I Sea'L Ido ,
.n
'Lhe
r
. Ji--
Republ-tc of Fhllippines
PF.OFESEIONAIJ REGUTAIION COMMISSION
ManiIa
I :
)
" CIVIL U:\GINEER$ L:eetrsnre Examination
tsOARD O]:T CTV::, EIIGINEERII*G
I iMoncjarrr }ior"remhsr 1"5, a02i * 01:00
08:00 a.m. ,a.m.
' El:ttuc T]URJ\L ENGINEER:.NG & STRUCT]ON gE!*4
I
C
,J,L1Eg\gu-Lryj, Select. 'Ei:e correct answer for each of Ene falJ.owi:rg
clues'Eions. Marl* onllr gne ansluer for eacL item by shacllng the box
.!.?::M9oncii:rg to .Lhq lerUer: ET-)rour chc;ce cn ti.:e etrrswei si:eet prov-tded.
l \IO ERI\SURES ALLOWSD,
EIIRTCT'ITY
rp.[u- A t,r-mss E is represented nv exifir cE\ A rajsed to urre
llt)\,ier ;r is expresSed aS A^rf .----)
I ' EIITU;TT]:iONAI,
I [i:L'hriB'LJ"an
G i rra n
}=
,1
.? m
- Refer to rig.
40
'1
lcN
S!,{M 16.19.
I
D-
.t\
Anr11e The 'ba = 30 deg::ees
l,ine .FrB 1s along tire horizontal axis.
1. Ii'.i.nd 'Lhe :uaximurn shear
I
{kN).
tu\ 40
OU c. 30
n ,n
L .Firici che naxj.:m:n berrcling
-
'A t;1F\
n_r:rnen.E {kN_in)
*\. 73.0 AL L
I 3
E. 1i0.8
,rtT19 the tr.iisting noment
c.,_7'-2
,rg rt.o
Id{-rrr.,, oL u.
Y" 4./ /
I
(
L4\/ D+. u
^:rs.xrmun a. 17 L
rJ. /l. e D. l:10 ,8
.sj.l-rta{-;Lou 2 - A hollow cirg3r.klr pole,. 3 m hiEh,=-hsl
mm anci a irrr c ne s e."or-ilirlil1 ii -i i -aur:#"4-t"n;; an.loui:s,-e cic..rneto( ut. 3 0,j
I
)
l.r: ri.cls r .-' rc
Ili:li#i,. g
.l " .l\ vertr,:er- ccu'.presaiv* ioaci, p
I00'mnr fron the ;;nii;i.; of the =
3 rcN a{: an eccentricitv of
=*.iroi,. of theipo:-e
I
2,. A ia.berat load, r.r = 0.i: r
tl'he weig)rL of .bhe pole is 150 $/m. ]:ry at-_;rie-top
!
4. Itliri.ch of .bhe followi.n g glves ,L.ha compleE sl\ie stress {Mpa) a.L riire
)a 'Lhe pole due 'to 'Lhe D
0
u
I {/
i).75 h ea
5 . 1r'i.liici: of i;ire foiiowang gives the maximun tensile etress (Mpa) d.ue to all
il-oads ?
u )\
B. 4.13
n E1
V. Uar c.
i
U T
4,'75
D E1
J r JA
r,'), A. so.Li_d ..rso diarneE,e:: 1s usecl ins.Eead. Whi-ch
girrelr 'Llre of 1:he, follcwinq
tress fMEa
u A. 0.034
,8. 0.c25
'fi
LJ
) a'1, i:he base?
u. l.J{5
U. 0. 012
I Continued or lage 2 lllQ.tl$ Y|)s 2-1.9
l
I
I
,:
I C IVII, ENOI SIIIERS Licens ure E:{amir'i-rc-ttion
l4o:rclirlr, N+verJrcr ).5, ZAZit * 08:00 a.rn' - 0L:00 p'm' Page Z
I ..sibuation 3 - ReferL,o sAl't 1,0.06
sEr I,
I
Gi.veu :
w]. = .,'--56T
2 0 0-kAl/in
Iti2 a lm/m
Ll, = 2m
I
.l_,1 = 3m
2rn
7 Llow mr,rch is the toLaL length, L (m) so tlra'b the resulting stress. cJr is
I
r-rrr/i{ornr.
h,) ro c. B
l',Y e D:. 12.
i)
U \{l:.iclr of t-}re followirg qive" ti.r[ :-o"atj.on (m) of maximum sl:oar.::',.;:1!gern'Lhe
1 a Fl- a,rrl
l,,i\ s.o
1)
til-;r-
: l:IJ /i,.5 L, 4.U
I !). l'.lh.i.ch
im)?
