STEEL DESIGN PRACTICE PROBLEMS SITUATION I
A plate with width of 300 mm and thickness of 20 mm is to be connected to two plates of the same width with half the thickness by 25 mm diameter rivets as shown. The rivet holes have a diameter 2 mm larger that the rivet diameter. The plate is A36 steel with yield strength F y 2!" #$a% allowable tensile stress of 0.60F y and allowable bearing stress of &.35F y. The rivets are A502% 'rade 2% hot driven rivets with allowable shear stress of &50 #$a.
.( )hich of the following most nearly gives the critical net area of the section A. !&25 s7. mm. /. 5625 s7. mm. . !625 s7. mm. 1. 5&25 s7. mm.
SITUATION IV
&.( )hich of the following most nearly gives the ma*im+m load% in k, that can be applied to the connection witho+t e*ceeding the allowable tensile stress in the plates A. 50 /. 00 . "0 1. 30 2.( )hich of the following most nearly gives the ma*im+m load% in k,% that can be applied to the connection witho+t e*ceeding the allowable shear stress in rivets A. 6!0 /. 550 . 50 1. 00
The ang+lar section is welded to a &2 mm g+sset plate. oth materials are A36 steel with Fy 2!" #$a. The allowable tensile stress is 0.6Fy. The weld is 8"0 electrode with F+ 550 #$a. Allowable shearing stress for the weld is 0.3F+. $roperties of 9 &50 : 0 : &2 Area 25& mm2 0 mm y 5& mm t &2 mm 4 &50 mm
3.( )hich of the following most nearly gives the ma*im+m load% in k,% that can be applied to the connection witho+t e*ceeding the allowable bearing stress between the plate and the rivets A. 60 /. 620 . 650 1. 00 SITUATION II
A steel hanger consists of a plate &25 mm * 6 mm held at the top of by 20mm rivets in single shear. The rivets are arranged in diamond from so that the first net section has one hole and the second net section has two holes. Allowable stresses are &&0 #$a for tension in plates% "3 #$a for shear on rivets% and &65 #$a for bearing between the rivets and the plate. 4ole diameter is 3 mm larger than the rivet diameter. !.( )hich of the following most nearly gives the load on the hanger so that the allowable tensile stress in the plates will not be e*ceeded A. 6.32 k, /. 5".& k, . 2.&! k, 1. 2.56 n
".( )hich of the following gives the val+e of a ; b in mm A. 26 /. !32 . 35 1. 35& .( )hich of the following gives the val+e of b in mm A. 26 /. &" . 232 1. 2"
&0.( )hich of the following gives the val+e of $ in k, A. !0 /. 56 . !36 1. 365 SITUATION V
5.( )hich of the following most nearly gives the load on the hanger so that the allowable shearing stress in the rivets will not be e*ceeded A. &52 k, /. " k, . &0! k, 1. &25 k,
6.( )hich of the following most nearly gives the load on the hanger so that the allowable bearing stress will not be e*ceeded A. 65.! k, /. !5.2 k, . "5. k, 1. .2 k, SITUATION III
A steel plate plate is 360 mm wide and 20 mm thick thick with fo+r bolt holes holes c+t into a plate as shown in the fig+re. The general e*pression for the specification method for comp+ting the net area is-
s
2
4g
(¿ t )
A n= A g−
ole diax t )+ )+ ∑ ¿ ∑ (hole
&&.( )hich of the following gives the plastic moment for Fig+re =T&A in k,m A. !5 /. 25 . 35 1. 30 &2.( )hich of the following gives the plastic moment for Fig+re =T& in k,m A. 3.5 /. 35.5 . 3.5 1. 32.5 &3.( )hich of the following gives the plastic moment for Fig+re =T&/ in k,m A. !".6 /. !2."5 . 3.!52 1. 56.325 SITUATION VI
For the steel section shown-
1|Page
STEEL DESIGN PRACTICE PROBLEMS SITUATION IX
&!.( )hich of the following most nearly gives the section mod+l+s of the section A. !%00%000 mm3 /. 3%!00%000 mm 3 3 . !%300%000 mm 1. 5%&00%000 mm 3 &5.( )hich of the following most nearly gives the plastic section mod+l+s of the section A. 5%560%000 mm3 /. !%550%000 mm 3 3 . 5%&20%000 mm 1. 6%&30%000 mm 3 &6.( )hich of the following most nearly gives the shape factor of the section A. &." /. &.3 . &.& 1. &.5
SITUATION VII
The g+sset is riveted to a larger plate by fo+r 22mm rivets arranged and loaded as shown.
