1. Define tension member. member. Explain the behaviour of tension member. member. 2. Enlist Enlist different different examples of tension member member and explain explain any two examples examples with sketch. 3. Which are the the factors affecting affecting the tension tension members !. Enlist Enlist the differ different ent types of tensio tension n members members and explai explain n any three in detail detailss with sketch. ". Enlist the design strength for the tension members and explain it. #. $ist out the stepwise calculation for the design of tension member. %. Define&'(1) *et effective effective area (2) shear leg effect effect (3) slenderness ratio +. What is limit limit state design design for steel. ,. - singl singlee uneual uneual angle 1// x %" x # mm is connecte connected d to a 1/ mm thick thick gusset plate at the ends with six 1#mm diameter bolts to transfer tension. Determine the deign tensile strength of the angle assuming that the yield and ultimate stress of steel used are 2"/ 0a and !1/ 0a. -ssuming that the shorter leg is connected to gusset plate. 1/. - tension member consists of two angles ,/ x ,/x + mm bolted to 1/ mm mm gusset on either side of gusset plate using single row of bolts and tack bolted. Determine the tensile tensile capacity capacity of the member. member. what what will be the capacity capacity if the angles are connected on the same side of the gusset plate and tack bolted what is the effect on tensile strength if the members are not tack bolted ake yield stress of the steel as 2"/ 0a and ultimate stress !1/ 0a. 11. 11. - tension tension member member in roof truss is sub4ected sub4ected to factored tensile tensile load of 3// 5*. Design the member using two angles on both side of gusset plate. assume f y62"/ 0a and 2/ mm diameter bolts. 12. Design Design a tension tension member to carry a factored load of 23/ 5*. use single single uneual angle with ! mm fillet weld for the connection to 7.. $ength of member is 3./ m. ake f y62"/ 0a and f u6 !1/ 0a. 13. -n eual angle section section +/ x +/x # mm is connected connected to 7.. 7.. + mm thick thick using !' 2/ diameter bolts to transfer tensile force. Determine tensile strength of the angle. -ssume steel grade 8e !1/. 1!. - flat si9e of 1#/ mm x 1/ mm mm is used as a tension member in a roof truss. truss. :t can be connected to the gusset plate by two different arrangements arrange ments of bolts. ;alculate the maximum tension the flat can carry in both cases if the diameter diameter of the bolt is 1# mm. -ssume -ssume yield stress of 2"/ *
STRUCTURAL DESIGN-I
1". - tension member consists of two angles ,/ x ,/ x + mm bolted to 1/ mm gusset one on each side using single rows of bolt and tack bolted. Determine the maximum load that the member can carry. What will be the load carrying capacity if the angles are connected on the same side of gusset ake the gauge distance eual to "/ mm and area of angle 6 13%, mm 2.
ASSIGNMENT-2 BOLTED CONNECTION
1. Enlist different types of connections and explain it with neat sketch in detail. 2. Enlist different types of bolts used for connections and explain them. 3. Write a short note on& (a) =igh >trength bolts with advantages. (b) -dvantage and disadvantages of bolted connection. (c) ?olt holes (d) itch (maximum spacing @ 0inimum spacing) 2
STRUCTURAL DESIGN-I
(e) Edge and end distance (f) Design strength of ordinary black bolts !. Enlist different type of bolted 4oints and explain it with neat sketch. ". Enlist failure of bolted 4oints and explain any two in detail. #. wo plates 12/ x 1/ mm and 12/ x 1# mm are connected by lap 4oint to resist a tensile load of 12/ 5*. Design a lap 4oint using 0 1# bolts of grade !.# and grade !1/ plates. %. Design the lap 4oint between plates of si9es 1// x 1# mm thick and 1// x 1/ mm thick so as to transmit a factored load of 1// 5* using single row of bolts of grade !.# and grade !1/. +. - single bolted double cover butt 4oint is used to connect two plate + mm thick as shown in fig.. -ssume 2/ mm bolts at "/ mm pitch. ;alculate the efficiency of the 4oint.
! mm tick cover plates
+ mm
2/ mm ?olts
! mm tick cover plates
,. - load of "/ 5* is placed on the bracket at a distance 1"/ mm from the c.g. of the bolt group. he bracket is connected by ! '2/ dia. !.# grade of bolts. 8ind the maximum stress in the bolt.
