CE Board Problems in Steel Design

DESIGN AND CONSTRUCTION STEEL DESIGN CE LICENSURE EXAMINATION PROBLEMS

BENDING IN BEAMS

STEEL DESIGN 5.

A 10 m steel /ide flange 0ea. is laterall9 supported( The depth of  the 0ea. is 700 mm and the /e0 thic1ness is 10 mm( If F  y is e:ual to 250 MPa 2 the allo/a0le 0ending stress is !N", D %%& a. c. )8' ;
6.

The structural  I *0ea. *0ea. supporting a floor carries a floor load of 4.6  kN/m2( The 0ea.s span 6.0 m  and are si.pl9 supported at their  ends( Deter.ine the centerline spacing if the allo/a0le stress in the  0ea. is 120 MPa and the section .odulus is 534 x 103 mm3( !;"# D "& a. c. $(-# . ,(' . $(,# . $(' . b. d.

7.

A si.ple 0ea. has a span of 5.0 m( The .axi.u. .o.ent in the  0ea. is 6.0 kN!m( The allo/a0le 0ending stress is 138 MPa ( The re:uired section .odulus is !;"+ D $& a. c. %(' x )'$ ..$ %#' x )'$ ..$ + $ "(#%% x )'  .. #'' x )'$ ..$ b. d.

8.

A si.pl9 supported steel 0ea. has a span of 6 m  and is su0=ected to a >ertical concentrated load of 150 kN  acting   acting at .idspan( An allo/ance of 100"  for i.pact is .ade for the concentrated load onl9( The 0ea. is laterall9 supported onl9 at the supports( The 12   National Structural Code of the e stress for  laterall9 unsupported .e.0ers su0=ect to 0ending is gi>en 09 the e:uation 7 0 5 ? %4$ @ 7 9 !L4r t&% 4 )'2##'2''' C 0  79 /here # b .a9 0e ta1en as 1.0 since the .axi.u. .o.ents does not occur at the supports( $ t t  is  is the radius of g9ration co.prising the co.press co.pression ion flange and )4$ of the co.pression /e0 area2 ta1en a0out the axis in the plane of the /e0(

STEEL PROPERTIES 1.

2.

The coeff coeffici icien entt of expan expansio sionn of struct structura urall steel steel per degre degreee centigrade is !N"# D $%& '(%# ))(%# x )'*+ a. c. b. d. '('''',-$ '($ The coefficient of expansion of steel per degree Centigrade is !N"+ D %#& a. c. '('''''# ))(%# x )'*+ '(''%# '('')%# b. d.

STEEL SECTION PROPERTIES 3.

4.

The section .odulus .odulus S  x of a channel /ith a /e0 depth of h and thic1ness t w2 and flange /idth b and thic1ness t  f  is  is !N", D %,& a. c. h% !+ 0 tf  3  3 h t/& 4 )% % 0 tf  3  3 h t/ h !+ 0 t f  3  3 h t/& 4 +d. !% 0 tf  3  3 h t/$& 4 $ b. A BW 775 x 287  steel  steel I  0ea.  0ea. has the follo/ing di.ensions Total 0ea. depth2  H  5 --# .. 6e0 thic1ness2 t w 5 )" .. 7lange /idth2  B 5 $+' .. 7lange thic1ness2 t  f  5 $% .. The .o.ent of inertia  I  x a0out the principal axis is !N"# D %)& a. c. $-#2'8+ c. , $-#2'8+ .., + b. d. $-#2'8+ .. none in the list

******* ) *******

DESIGN AND CONSTRUCTION STEEL DESIGN Steel is  %36   /ith 9ield strength  F  y  & 248 MPa ( 6hich of the follo/ing .ost nearl9 gi>es the .ost econo.ical !lightest& section that /ill li.it the flexural stress to the allo/a0le >alueB !N"- D %,& 6)8x-+ 0ea. /eight 5 ))'8 N4.2 r t 5 -# ..2 a. Sx 5 '(''%$" .$ 6%)x+% 0ea. /eight 5 ")) N4.2 r t 5 #$ ..2 b. Sx 5 '(''%$ .$ 6%,x+8 0ea. /eight 5 )''' N4.2 r t 5 #- ..2 c. Sx 5 '(''%#$ .$ 6%-x8, 0ea. /eight 5 )%$, N4.2 r t 5 +$ ..2 d. Sx 5 '(''$# .$ S!"a!#

%$&.

