structural review
TRANSCRIPT
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A reinforced concrete beam has a width of 300mm and an effective depth of
450mm. The beam is reinforced with 6-32mm bars at the bottom and 2-28mm
bars at the top located 65mm from the maim!m compression fiber. fc" # 34.5
$%a& '( # 345$%a.Ass!me that the contrib!tion of the compression steel ma(
not be ne)lected and that compression steel (ields.
*+ ,hich of the followin) )ives the balanced steel ratio.
2+ ,hich of the followin) )ives the depth of the compression bloc.
3+ ,hich of the followin) )ives the nominal moment capacit( of the beam.
ol!tion/
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A composite beam is made !p of a wide flan)e with two cover plates of 320mm
*2mm placed at the top and at the bottom. The beam has a simple span of 6m.
and carries a total load of 360 1m.
Allowable bendin) stress'b # *50 $%a
Allowable shear stress 'v # *00 $%a
Allowable deflection # 1360
%rop. of the wide flan)e section.
A # 0.02 m2tw# 0.0*8 m.
d # 0.56 m. #0.00*568 m4.
# 200&000 $%a.
*+ ,hich of the followin) )ives the section mod!l!s of the section.
2+ ,hich of the followin) )ives the deflection of the beam.
3+ s the beam
a. Ade!ate
b. n ade!ate for fle!re and shear
c. n ade!ate for fle!re and deflection
d. n ade!ate for fle!re& shear and deflection.
ol!tion/
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A 570mm 570mm reinforced concrete col!mn with section shown is s!bected
to a service aial dead load of 450. ive load of 500& dead load moment of
*35 1m and live load moment of *50 1m. fc" # 2*$pa and f( # 4*5$pa
*+ ,hich of the followin) )ives the e!ivalent eccentricit( of the load on the
col!mn.
2+ ,hich of the followin) )ives the minim!m area of steel reinforcement.
3+ ,hich of the followin) )ives the minim!m si9e of steel bars.
ol!tion/
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A rectan)!lar reinforce concrete beam has a width of 250mm& a total depth of
600mm& and an effective depth of 500mm. t is reinforced with 3-25mm. 'c" #
28$%a and f( # 4*5$%a. The beam is carr(in) a slab *50mm thic& 5m. wide. The
beam has a span of 6m. f the !nit wei)ht of concrete is 241m3.
*+ ,hich of the followin) )ives the !nfactored dead load actin) on the beam:
2+ ,hich of the followin) )ives the !ltimate moment capacit( of the beam:
3+ ,hich of the followin) )ives the !nfactored live load that the beam co!ld
s!pport:
ol!tion/
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The base of the footin) is *.8m. below the )ro!nd s!rface. t has a s!rchar)e of
4.8%a on the )ro!nd s!rface. The thicness of the footin) is *.2m. Allowable
bearin) press!re of the soil is 280%a. ,ei)ht of concrete is 241m3and soil is
*81m3.
*+ ,hich of the followin) )ives the effective bearin) press!re of soil.
2+ ,hich of the followin) )ives the distance of the res!ltant force from the
etreme face of the col!mn in order to have a !niform distrib!tion of press!re.
3+ ,hich of the followin) )ives the dimension of the footin).
ol!tion/
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A simpl( s!pported steel beam carries a !niform concrete slab 200mm thic. t
carries a ceilin) load of 500 %a and live load press!re e!al to 2000%a. The
len)th of the beam is 6meters and is spaced at 2m. on centers. ;nit wei)ht of
concrete is 241m2. Allowable bendin) stress for steel beam is 0.66'(.$od!l!s
of elasticit( is 200
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Problem
A strip of 640 m2is sold from a triangular field whose sides are 96 m, 72 m, and 80 m. The
strip is of uniform width h and has one of its sides parallel to the longest side of the field. Find
the width of the strip.
A. 7.1 m
. 8.1 m
!. 8.7 m
". 7.7 m
Solution
From #A! $% &osine law'(
802=722+9622(72)(96)cos
=54 64
722=802+9622(80)(96)cos
=47 22
tan =ch
c=htan54 64
c=0 7096h
tan =ch
c=htan47 22
c=0 9254h
a=bcd
a=960 7096
h0 9254
h
a=961 635h
AABED=21(a+b)h
640=21[(961 635h)+96]h
1280=192h1 635h2
1 635h2192h+1280=0
h=110 34 and 7 09
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A closed traverse A>?= has the followin) data/
ine en)th >earin)
A> *22.00 30@
>? *47.00 60@
?= 24*.00 *0@
=A *57.00 0@ ,
*. =etermine the corrected bearin) of side >? !sin) compass r!le.