3
STRUCTURAL DESIGN-I
e 6 1"/ mm
column flange
"/ 5*
#/
#/
bracket
1"/
1/. - cantilever bracket has been connected to the flange of steel column by + bolts as shown in fig. ;alculate maximum force on bolts and the diameter of bolts.
column flange
e 6 1+/ mm
,/ 5*
+/ +/ +/ bracket +/
1"/
ASSIGNMENT-3 COMPRESSION MEMBER
1. Write a short note on compression member.
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STRUCTURAL DESIGN-I
2. Enlist the different type of sections used for compression members with neat sketch. 3. >hort note on effective length of compression members and explain column end conditions with sketch. !. Write a short note on& (a) short compression members (b) $ong compression members (c) :ntermediate length compression members ". Describe the failure mode of an axially loaded column with neat sketch. #. Describe the design compressive strength of compression members for axially loaded members. %. - leg of transmission line tower consists of :>- 2// x 2// x 1+ mm of 3 m height. ;alculate the compressive strength of the member considering the load is applied concentrically. Ends of the member are pinned. ake f y62"/ 0a for steel. +. ;alculate the compressive strength of a single angle strut :>- 1// x %" x 1/ mm with centre length of 1." m . -ngle is loaded through one leg and ends are fixed. ;onsider 1 bolt at the each end. ake f y62"/ 0a. ,. - double angle discontinuous strut consists of 2':>- +/ x +/ x # mm placed on the same side of gusset plate and tack bolted. he length of the member is 3 m between the intersections. Determine the compression capacity of the member. -ssume grade 8e !1/ steel with f y62"/ 0a. strut is hinged at both ends. 1/. - single :>- 1// x #" x # mm is used as a single angle strut with c$? "// B /.%"5*
STRUCTURAL DESIGN-I
13. Design a column to carry an axial factored load of 12// 5*. he actual length of column is # m with both ends effectively held in position and restrained against rotation. >elect two channels back to back. -ssume that the column is laced and f y62"/ 0a. 1!. Determine the design axial compressive load on the column section :>0? !// B #1.# 5g
ASSIGNMENT-4 FLEXURE DESIGN OF BEAMS
1. Enlist failure modes of =ot rolled beams and explain it with sketch. 6
STRUCTURAL DESIGN-I
2. Enlist failure modes of =ot rolled beams and explain it with sketch. 3. Write a short note on. (a) $aterally supported beam(restrained beam) (b) $aterally unsupported beam(unrestrained beam) !. Write down the >teps for design of laterally supported beam(restrained beams). ". What are the checks to be performed for beam member design #. Ander what conditions can be a beam member be assumed as laterally restrained %. Design a simply supported beam of span %m carrying .;.;. slab capable of providing lateral restraint to the top compression flange. he beam is sub4ected to total A.D.$. of 1// 5* dead load excluding self weight plus 1"/ 5* imposed load. :n addition the beam carries a point load at mid span made up of "/ 5* dead load and "/ 5* imposed load. +. :n a factory building steel beams are provided at 3 m c
ASSIGNMENT-5 LACING, BATTERING AND COLUMN BASES
1. What is the main purpose of lacing and battens 7
STRUCTURAL DESIGN-I
2. 7ive the :> reuirements for the design of lacing and ?attening. 3. >tate the different steps followed while designing a slab base. !. Design a single lacing system for a column composed of 2 :>0; 3"/ with back to back spacing 22/ mm. -xial load on column is 1+// 5*. he effective length of column is #./ m. ". Design a double lacing system for a column compressed of 2 :>0; 2"/ with back to back spacing 1#/ mm. -xial load on column is 1"// 5*. he length of column is " m and hinged at ends. #. Design suitable slab base for column :>=? 3// B #3 kg0; 2"/ with back to back spacing 1#/ mm. -xial load on column is 1"// 5*. he >.?.;. of soil is 1+/ 5*
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STRUCTURAL DESIGN-I
ASSIGNMENT-6 PLASTIC DESIGN
1. Distinguish between plastic design method and elastic design method. 2. Explain formation of plastic hinge in a beam. 3. >tate the assumption made in plastic design. !. ;alculate shape factor about C axis for the section shown in figure.
". Determine shape factor for ' section shown in figure.
#. - three span continuous beam -?;D is loaded with ultimate loads as shown in fig. Determine the reuired plastic moment of resistance and design the beam considering uniform section.
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STRUCTURAL DESIGN-I
ASSIGNMENT-7 BEAM COLUMN
1. Define beam column. 2. Write a short note on :> codal provisions for design of beam column. 3. - column in a building frame is sub4ected to the following loads& 8actored axial load 6 "// 5* 8actored moment about 9'9 axis& at top 6 2% 5*.m at bottom 6 !" 5*.m (same nature as at top). $ength of column is ! m hinged at top and fixed at bottom. Design suitable beam' column.