/\, ) .16
B. 3 .2A
o[ :hc follo',r-ing givcs''El:e ]ocaLion of the
c. 6.28
D. 1.24
po:LnL c'I inffecCLr:rr
I Li i-'(:.'.rat-.-i-on
icacls:
ri * A sL-.anCa:cl r,vergJ.rL pipe cc'-1.r"trnn is subjec';ed to tire. .ioi.ior.;:r-:rg
I
e,ad = 650 l(N
Column P::oper'Ej-os
A1iefl = 54L9 mtn^Z
Ivlonren; of fnc*u'Eia = S0 x L0^6
rl
nun^4
Ou'Lside Diame'L,er = 2[9 mm
Insi.de Diarnerter '= 20? run
=1.0. Cei,--'ulat.e the nraxinurn co$pressive stress (MPa) in the column.
,t. 211 6, 8J
; B. 128 It.. 45
I .l 1 Calcula:e the maxinun tensile
,a. 12I
B. 45
s tr:,gs
dl
U
s
03
arl-
(MPa) in the oolumn.
:
I 1.2. Tire C,esj-qn l:equi:res 'Lha'E theyc: shor.r.Ld
cc.i-uimn cille Lo 'i:he Loacrs, How mr:tcI: s
(mn) if tlre avail.able blrickness
ir. 30C
R, 310 D. 327
in 'Eho pipe
the pipe oute;ide diarne'ter
u j..1. li.,,r;ruilon
5 - Icien.Lify Lhe belrcrvior of ma.ber:'.al_s desc::lbec1 :
I 1. 3 . Ir,Il:or, a.
rrrhal; causes
h
li, plastici1-y
nIa,:rr
.ila.'Ler.iai
ihs
is sr"rbjec.ted
s'l-r,tc'l-ure .Lo
LU
i D; yie,Idrng
L
ll
'i:sFirrrtr
r
diCt-rrge r
I r4. W.:ei:, n ila'Leria1 ]:as 'i:o s
ca":,rS1i:s i'i:':o cor:'tinr-re,.'t
,!.',,/ Ir.l. e.s.Li c i by creep
a..su"ciden
{od of
r:; ?
rvhat
I I: . F a',tisLre
Con'u.tnuecl
D yielcling
ol: Irago T8,)S. Ver 7.L.9
I
3
il
,:
II C::\IIL IINIGINEtrRS L-i censure ExarninaEion
M*irrlavr:l'lovefflf,er 15, ?AZL - 0B:00 a.m. - 0L100 p.m.
.p1i5uql.i1,'N AL ENGIT{EDRTI{G & COI']5T!,UCTIOII
15. Ii: lnrl'i;r'l: concii'tion i.s a mater:al when it breaks ,dg-vJ[ lanil "Celf orrns
permnnently even due 'Eo...a--s#.ght..-j' ncrease in s'Lress, ,above 'b.hb 6lastj-c
t,age
Errr 4
J
I .imri:?
t\. 1:Itrsi:ic.:.,;1r
B. :Ea i:igne
lrie-LdilLg'
creep
-L
lt Sj.tfl,:rtior:. 6 * Rsf er to ?ig. SI'CNM 10.020.
Gitreir I
u:L:ne:ts 10t)g
i1
r1
uf
L3=
Rigid
1.8
15
I.B
m
= 100 mm wide x 12 mm Ehiel<
.Bar AD
tl
Stru'b BC S0 mrn wide x L0 mm thicl<'
= stsress
Allowable BoIt Shear E. 60 lala
1.6. Wl:aL 'is the aLlowa]:Le l-oad, W (kN j, iI tlre aLlowable compressive 'stresF
iu strut i3C is 87 ItPa?
A. 46,4 '---*," ' 27 ,8
8. 39.3 65.6- :
17, 'Elre force (kN) in strut BC if the Load w is Sj6 kN.
t
rr "(tr'c[.
l'
'a,r/
,l
3's c' 4'8
1r. 8.5 D. 6.0
].s. l{}:aL is tlre mini-murn required bolt diamater (rua) at.A, if .the road I'j is
3.r5 ltN? Appiy a fac'bor of sa:Eef,g of 2.
II l-1
.r
I. 25
8.1?