A si.pl9 supported 0ea. /ith span of 8  .eters is su0=ected to a unifor. >ertical do/n/ard load e:ual to 50 kN/m acting on the plane of the .inor axis of the 0ea. section2 /hich includes the 0ea. /eight( The 0ea. is restrained against lateral 0uc1ling on the top and 0otto. flanges for the entire span( The .aterial is  %36   steel /ith  F  y & 248 MPa  and .odulus of elasticit9 & 200 'Pa ( The allo/a0le flexural stress for laterall9 0raced co.pact sections is 0.66F  y( The allo/a0le deflection is 1 / 360 of the span( Three co.pact sections are 0eing considered2 as follo/s2 /ith their respecti>e properties rele>ant of this  pro0le. !length units are in .eters& Section ;o.ent of Inertia (I  x ) ea. depth (*) 6%,x## '('''##8 '(#"8 6%)x+% '('''##, '(#$$ 6%)x+8 '('''+)+ '(#$-

6hich of the follo/ing .ost nearl9 gi>es the .ini.u. section .odulus (Sx)2 in m32 such that the .axi.u. flexural stress /ill not  0e exceededB !;"8 D )$& a. c. '('')8 '(''%, b. d. '('')# '(''%)

1'.

11.

6hich of the follo/ing .ost nearl9 gi>es the .ini.u. .o.ent of  inertia (Ix)2 in m42 such that .axi.u. deflection /ill not 0e exceededB !;"8 D ),& a. c. '('''+# '('''+' '('''#' '('''## b. d. Assu.ing that shear stress is not critical2 /hich of the sections  0eing considered is the .ost econo.ic section that is ade:uate for  the gi>en loadB !;"8 D )#& 6%)x+% a. b. 6%,x## 6%)x+8 c. d. none of the sections are ade:uate

S!"a!#

%$A floor is .ade up of a 150 mm thic1 concrete sla0 and a 50 mm thic1 floor finish 0oth of /hich has a unit /eight of 24 kN/m3( The floor also carries a ceiling /hose /eight is 720 Pa and a li>e load of 2400 Pa( The floor is supported 09 si.pl9 supported steel 0ea.s /ith a span of  6 m  spaced at 3 m  on centers( The 0ea. is W14x30 2 /ith /eight of 440 N/m2 depth of 352 mm2 and .o.ent of  inertia I & 0.000121 m4(

12.

6hich of the follo/ing .ost nearl9 gi>es the unifor. pressure carried 09 the floor in  PaB !N"" D -& 8%'' -8,' a. c. b. d. -%'' -"%'

13.

6hich of the follo/ing .ost nearl9 gi>es the unifor. /eight carried 09 the 0ea. in kN/mB !N"" D 8& a. c. $% )8 b. d. %, %8

14.

6hich of the follo/ing .ost nearl9 gi>es the .axi.u. flexural stress in the 0ea. in ;
******* % *******

DESIGN AND CONSTRUCTION STEEL DESIGN S!"a!#

%$15.

16.

17.

A si.pl9 supported 0ea. /ith span of 10 m  is su0=ected to a unifor. >ertical do/n/ard load e:ual to 50 kN/m acting on the plane of the .inor axis of the 0ea. section2 /hich includes the 0ea. /eight( The 0ea. is restrained against lateral 0uc1ling on the top and 0otto. flanges for  the entire span( The .aterial is  %36   steel /ith  F  y & 248  MPa and .odulus of elasticit9 & 200 'Pa ( The allo/a0le flexural stress for laterall9 0raced co.pact sections is 0.66F  y( The allo/a0le deflection is 1 / 360 of the span( Three co.pact sections are 0eing considered2 as follo/s2 /ith their respecti>e properties rele>ant of this pro0le. !length units are in .eters& Section ;o.ent of Inertia (I  x ) ea. depth (*) 6%+x++ '('')%, '(+#, 6$'x-, '(''),+ '(--% 6%,x+% '(''))" '(+)8

S!"a!#

%$The properties of W21x147  are as follo/s d 5 #+' .. t/  5 )8 .. Ix 5 )2#)) x )'+ ..,

6hich of the follo/ing .ost nearl9 gi>es the .ini.u. section .odulus S  x2 in m32 such that the .axi.u. flexural stress /ill not  0e exceededB !;'' D %#& '(''$8% '(''#%$ a. c. b. d. '(''$-+ '(''$)#