A )&!*500 is +sed as abeam to s+pport a concrete floor system. The floor is to carry a total load of &20 k$a. The beam is simply s+pported over a span of m. The properties of the section are as follows1epth% d !" mm Thickness of web 56 mm #oment of
&.( )hich of the following most nearly gives the direct load on each rivet in k,. A. " /. &2 . &5 1. &0 &".( )hich of the following most nearly gives the force in k, on the heavily loaded rivet. A. &5 /. &2 . &" 1. &6 &.( )hich of the following most nearly gives the force in k, on the lightly loaded rivet. A. &3 /. && . 1. &5 SITUATION VIII
For the welded connection shown% the plate is ade7+ate to resist the load.
A )2:&" is +sed as a beam that is simply s+pported at its ends. The properties of the section is as follows)eight% ) 265.! kg?m <* 2%0%!5" * &0 3 mm! 2 Area% A 33%!2 mm =* "%23.! * &0 3 mm3 1epth% d 06.! mm r* 23.6! mm )eb thickness% tw &".! mm
20.( )hich of the following gives the location of the center of gravity of the weld from A >to the left of A( A. &23.5 /. &20.5 . &&2.5 1. &&5.5 2&.( )hich of the following gives the twisting moment to be resisted by the weld in k,m A. 32.&2 /. &5." . 2".!5 1. 23.63 22.( )hich of the following gives the ma*im+m load on the most stressed weld in ,?mm A. 52 /. 5" . 6&2 1. !65
2|Page
A col+mn 3 m long and pinned at both ends carries an a*ial load of &0 k,. The col+mn is made +p of 2 angles of +ne7+al legs with long legs back to back and separated by a g+sset plate whose thickness is && mm. @se A36 steel with Fy 2!" #$a and 8 200%000 #$a. Three sections are being considered% as follows% with their respective properties relevant of this problem >length +nits are in meters( =ection A r* ry 29 &25*5*&2 0.00!5! 0.030 0.0&60 29 &50*0*&0 0.00!63 0.0!"0 0.0&5 29 &50*0*&2 0.00550 0.0500 0.025& 30.( )hich of the following section gives the largest allowable compressive stress A. 29 &25*5*&2 /. 29 &50*0*&2 . 29 &50*0*&0 1. ,ot eno+gh data 3&.( )hich of the following sections gives the smallest allowable compressive stress A. 29 &25*5*&2 /. 29 &50*0*&2
STEEL DESIGN PRACTICE PROBLEMS . 29 &50*0*&0 1. ,ot eno+gh data 32.( )hich of the following sections gives the most economical >lightest( section for the given load A. 29 &25*5*&2 /. 29 &50*0*&2 . 29 &50*0*&0 1. ,ot eno+gh data SITUATION XII
A simply s+pported beam has a span of !.5 m. The beam is s+bected to an a*ial compressive force of 300 k, and a vertical concentrated load >$( acting at midspan. The member is f+lly laterally s+pported for its entire length. The effect of any bolt holes can be neglected. The beam consists of 2 B &50 mm * 0 mm * &2 mm angles% with long legs backtoback and spaced &0 mm apart. For this problem% the relevant properties of one &50 mm * 0 mm *&2 mm angle are Area >A( 2%5& mm2 8lastic =ection #od+l+s >=*( 0.000063 m3 =teel is A36% yield strength >F y 2!" #$a(. The allowable compressive stress Fa 0.60Fy and the allowable fle*+ral stress Fb 0.66Fy. ,eglect the member weight. 33.( )hich of the following gives the a*ial compressive stress in the beam if a*ial force e*isted alone% in #$a A. 5!.5 /. !".3 . 5". 1. 6!.2 3!.( )hich of the following gives the fle*+ral stress in #$a. A. &!5. /. &63. . &2. 1. &52." 35.( )hich of the following gives the ma*im+m val+e of the vertical load that the member can s+pport in k, A. &5.3 /. &3. . ." 1. &&.6 SITUATION XIII