A. 57@ **"
>. 57@ **"
?. 60@ *2"
=. 60@ 47"
2. =etermine the corrected bearin) of side ?= !sin) the compass r!le.
A. *47.632 m
>. *48.368 m
?. *47.54 m
=. *48.453 m
3. =etermine the corrected len)th of side >? !sin) the compass r!le.
A. 242.06 m
>. 24*.852 m
?. 240.*48 m=. 237.733 m
ol!tion/
ine en)th >earin) at =ep
A> *22.00 30@ *05.655 6*.000
>? *47.00 60@ 4.500 *27.038
?= 24*.00 *0@ -23.337 -4*.847
=A *57.00 0@ , 54.38* -*47.4**
%erimeter 6* rror -2.802 -*.223
?ompass r!le/
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The correction to be applied to the latit!de Bor depart!re+ of an( co!rse is to the
total absol!te correction in latit!de Bor depart!re+ as the len)th of the co!rse is
to the perimeter of the traverse.
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ide ? ?orrected ?= ?orrected ?orrected ?orrected >earin)
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atit!de =epart!re en)th
A> 0.5*0 *06.*65 0.222 6*.222 *22.552 27@58"*5@
>? 0.622 5.*22 0.2* *27.307 *47.54 57@50"43@
?= *.00 -236.332 0.437 -4*.4*0 237.733 7@56"*8@ ,
=A 0.664 55.045 0.270 -*47.*2* *58.75 57@44"2*@
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?oncrete beam 8meters lon) and spaced 4m center-to-center are !sed to s!pport
a concrete slab **5 mm thic. The beams have effective depth of 650 mm
meas!red from the slab s!rface& bw#300mm& and are reinforced for tension onl(
with si 28-mm-diameter bars. The beams are to be anal(9ed as T-beams. teel
(ield stren)th f(#350$%a and concrete stren)th fc#2*$%a.
*. ,hich of the followin) most nearl( )ive the width of slab effective as T-beam&
in millimeters:
A. 2000
>. 2*40
?. 4000
=. 3250
2. ,hich of the followin) most nearl( )ive the depth of compression bloc in
millimeters:
A. 36.2
>. 45.2?. 56.3
=. 62.4
3. ,hich of the followin) most nearl( )ive the nominal moment capacit( of the
beam in Ciloewton-$eter.
A. 563
>. 84
?. 752
=. 8*
ol!tion/
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teel col!mn 3.6m lon) and hin)ed at both ends is !sed to carr( an aial load of
800. The col!mn is s!bect to end moments abo!t its stron) ais Bsin)le
c!rvat!re+ with $*# 70D$2. The frame is braced a)ainst oint translation and is
not s!bected to an( transverse loadin). '(#248$%a& #200. 5
?. 62
=. 68
2. ,hich of the followin) most nearl( )ives the allowable aial compressive
stress of the col!mn in $e)a%ascals.
A. **4
>. *20
?. *33
=. *48
3. 'rom a separate calc!lation with 'b# *47$%a& which of the followin) most
nearl( )ives the maim!m moment that the col!mn can carr(& in Ciloewton-
$eter.
A. 85.6
>. 5.4
?. *.4
=. 8.8
ol!tion/
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A 4-m sin)le span beam havin) a cross-section of 300mm 500 mm carries a
!niforml( distrib!ted load thro!)ho!t its span. The beam is 80D stress )rade
Apiton) with allowable bendin) stress of *6.5 $e)a%ascals& allowable shearin)
stress of *.3 $%a and mod!l!s of elasticit( of .3* . *03
?. *32
=. *24
2. ,hich of the followin) most nearl( )ives the val!e of the !niform load witho!t
eceedin) the allowable shearin) stress of the beam& in Ciloewton per $eter.A. 63
>. 54
?. 8
=. 5
3. ,hich of the followin) most nearl( )ives the val!e of the !niform load witho!t
eceedin) the allowable deflection& in Ciloewton per $eter.
A. *02
>. 78
?. *24
=. **4
ol!tion/
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A rectan)!lar reinforced concrete beam has a width of 300mm and an effective
depth of 450mm to tension bars. The beam is reinforced with si 32-mm-
diameter tension bars and two 28-mm-diameter compression bars with centroid
65mm from etreme concrete fiber. ?oncrete stren)th fc#34.5$%a and steel
stren)th f(#345$%a. Ass!me that the contrib!tion of the compression steel
cannot be ne)lected and that compression steel (ields.