10
STRUCTURAL DESIGN-I
ASSIGNMENT-8 TORSION DESIGN
1. Difference between uniform and non' uniform torsion. 2. Write a short note on & -pproximate design for torsion 3. - twisting moment of 1" 5*. 0 is applied at the end of a 1." m long shaft as shown in fig. Determine & (a) maximum shear stress (b) maximum angle of rotation. -ssume cross' sections of shaft as shown in fig. -ssume 7 6 E< 2.# 6 %#,23 *< mm 2 and st. enantFs torsion. !. - cantilever beam of span 3./ m is sub4ected to a load of !/ 5* at an eccentricity of 3/ mm. Design the beam.
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STRUCTURAL DESIGN-I
ASSIGNMENT-9 INTRODUCTION TO IS: 456-2
1. Define following terms& (a) $imit state of serviceability (b) $imit state of collapse (c) artial safety factor (d) Ander reinforced section over reinforced section and balanced section 2. Write the assumptions for limit states of collapse. 3. Derive euation& (a) Gu6 (/.+%H8yH-st)<(/.3#H8ckHbHd) (b) 0ulim6 (/.3#)H(Gumax
ASSIGNMENT-1 AXIALL! LOADED COLUMNS 12
STRUCTURAL DESIGN-I
1. Design a short column suare in section to axial load of 2/// 5*. he materials are using 02/ grade concrete and 8e !1". 2. 8ind load carrying capacity of .;.; column 3//mm x3//mm in section and reinforced with + numbers of 1#mm thick bars.;onsider f ck 62/ *
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STRUCTURAL DESIGN-I
ASSIGNMENT-11 DE"ELOPMENT LENGT# AND S#EAR REINFORCEMENT
1. - ee beam section having 23/ mm width of web and !#/ mm effective depth is reinforced with " numbers of 1#mm dia bars at tension reinforcement which continue for a distance greater than effective depth. he section is sub4ected to a factored shear of "2."5*. 2.
u6 ,/5* b623/mm d6!#/mm f ck 6 2/*
3. Determine shear capacity for following cases& (a) >i9e of ee beam 23/mm G "//mm effective depth reinforced with 11# mm dia bars at tension reinforcement and #mm dia and 13/mm centre to centre two legged stirrups. Ase 02/ for concrete and mild steel bar. (b) >i9e of beam 23/mm G %2/mm effective depth reinforced with " nos. of 1#mm dia (3'straight O 2'bentup at !" degree) with +mm dia 3//mm c
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STRUCTURAL DESIGN-I
ASSIGNMENT-12 SINGL! REINFORCED BEAM
1. - rectangular cantilever beam of si9e 23/mm G "//mm effective depth is sub4ected to bending moment of +/5*.m at working loads. 8ind steel area reuired. he materials are 02/ grade concrete and 8e!1" for steel. 2. simply supported rectangular beam of +m span carries a udl of 235*.m inclusive of its self weight. Determine reinforcement for flexure. he materials are 02" and 8e!1". 3. - singly reinforced rectangular beam "m span is simply supported and carries a characteristic load of 1+5*
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STRUCTURAL DESIGN-I
ASSIGNMENT-13 DOUBL! REINFORCED BEAM
1. 8ind factor moment resistance of a beam 23/mm wide and !#/mm effective depth reinforced with 2 nos of 1#mm diameter as compression reinforcement at an effective cover !/ mm and ! nos of 2/mm dia bars at tension reinforcement. he materials are 02/ grade of concrete and mild steel bars. 2. 8ind factor moment resistance of a beam 3//mm wide and !"/mm effective depth reinforced with 2 nos of 2/mm diameter as compression reinforcement at an effective cover "/ mm and ! nos of 2"mm dia bars at tension reinforcement. he materials are 02/ grade of concrete and 8e!1" steel bars. 3.
7iven
b623/mm
d6"//mm
d6"/mm
0u62//5*.m
f ck 62/*
f y6!1"*
16
STRUCTURAL DESIGN-I
ASSIGNMENT-14 TEE BEAM
1. - tee beam of effective flange width 12// mm thickness of slab 1//mm width of rib and effective depth of "#/mm is reinforced with !'2"dia. ;alculate the factored moment. he materials are 0'2/@8e'!1". 2. Effective flange width(?f)612//mm thickness of slab61//mm effective depth6"#/mmmaterials are 02/ and 8e !1". 8ind 0u. 3. Effective flange width (?f)612//mm thickness of slab61//mm effective depth6"#/mmmaterials are 02/ and 8e !1" -st6#'2+ dia. 8ind 0u. !. - ee beam as shown in figure is sub4ected to a factored moment of !//5*.m. design the steel reinforcement for flexure 02/ and 8e!1". ". - flange beam of effective width 1///mm and thickness of slab 1//mm width of rib62//mm