A )2&*62 steel is +sed as a beam simply s+pported over a span of " m. The beam is laterally +ns+pported over the entire span. Fy 250 #$a. The properties of the section are as follows1epth% 4 533 mm Flange width% bf 2&0 mm Flange thickness% tf &5.6 mm )eb thickness% tw &0.2 mm Cadi+s of gyration% r t 53.3! mm =ection mod+l+s% =* 2%0 * &0 3 mm3 36.( )hich of the following gives the val+e of the ratio 9?r t A. &30 /. &0 . &50 1. &60 3.( )hich of the following gives the allowable bending stress in #$a in accordance with the provisions of the ,=/$ A. &50 /. 52.0& . ".2& 1. 63. 3".( )hich of the following gives the safe +niform load that the beam can carry in k,?m A. &." /. &6.56 . &5.2& 1. &".32 SITUATION XIV
A simply s+pported beam with span of " m is s+bected to a ccw moment at the left s+pport and a co+nterclockwise moment at the right s+pport e7+al to 25D of the moment at the left s+pport% both acting in the plane of the minor a*is of the beam. The beam is not restrained against lateral b+ckling. The beam is A36 steel with Fy 2!" #$a. The properties of the )2&*62 beam are as followsrt 0.053 m tf 0.0&6 m d 0.533 m =* 0.0020 m3 bf 0.2& m 3.( )hich of the following most nearly gives the slenderness ratio% below which the beam is short with respect to lateral b+ckling A. 65." /. "6.3 . 5. 1. 5.
SITUATION XV
A col+mn resisting on a base plate is shown. The col+mn transmits a moment of " k,m to the fo+ndation and the a*ial load on the col+mn is negligible. The moment is transmitted thro+gh two angles welded to the col+mn flange% then to two anchor bolts. The weld has an allowable stress of &&0 #$a and the allowable stress on the bolt is &50 #$a.
!2.( )hich of the following most nearly gives the force that will be transmitted thro+gh the anchor bolts in k, A. !." /. &3.3 . 3.& 1. 236.2 !3.( )hich of the following most nearly gives the moment acting on the welds in k,m A. ".6 /. 6.! . .26 1. .&2 !!.( )hich of the following most nearly gives the minim+m nominal siEe of the weld in mm A. 5.25 /. .2& . !.!" 1. 6.5! SITUATION XVI
!5.( The shear capacity of a steel wide flange section% 600 mm deep whose web thickness is mm% is closest to- >Ass+me Fy 200 #$a( A. !"6 k, /. !32 k, . "6! k, 1. 6"! k, SITUATION XVII
!6.( A wide flange beam of depth "00 mm carries a total shear of 2000 n.
!.( The str+ct+ral <beam s+pporting a floor carries a floor load of !.6 k,?m 2. The beams span 6 m and are simply s+pported at their ends. 1etermine the centerline spacing if the allowable bending stress in the beam is &20 #$a and the section mod+l+s is 53! * &0 3 mm3% A. 3.5 m /. !.0 m . 3.!5 m 1. 3.0 m
SITUATION XIX
The section of a steel beam is as shown. @se Fy 250 #$a.
!0.( )hich of the following most nearly gives the allowable fle*+ral stress in the compression flange in #$a A. . /. 6". . "6.3 1. 5.! !&.( )hich of the following most nearly gives the ma*im+m val+e of the moment at the left s+pport in k,m A. 25!. /. 302.& . 25." 1. 2".!
3|Page
!".( )hich of the following most nearly gives the location of the plastic ne+tral a*is from the bottom of the section in mm A. 5 /. "5 . 0 1. "0
STEEL DESIGN PRACTICE PROBLEMS !.( )hich of the following most nearly gives the plastic section mod+l+s of the section in m3 A. 0.000 /. 0.000" . 0.0006 1. 0.000 50.( )hich of the following most nearly gives the plastic moment capacity of the section in k,m A. &50 /. &0 . &0 1. 200
4|Page