  .   .    '    +    #

6hich of the follo/ing .ost nearl9 gi>es the .ini.u. .o.ent of  inertia  I  x2 in m42 such that the .axi.u. deflection /ill not 0e exceededB !;'' D %+& '('')%8 '('')', a. c. b. d. '('''"8 '(''))Assu.ing that shear stress is not critical2 /hich of the sections  0eing considered is the .ost econo.ic section that is ade:uate for  the gi>en loadB !;'' D %-& a. 6$'x-, b. 6%,x+% c. 6%+x++ b. none of the sections are ade:uate

A si.pl9 supported 0ea. has the cross*section sho/n in the figure( The section is W21x147  %36   steel2 co.pact section /ith  F  y & 248 MPa  and reinforced /ith 12 mm x 360 mm %36   steel plate at the top and 0otto.( The 0ea. is laterall9 supported o>er the entire span of 6 m and carries a unifor.l9 distri0uted load of 360 kN/m including its o/n /eight( The allo/a0le 0ending stress for laterall9 supported co.pact section is 0.66F  y and allo/a0le shearing stress is 0.4F  y( Allo/a0le deflection is 1 / 360 of the span(

)% .. x $+' .. F



18.

6hich of the follo/ing gi>es the section .odulus of the section in m3B !;') D %8& a. c. '(''-+ '(''#, b. d. '(''"# '(''#8

1&.

6hich of the follo/ing gi>es the .axi.u. deflection of the 0ea. in mmB !;') D %"& a. c. )%() )#(" )$(),(8 b. d.

******* $ *******

DESIGN AND CONSTRUCTION STEEL DESIGN 2'.

6hich of the follo/ing state.ents is true for the gi>en sectionB !;') D $'& The section is ade:uate for flexure onl9( a. b. The section is ade:uate for shear and deflection onl9( The section is ade:uate for deflection onl9( c. d. The section is not ade:uate for flexure2 shear2 and deflection(

S!"a!#

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Section 4.5.1.4 of  NS#P   states the follo/ing for 0ending of laterall9 unsupported 0ea. Tension

7 0  5 '(+'79 Co.pression a( 7or .e.0ers .eeting the re:uire.ents of Sect( 4..1.22 ha>ing axis of s9..etr9 in2 and loaded in2 the plane of their /e02 and co.pression on extre.e fi0ers of channels 0ent a0out their .a=or  axis The larger >alue co.puted 09 for.ula (4.5!6a) or (4.5!6b)  and (4.5.7)2 as applica0le !unless a higher >alue can 0e =ustified on the 0asis of a .ore precise anal9sis&2 0ut not .ore than 0.60F  y(

6hen



-'$''' C 0 L H H 79 r T 7 0 5

6hen L  r T



?



$#%'''' C 0 79

79 ! L 4 r T &% %  @   $ )'(## x )'+ C 0



79

!,(#*+a&

$#%'''' C 0 79

7 0 5

))-' x )'$ C 0 ! L 4 r T &%

Or2 /hen the co.pression flange is solid and approxi.atel9 rectangular in cross section and its area is not less than that of the tension flange 7 0 5

8$''' C 0 Af  Ld

!,(#*-&

In the foregoing +  distance 0et/een cross*section 0raced against t/ist or  lateral displace.ent of the co.pression flange2 ..( 7or  cantile>ers 0raced against t/ist onl9 at the support2 +  .a9 conser>ati>el9 0e ta1en as the actual length( $ , 

radius of g9ration of a section co.prising the co.pression flange plus 1 / 3 of the co.pression /e0 area2 ta1en a0out an axis in the plane of the /e02 mm(

 % f 

area of the co.pression flange2 mm2(

# b

& 1.75 - 1.05(M 1 /M 2 ) - 0.3(M 1 /M 2 )2 0ut not .ore than 2.32 /here  M 1 is the s.aller and  M 2  the larger 0ending

