat angle connection for a factored reaction of 250 KN from beam

of ISMB 400 to the flange of column ISHB 200. Assume 410 grade steel and shop

welding.

Q.6 A bracket plate is attached to the flange of column ISHB 250 by 5 mm fillet weld as

shown in figure. Find the maximum factored load W carried by the bracket. Assume

site welding and steel Fe 410.

Fig. 2.1


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ASSIGNMENT: 3

(DESIGN OF INDUSTRIAL BUILDING)

Q.1 Enlist the various components of industrial building and draw the typical sketch of

industrial building and explain principal rafter.

Q.2 Draw the various types of roof truss using in industrial building.

Q.3 Determine dead load, live load, and wind load per panel point for the roof truss of

a workshop shed constructed at Ahmedabad for the following requirement.

I. Span of truss = 15 m

II. Spacing of truss = 4 m c/c

III. Rise of truss = 3 m

IV. Height of truss above G.L. = 20 m.

V. A.C.C. sheets @ 150 N/m2 are used as roof covering

VI. Assume weight of purlin and other fixtures = 120 N/m2 per plan area

VII. Total nos. of panels = 8

VIII. Opening of wall area = 10 %

IX. Probable life of roof truss = 25 years Terrain category = 3 and class = A

structures.

X. Topography = plain horizontal ground and upwind slope less than 3˚.

Q.4 Design an angle section for a purlin having 3.0 m span. It carries design load

(working) of 2.5 kN/m and supported on four supports. Angle of roof truss is 26°.

Take Fy = 250 MPa. (Similar Sept. 2013)

Q.5 Design a steel roof truss for the following data: Location: Ahmedabad, Span of roof truss : 14 m, Spacing of roof truss : 5 m, Pitch

: ¼ (A) Fix the configuration of truss (B) Compute DL, LL, WL at nodal points (C) Design purlin (D) Design principal rafter (E) Design main tie. Assume suitable data if necessary. (Similar May 2012, May 2014).


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SUBJECT: DESIGN OF STEEL STRUCTURE

ASSIGNMENT: 4

(DESIGN OF PLATE GIRDERS)

Q.1 Write short note on plate girder and enlist the application of plate girder.

Q.2 Write short note on buckling of web plate and explain the tension field

method.

Q.3 A simply supported welded plate girder of span 24 m is to be design to carry

uniform distributed service load of 50 KN/m along with two point loads each

of 240 KN acting at 8.0 m from each support. Design and detail the cross

section of the girder for the critical moment. Provide all required checks as

per IS provisions. (Dec 2015)

Q.4 Redesign the above example with intermediate stiffeners and not using

tension field action.

Q.5 Redesign the above example with intermediate stiffeners utilising tension field action.


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ASSIGNMENT: 5

(DESIGN OF GANTRY GIRDERS)

Q.1 Give the basic introduction about gantry girders and draw the sketch of gantry

girders.

Q.2 Enlist and explain various load acting on gantry girders.

Q.3 Design an appropriate section for a gantry girder for the following requirements.

I. Span of the gantry girder: 7.5 m

II. Span of the crane: 15 m

III. Crane capacity: 200 KN

IV. Self-weight of the crane girder excluding trolley: 200 kN.

V. Self-weight of the crab: 40 KN

VI. Minimum hook approach: 1.20 m

VII. Wheel base of crane: 3.5 m

VIII. Self-weight of rail section = 300 N/m

IX. Take yield stress of steel = 250 MPa.

Assume no lateral restrainst along span. (Similar May 2012, May 2013, May

2014, May 2015)

Q.4 Design a gantry girder to carry two electrically operated overhead cranes travelling in tandem, having following data:

(i) Crane capacity (each) = 200 KN (ii) Weight of crane girder = 180 KN (iii) Wheel spacing = 3.2 m (iv) Weight of crab = 50 KN (v) Span if crane between rails = 16 m (vi) Minimum edge distance = 1.2 m (vii) Minimum spacing between cranes = 2.0 m (viii) Span of gantry girder = 8 m (ix) Weight of rail = 0.5 KN/m (x) Height of rail section = 75 mm


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ASSIGNMENT: 6

(FOOT OVER BRIDGE)

Q.1 Design a steel foot over bridge for the following data:

Span of bridge = 24 m, Width of walkway = 4 m, Flooring = R.C.C. slab 110 mm

thick, Live load = 5 KN/m2, Floor finish = 0.75 KN/m2. Use N- type lattice girder

Assume suitable data if necessary. Rakers are provided at alternate top chord

joints. Take Fy = 250 N/mm2. (Similar May 2012, May 2014)

Q.2 A foot over bridge is of span 16 m and pedestrian load of 3 KN/m2. The clear distance

between two trusses is 3.2 m and truss height is 2 m. take dead weight of truss is

1.1 KN/m. assume suitable configuration of truss. Design & detail a cross beam

and a horizontal member support. (MAY- 2015)

Q.3 Design a steel foot over bridge for the following data:

Type of truss = Warren type, Span = 18 m, Width of walk way = 4 m, Panel length

= 3 m, Live load = 5 KN/m2, Flooring = R.C.C. slab 120 mm thick, Floor finish = 1

KN/m2. Assume suitable data if necessary.


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ASSIGNMENT: 7

(PLASTIC DESIGN)

Q.1 A two span continuous beam is loaded as shown in figure 7.1. Design the beam

using plastic method. Take Fy = 250 N/mm2.

Q.2 A continuous steel beam consist of three equal span 10 m each carries an UDL of

50 KN/m under working conditions. Using plastic method, design the beam which

shall consist of I-section without any flange plate. (Non-uniform beam section).

Q.3 Design a uniform section for Moment and shear capacity of two spans simply

supported continuous beam ABC. Span AB is of 4m length and carries a central

concentrated load of 150 KN and span BC is of 6m length and carries a central

concentrated load of 200 KN. Assume the beam is to be laterally supported. Adopted

plastic design procedure. (June 2012)

Q.4 A two span continuous beam is fixed at A and simply supported at B and C. AB =

6 m and BC = 4 m. It carries factored UDL of 10 KN/M over entire length. Design

uniform section. Compare the design if the section for span AB and BC have their

plastic moment of resistance in the ratio of their plastic moments Mp developed due

to their individual mechanisms. (May 2013)

Q.5 Determine the collapse load for the portal frame shown in figure. All the members

have the same plastic moment of resistance.

Fig. 7.1

Fig. 7.2

Documents

DARSHAN INSTITUTE OF ENGINEERING AND · PDF fileof 20 KN.m under factored loads from beam ISLB 350 to a column of ISHB 300. ... Height of rail section = 75 mm . DARSHAN INSTITUUTE