*. ,hich of the followin) most nearl( )ives the balanced steel ratio if the beam
were sin)l( reinforced/
A0.044
>.0.033
?.0.055
=.0.022
2. ,hich of the followin) most nearl( )ives the balanced steel ratio for do!bl(reinforced considerin) the effect of the compression steel/
A.0.048
>.0.057
?.0.062
=.0.053
3. ,hich of the followin) most nearl( )ives the !ltimate moment capacit( of the
beam in Ciloewton-$eter.
A.632
>.24
?.5*
=. 5*
ol!tion/
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The beam is *50mm wide and 300mm deep& The allowablebendin) stresson
etreme fiber is *2$%a. f #2.5m/
*. ,hich of the followin) )ives the maim!m moment that the beam can resist&
in Ciloewton-meter.
A. 24
>. *6
?. *8
=. 2
2. ,hich of the followin) )ives maim!m val!e of %& in Ciloewton:
A. *2.5
>. 8.6
?. 7.5
=. *6.4
3. ,hich of the followin) )ives maim!m val!e of %& in Ciloewton:
A. 2
>. 24
?. *6
=. *8
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ol!tion/
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A spiral col!mn 500-mm in diameter is reinforced with 8-28mm diameter bars as
shown. The interaction dia)ram for the col!mn is also )iven.
*. ,hich of the followin) most nearl( )ives the reinforcement ratio in percent.
A. 0.025
>. 0.032
?. 0.0*6
=. 0.04*
2. ,hich of the followin) most nearl( )ives the ratio of eccentricit( to col!mn
dimension in the direction of bendin).
A. 0.40
>. 0.30
?. 0.25
=. 0.35
3. ,hich of the followin) most nearl( )ives the nominal load capacit( of the
col!mn.
A. 2800
>. 2600
?. 200
=. 2500
ol!tion/
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Eectan)!lar beams 300mm wide 600mm effective deep and 5.8m lon) are spaced
3m on centers. These beams are !sed to s!pport a 70-mm thic concrete slab
po!red monolithicall( with the beam& th!s the beams ma( be considered as T-
beams. The beams are reinforced for tension onl( with ei)ht 28-mm diameter
bars. ?oncrete stren)th fc # 2$%a and steel stren)th f( # 345 $%a. The
provisions of the *772 tr!ctr!ral ?ode of the %hilippines re)ardin) T->eams is
)iven.
*. ,hich of the followin) most nearl( )ives the effective flan)e width accordin)
to the *772 ?%& in millimeters.
A. *450
>. *40?. 3000
=. *250
2. ,hich of the followin) most nearl( )ives the depth of compression bloc
meas!red from the top of the beam& in millimeters.
A. 68
>. 2
?. 60
=. 5*
3. ,hich of the followin) most nearl( )ives the nominal capacit( of the beam in
Ciloewton-$eter.
A. 854
>. 76
?. 53
=. **04
ol!tion/
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A bar metal 25mm in diameter is tested on a len)th of 250mm. in tension the
followin) res!lts were recorded/
oad B+ *0.4 3*.2
tension Bmm+ 0.036 0.087
The Fo!n) $od!l!s is nearl(/
ol!tion/
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A strip of steel *mm thic is bent into an arc of a circle of radi!s *.0m is e!al
to 200
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Two pieces of 5mm 400mm Facal members !nder tension are connected
to)ether b( means of a lap splice with 7pcs of 25mm dia. >olts as shown. The
worin) stresses for 80D vis!all( stress-)raded !nseasoned Facal are as
follows/
'rom table T$-6
>endin) and tension parallel to )rain -24.5 $%a
?ompression parallel to )rain -*5.8 $%a
?ompression perpendic!lar to )rain -6.2 $%a
hear parallel to )rian -2.47 $%a
*+ ,hich of the followin) )ives the net area of a timber member: ?onsider hole
diameter to be 2mm lar)er than the bolt diameter
2+ ,hich of the followin) )ives the safe val!e of % considerin) the net area of the
timber member:
3+ ,hich of the followin) )ives the safe val!e of % considerin) the bearin) of the
bolts on the timber.
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ol!tion/
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The T-section shown is formed b( oinin) two rectan)!lar pieces of wood
to)ether. The beam is s!bected to a maim!m shearin) force of 60.
*+ ,hich of the followin) )ives the moment of inertia at the ne!tral ais.
2+ ,hich of the followin) )ives the shearin) stress at the ne!tral ais.