.o.ent at the ends of the un0raced length2 ta1en a0out the strong axis of the .e.0er2 and /here  M 1 /M 2 the ratio of end .o.ents2 is positi>e /hen  M 1  and  M 2 ha>e the sa.e sign !re>erse cur>ature 0ending& and negati>e /hen the9 are of opposite signs !single cur>ature 0ending&( 6hen the 0ending .o.ent at an9 point /ithin an un0raced length is larger than that at 0oth ends of this length2 the >alue of # b  shall 0e ta1en as unit9( 6hen co.puting  F bx and F by to 0e used in for.ula (4.6!1a)2 # b .a9 0e co.puted 09 the for.ula gi>en a0o>e for fra.es su0=ect to =oint translation2 and it shall 0e ta1en as unit9 for fra.es 0raced against =oint translation( # b .a9 conser>ati>el9 0e ta1en as unit9 for cantile>er 0ea.s( W21x62  steel is used as a 0ea. si.pl9 supported o>er a span of 8 m( The 0ea. is laterall9 unsupported o>er the entire span(  F  y & 250 MPa (

 !,(#*+0&

******* , *******

DESIGN AND CONSTRUCTION STEEL DESIGN The properties of the section are as follo/s Depth2 d 5 #$$ .. 7lange /idth2 0 f   5 %)' .. 7lange thic1ness2 tf   5 )#(+ .. 6e0 thic1ness2 t/  5 )'(% .. Radius of g9ration2 r T  5 #$($, .. Section .odulus2 Sx 5 %2'-- x )' $ ..$ 21.

22.

23.

Section 4.5.1.4.5 of the 12 NS#P  gi>es the allo/a0le stresses2 in  MPa2 for 0ea.s not restrained against lateral 0uc1ling as follo/s

6hich of the follo/ing gi>es the >alue of the ratio  /$ ,B  !N') D %8& )$' )-' a. c. b. d. )#' )+' 6hich of the follo/ing gi>es the allo/a0le 0ending stress in  MPa in accordance /ith the pro>isions of the National Structural Code of the es the safe unifor.l9 distri0uted load that the 0ea. can carr9 in kN/mB !N') D $'& a. c. )"("8 )+(#+ )#(%) )8($% b. d.

S!"a!#

%$A si.pl9 supported 0ea. /ith span of 8 m  is su0=ected to a countercloc1/ise .o.ent at the left support and a cloc1/ise .o.ent at the right e:ual to 25"  of the .o.ent at the left support2 0oth acting in the plane of the .inor axis of the 0ea.( The 0ea. is not restrained against lateral 0uc1ling( The 0ea. is  %36  steel /ith 9ield strength  F  y  & 248 MPa ( The pro>isions of the 12  National Structural Code of the ant to this pro0le. are gi>en 0elo/( The 0ea. is a W21x62   steel shape2 /hose rele>ant properties for this pro0le. are r T  5 '('#$ . d 5 '(#$$ .  0f   5 '(%)' . tf   5 '(')+ . S 5 '(''%'-- .$ ******* # *******

)(

Tension

%(

Co.pression The larger >alue co.puted 09 for.ula (4.5!6a) or (4.5! 6b) and (4.5!7)2 as applica0le2 0ut not .ore than 0.60F  y(

7 0  5 '(+'79

6hen



-'$''' C 0 L H H 79 r T 7 0 5

6hen L  r T



?



$#%'''' C 0 79

79 ! L 4 r T &% %  @   $ )'(## x )' + C 0



79

!,(#*+a&

$#%'''' C 0 79

))-' x )' $ C 0  !,(#*+0& ! L 4 r T &% Or2 /hen the co.pression flange is solid and approxi.atel9 rectangular in cross*section and its area is not less than that of the tension flange 7 0 5

7 0 5 6here # b

8$''' C 0 Af  Ld

!,(#*-&

& 1.75 - 1.05(M 1 /M 2 ) - 0.3(M 1 /M 2 )2 0ut not .ore than 2.32 /here  M 1 is the s.aller and  M 2  the larger 0ending

.o.ent at the ends of the un0raced length2 ta1en a0out the strong axis of the .e.0er2 and /here  M 1 /M 2 the ratio of end .o.ents2 is positi>e /hen  M 1  and  M 2 ha>e the sa.e sign !re>erse cur>ature 0ending& and negati>e /hen the9 are of opposite signs !single cur>ature 0ending&( 6hen the 0ending .o.ent at an9 point /ithin an un0raced length is larger than that at 0oth ends of this

DESIGN AND CONSTRUCTION STEEL DESIGN

$ , 

24.

25.

26.

length2 the >alue of # b  shall 0e ta1en as unit9( 6hen co.puting  F bx and F by to 0e used in for.ula (4.6!1a)2 # b .a9 0e co.puted 09 the for.ula gi>en a0o>e for fra.es su0=ect to =oint translation2 and it shall 0e ta1en as unit9 for fra.es 0raced against =oint translation( # b .a9 conser>ati>el9 0e ta1en as unit9 for cantile>er 0ea.s( radius of g9ration of a section co.prising the co.pression flange plus 1 / 3 of the co.pression /e0 area2 ta1en a0out an axis in the plane of the /e02 mm(

* 

depth of 0ea.

b f 

/idth of flange

t  f 

thic1ness of flange

S!"a!#

%$A si.pl9 supported 0ea. /ith span of 8 m is su0=ected to a countercloc1/ise .o.ent at the left support and a countercloc1/ise .o.ent at the right support e:ual to 25" of the .o.ent at the left support2 0oth acting in the  plane of the .inor axis of the 0ea.( The 0ea. is not restrained against lateral 0uc1ling( The 0ea. is  %36   steel /ith F  y & 248 MPa ( The pro>isions of the 12 NS#P  is gi>en 0elo/( The 0ea. is a W21x62   /hose rele>ant  properties are r T  5 '('#$ . d 5 '(#$$ .  0f   5 '(%)' . tf   5 '(')+ . S 5 '(''%'-- .$

6hich of the follo/ing .ost nearl9 gi>es the slenderness ratio2 a0o>e /hich the 0ea. is long /ith respect to lateral 0uc1lingB !;'$ D %%& a. c. ),+ 8+ %%) $-$ b. d. 6hich of the follo/ing .ost nearl9 gi>es the allo/a0le flexural stress in the co.pression flange2 in  MPaB !;'$ D %$& -)(# "8(# a. c. b. d. +,(" 8$()

Section 4.5.1.4.5 of the 12 NS#P  gi>es the allo/a0le stresses2 in  MPa2 for 0ea.s not restrained against lateral 0uc1ling as follo/s )( %(

Tension

7 0  5 '(+'79 Co.pression The larger >alue co.puted 09 for.ula (4.5!6a) or (4.5! 6b) and (4.5!7)2 as applica0le2 0ut not .ore than 0.60F  y(

6hen



6hich of the follo/ing .ost nearl9 gi>es the .axi.u. >alue of  the .o.ent at the left support2 in kN!mB !;'$ D %,& a. c. 8% %'# b. d. )"$ $-8

-'$''' C 0 L H H 79 r T 7 0 5

6hen L  r T



79 ! L 4 r T &% %  @   $ )'(## x )' + C 0



79

$#%'''' C 0 79

7 0 5

******* + *******

?



$#%'''' C 0 79

))-' x )' $ C 0 ! L 4 r T &%

 !,(#*+0&

!,(#*+a&

DESIGN AND CONSTRUCTION STEEL DESIGN Or2 /hen the co.pression flange is solid and approxi.atel9 rectangular in cross*section and its area is not less than that of the tension flange 7 0 5 6here # b

8$''' C 0 Af  Ld

6hich of the follo/ing .ost nearl9 gi>es the allo/a0le flexural stress in the co.pression flange according to e:uation 4.5!6a or  e:uation 4.5!6b2 as applica0leB !N'$ D )-& a. c. ""(" ;
2&.

6hich of the follo/ing .ost nearl9 gi>es the .axi.u. >alue of  the .o.ent at the left support2 in kN!mB !N'$ D )8& %#,($'%() a. c. b. d. %-#(8 %8-(,

!,(#*-&

& 1.75 - 1.05(M 1 /M 2 ) - 0.3(M 1 /M 2 )2 0ut not .ore than 2.32 /here  M 1 is the s.aller and  M 2  the larger 0ending

.o.ent at the ends of the un0raced length2 ta1en a0out the strong axis of the .e.0er2 and /here  M 1 /M 2 the ratio of end .o.ents2 is positi>e /hen  M 1  and  M 2 ha>e the sa.e sign !re>erse cur>ature 0ending& and negati>e /hen the9 are of opposite signs !single cur>ature 0ending&( 6hen the 0ending .o.ent at an9 point /ithin an un0raced length is larger than that at 0oth ends of this length2 the >alue of # b  shall 0e ta1en as unit9( 6hen co.puting  F bx and F by to 0e used in for.ula (4.6!1a)2 # b .a9 0e co.puted 09 the for.ula gi>en a0o>e for fra.es su0=ect to =oint translation2 and it shall 0e ta1en as unit9 for fra.es 0raced against =oint translation( # b .a9 conser>ati>el9 0e ta1en as unit9 for cantile>er 0ea.s(

27.