3+ ,hich of the followin) )ives the shearin) stress at the !nction between the
two pieces of wood.
ol!tion/
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?oncrete beam 8meters lon) and spaced 4m center-to-center are !sed to s!pport
a concrete slab **5 mm thic. The beams have effective depth of 650 mm
meas!red from the slab s!rface& bw#300mm& and are reinforced for tension onl(
with si 28-mm-diameter bars. The beams are to be anal(9ed as T-beams. teel
(ield stren)th f(#350$%a and concrete stren)th fc#2*$%a.
*. ,hich of the followin) most nearl( )ive the width of slab effective as T-beam&
in millimeters:
A. 2000
>. 2*40
?. 4000
=. 3250
2. ,hich of the followin) most nearl( )ive the depth of compression bloc in
millimeters:
A. 36.2
>. 45.2?. 56.3
=. 62.4
3. ,hich of the followin) most nearl( )ive the nominal moment capacit( of the
beam in Ciloewton-$eter.
A. 563
>. 84
?. 752
=. 8*
ol!tion/
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A wall footin) is shown. The !nit wei)ht of soil above footin) is *8 1m3and
!nit wei)ht of concrete is 23.5 1m3. ?oncrete stren)th fc# 2* $%a and steel
(ield stren)th is f(# 4*4 $%a.The allowable soil bearin) capacit( is 2*0 %a.
*. ,hich of the followin) most nearl( )ives the effective soil bearin) capacit( at
the bottom of the footin) in Cilo%ascals.
A. *2
>. *75
?. *86=. *64
2. ,hich of the followin) most nearl( )ives the dimension Bwidth+ of the footin)
in meter:
A. 2.5
>. 2.*
?. 3.2
=. 2.8
3. ,hich of the followin) most nearl( )ives the spacin) of the 28-mm diameter
main bars& in millimeters:
A. 300
>. 250
?. 400
=. 350
ol!tion/
http://ce-review.com/2010/05/17/design-and-construction-ce-board-exam-may-2007/structural-ce-board-exam-may-2007-wall-footing-figure-6/ -
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http://ce-review.com/2010/05/17/design-and-construction-ce-board-exam-may-2007/structural-ce-board-exam-may-2007-solution-6/ -
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A b!ilt !p section is made !p of 3 rectan)!lar plates welded to form an G-beam.
The overall depth is 400mm and is *3 meters lon). The slenderness ratio 1r #
200. The ma. load in tension is *600 and a min. load in compression is
260. The member is to carr( a load % # ma load H I min. load.
*+ ?omp!te the re!ired area of the section if allowable stress is *85$%a.
2+ ?omp!te the width of the flan)e if r # J width of flan)e.
3+ ?omp!te the thicness of the plate.
ol!tion/
http://ce-review.com/2010/04/16/design-and-construction-ce-board-exam-nov-2003/structural-ce-board-exam-nov-2003-i-beam-figure-2/ -
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A rectan)!lar beam has a width of 250mm and an effective depth of 400mm. The
beam is reinforced at the top and bottom section with a steel coverin) of 5mm
for the compression bars and has a simple span of 6m..f carries a !niform live
load of 361m and a dead load of *51m. f fc"#2*$%a& f( # 26$%a.
*+ ,hich of the followin) )ives the !ltimate !niform load:
2+ ,hich of the followin) )ives the nominal moment capacit( of the beam at
balanced condition:
3+ ,hich of the followin) )ives the total steel area in tension.
ol!tion/
http://ce-review.com/2010/04/16/design-and-construction-ce-board-exam-may-2004-5/structural-ce-board-exam-may-2004-rectangular-beam-figure-1-1/ -
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http://ce-review.com/2010/04/16/design-and-construction-ce-board-exam-may-2004-5/structural-ce-board-exam-may-2004-solution-1-1/ -
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http://ce-review.com/2010/04/16/design-and-construction-ce-board-exam-may-2004-5/structural-ce-board-exam-may-2004-rectangular-beam-figure-1-3/http://ce-review.com/2010/04/16/design-and-construction-ce-board-exam-may-2004-5/structural-ce-board-exam-may-2004-solution-1-2/http://ce-review.com/2010/04/16/design-and-construction-ce-board-exam-may-2004-5/structural-ce-board-exam-may-2004-rectangular-beam-figure-1-2/ -
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http://ce-review.com/2010/04/16/design-and-construction-ce-board-exam-may-2004-5/structural-ce-board-exam-may-2004-solution-1-3/