28.

$ , 

radius of g9ration of a section co.prising the co.pression flange plus 1 / 3 of the co.pression /e0 area2 ta1en a0out an axis in the plane of the /e02 mm(

* 

depth of 0ea.

b f 

/idth of flange

t  f 

thic1ness of flange

S(EAR IN BEAMS 3'.

The shear capacit9    of a steel /ide flange section2 600 mm deep /hose /e0 is  mm thic12 is closest to !Assu.e  F  y & 200 MPa & !N", D $+& a. c. ,8+ 1N ,$% 1N 8+, 1N +8, 1N b. d.

31.

A structural steel  I! 0ea. is su0=ected to a shear of 0 kN ( The top and 0otto. flanges are 12 mm 09 150 mm2 /hile the /e0 is  mm  09 300 mm( The a>erage shearing stress is /*t w or 33.33 MPa ( The .o.ent of inertia  I   of the section is 108 x 106  mm4 and the first .o.ent of the area   a0o>e the neutral axis is 382050 mm 3( Jo/e>er2 the .axi.u. shearing stress is !;"# D 8& $#($- ;
32.

A floor is .ade up of a 150!mm thic1 concrete sla0 and 50!mm thic1 floor finish 0oth of /hich has a unit /eight of 24 kN/m3( The floor also carries a ceiling /hose /eight is 720 Pa and a li>e load of 2400 Pa( The floor is supported 09 si.pl9 supported steel  0ea.s /ith a span of 10 m  spaced at 4.6 m  on centers2 /ith co.pression flange rigidl9 attached to the concrete floor( The steel is  %36   /ith 9ield strength  F  y  & 248 MPa ( The allo/a0le shear  stress specified in the 12 National Structural Code of the
6hich of the follo/ing .ost nearl9 gi>es the slenderness ratio2  0elo/ /hich the 0ea. is short /ith respect to lateral 0uc1lingB !N'$ D )+& a. c. +#(8 8+($ -#(" "#(b. d.

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DESIGN AND CONSTRUCTION STEEL DESIGN the gi>en load2 assu.ing that shear stress go>erns the designB !N"- D "& 6)%x)" 0ea. /eight 5 %-8 N4.2 depth 5 $'" ..2 a. /e0 thic1ness 5 + .. 6)'x$$ 0ea. /eight 5 ,8, N4.2 depth 5 %,- ..2 b. /e0 thic1ness 5 - .. 6$''x,) 0ea. /eight 5 ,'- N4.2 depth 5 $'' ..2 c. /e0 thic1ness 5 + .. 6$''x,- 0ea. /eight 5 ,+' N4.2 depth 5 $'' ..2 d. /e0 thic1ness 5 + .. S!"a!#

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BOLTED AND RI)ETED CONNECTIONS 36.

A 0ea. has a ,!section 0uilt up 09 t/o plates as follo/s a 200 mm x 40 mm plate as flange and a 100 mm x 20 mm  plate as /e0( The .axi.u. shear force acting on the  0ea. is 60 kN (

A steel plate is 360 mm /ide and 20 mm thic1 /ith four 0olt holes cut into a plate as sho/n in the figure( The general expression for  the specification .ethod for co.puting the net area is An 5 T ?  @ su..ation !J& 3 su..ation !S%4,g&  /here , &  thic1ness of the plate2  B is the /idth2 H &  dia.eter of  the holes2 S & pitch2 and   & gage( 6hich of the follo/ing .ost nearl9 gi>es the critical net area (% ) of the section in accordance /ith the 12   National Structural Code of the
6hich of the follo/ing .ost nearl9 gi>es the .o.ent of inertia of  the section a0out the neutral axis2 in mm4B !;'$ D -& )'2+''2''' 82-''2''' a. c. b. d. $"2'''2''' %,2#''2'''

%# .. hole t9p( $ K "' ..

6hich of the follo/ing .ost nearl9 gi>es the shear stress at the neutral axis2 in MPaB !;'$ D 8& a. c. ,(+$ )(", $(%8 %(-) b. d. 6hich of the follo/ing .ost nearl9 gi>es the shear stress on the /e0 at the =unction of the flange and the /e02 in  MPaB !;'$ D "& a. c. )"(+ $)(8 b. d. ,8(% #%(%

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An 5 ,2+%# ..% An 5 #2)%# ..%

A plate /ith /idth of 300 mm and thic1ness of 20 mm is to 0e connected to t/o plates of the sa.e /idth /ith half  the thic1ness 09 25 mm  dia.eter ri>ets2 as sho/n( The ri>et holes ha>e a dia.eter 2 mm  larger than the ri>et dia.eter( The plate is  %36   steel /ith 9ield strength  F  y & 248 MPa 2 allo/a0le tensile stress of 0.60F  y2 and allo/a0le 0earing stress of 1.35F  y( The ri>ets are  %5022 '$a* 22 hot*dri>en ri>ets /ith allo/a0le shear stress of  150 MPa (

DESIGN AND CONSTRUCTION STEEL DESIGN   .   .    '    '    $

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4% 6hich of the follo/ing .ost nearl9 gi>es the .axi.u. load2 in kN 2 that can 0e applied to the connection /ithout exceeding the allo/a0le tensile stress in the platesB !;"8 D ,& a. c. -#' -'' -8' -$' b. d. 6hich of the follo/ing .ost nearl9 gi>es the .axi.u. load2 in kN 2 that can 0e applied to the connection /ithout exceeding the allo/a0le shear stress in the ri>etsB !;"8 D #& a. c. +,' ##' #"' -'' b. d. 6hich of the follo/ing .ost nearl9 gi>es the .axi.u. load2 in kN 2 that can 0e applied to the connection /ithout exceeding the allo/a0le 0earing stress 0et/een the plate and the ri>etsB !;"8 D +& a. c. +-' +%' b. d. +#' -''

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< 6hich of the follo/ing .ost nearl9 gi>es the >alue of b in .illi.etersB !;'% D )'& %8(+ #%() a. c. b. d. $-(, )"(-

41.

6hich of the follo/ing .ost nearl9 gi>es the >alue of the net area for tension in plates in s:uare .illi.etersB !;'% D ))& a. c. $2+%, $28+$2%), ,2)-8 b. d.

42.

6hich of the follo/ing .ost nearl9 gi>es the >alue of  P  so that the allo/a0le tensile stress on net area /ill not 0e exceededB !;'% D )%& a. c. #-# 1N #$" 1N b. d. +8- 1N ,%, 1N

A plate /ith /idth of 400 mm and thic1ness of 12 mm is to 0e connected to a plate of the sa.e /idth and thic1ness  09 34 mm dia.eter 0olts2 as sho/n in the figure( The holes are 2 mm  larger than the 0olt dia.eter( The plate is  %36   steel /ith 9ield strength  F  y & 248 MPa ( Allo/a0le tensile stress is 0.60F  y( It is re:uired to deter.ine the >alue of b  so that the net /idth along 0olts 1!2!3!4 is e:ual to the net /idth along 0olts 1!2!4( ******* " *******

DESIGN AND CONSTRUCTION STEEL DESIGN BEAM*COLUMN CONNECTION

A W16x58  is connected to W18x31  as sho/n in the figure( The .aterial is  %36  steel /ith  F  y & 248 MPa ( The allo/a0le 0earing stress is 1.35F  y( The ri>ets are  %502 '$a* 2 hot*dri>en ri>ets /ith allo/a0le shearing stress of 120 MPa ( The support is to 0e designed using the full strength of the W16x58 0ea. 0ased on gross section( The  properties of the section are 6)+x#8 Total depth2 d 5 ,'$ .. Thic1ness of /e02 t /  5 )' .. 6)8x$) 7lange thic1ness2 tf   5 )) ..

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43.

% angles "' x "' x )' 6hich of the follo/ing .ost nearl9 gi>es the .ini.u. dia.eter  of the ri>ets /ithout exceeding the allo/a0le shearing stress in the ri>etsB !N"8 D )'& a. c. %' .. %$ .. b. d. %# .. %8 ..

44.

6hich of the follo/ing .ost nearl9 gi>es the .ini.u. dia.eter  of the ri>ets /ithout exceeding the allo/a0le 0earing stress in steelB !N"8 D ))& a. c. $' .. %# .. b. d. %% .. $+ ..

45.

6hich of the follo/ing .ost nearl9 gi>es the re:uired dia.eter of  the ri>etsB !N"8 D )%& a. c. %$ .. $' .. %8 .. %# .. b. d. ******* )' *******