Sj'Lt1t.\.{ria]]7-Rofer,b'ocBM10,l.1and..rrtgufeRC-5
the dosign of a beam yielcls the following,
r
a 1a
- *-
h2 = 490 mm
b - 375nm
r.0 ne,:n ,r-
/c\
vzo
l_6
..
,
As' ,* 3 of Zg mm cliameter bars
As o 5 of 2E nm cliemetel iiars
lt
Corrcrete Conpressive S.Erength, fc1_ = 34 MFa
Lcr:gir:i:clila L Stee.L yiel.ri Strenff:, fyI = 413 Mpa
:[,a':eral Ties Yie]-d Streugth, (yv
'lilffective UBa --:'-=-a7E
Cove.r .Lo the Centroid of As-__= 75 mm
Shea,,: SLrer:g.ih Reriuction Factol: E.:[:I5_\
_
19, Ca-LcuIaLe tlre s\g1l:-.sur-dir-gth (ltll) proviCed by 12 mfi diamete:: .uios spacod
:ri- j.00 r.l':r cen-*6i'Lo cen.ber. .4-q
rr:--'rIs (cJ ase
:3. 163 D. 387 .
t 20 " Caicn.l-a,'te
i\.
1l.
154
L95
the s)ruar strength (liI:J- provided by the concrete.
(.r{
to2
tt5
I Z:L " ?he beam i $to be redesigned for a shear force otr-d6E)im*, u.sing .Lc- m:n
diarre'Leiy't: IOS apaceri e,t g0 nrm genter to cenler , hlw:-mr:ch /is uh6 ..;equj.rec.
w;Ldtr, {nr,) aF 'L he bear.?L-.-.r+-_,---\
(4i. 400
I -'8. JIJ
450 250
S:i.tue,t.i"on I * Refer to fig. SA - 6.
A stoe] col.umn rs flxed a.E the ]:o,btorn ancl hinged a.E, the.[op,
I l.'he:.'e is no sid,esvrav,
''l'he conc(tntric log,qi'h,hat- triLl. cause inl.tial buchling of a colqurn
w,lLhin the proporL:Lonerr rjnir is the rrii"i-uuc[rj."g=:iid; e".
I Con'tinued on pade 4 TQ,DS Ver z, )..9
l
, . C-lVi:L ENGINEERS tricensure Examination
i !{r:ncia1.r i\lovemj:er 15r 2021 - 08:00 a.rn. - 01":00 prm. Page 4
tfsu!!xAl:, e soNF
ENqr,sPsflrr{G SET A
' pe = (pl)^Z * E * I / ff$,1"z
'lre buclcling stuesq, fe
fe = (pi)^2. * E / (i(],/r)^Z
:.Jile stenitLriresrs ratio '= r,/i ' '
I'he ef:Eective length fa, tsorn*I{ = 0,8
G-i.v etr :
Colu:nn Properties I
l\ * 91290 mm^? t.-
Ix = i13.?1 x 10^6 mm"4
):'Y : 3g'BB :r 16^6 n:r^4 );
ri = )E0 mnr
ns - ?lJ-0;U-6'o Mpa .t
. coirrmn Height = 8.0 m 'q
?-2. Dete.nnine the crxial loacl (l(N) 'F,hat will" cause initial bucl*in s'
A. 1874 492
n. 5456
2J1 , DeLerrF.l-u.g [-]:e buckl.i.ng st.ress a),
176
ii], ) 263 D ,597
)r: -:r'i-^ r"'i,. cr
J E'
F
J , cle Lermine L.1ie alLo.wabie compressite Ioad ( )rN ),; J.n
,Ei:r:
\.,'- -- Lrllr l- .
-t\, LiiJi L1?9
-). l)zr L) 840
S:LLunt,ior: I - RefeilEo Fiql. 10.02 aad Eigure RC-5. SAIVI
(i:i.Itel.'r : - .
Eeam Sl:clior:s, it x h, for JfD, BE, and qF -*25g--1run. x-..300 nrm
C;i.rder Sec+-"tons, b ;r h for I\BC and DEtr' '* 3 56- iiin' -x.-6.0.O:'rnni'
Dimens:Lon,s
$ = 3.0 m
L a 6,0 n
lor:crt [e Cover .L,o Cen.l:roid of Reinforcements
C':ncreEe CoJnpressive SLreng.Lh, fc, = 20 , T, Mpa
R.ainforcing SteeL yiel.ct S.biength, fy = 27'F,,ltBa
r,a n rlq
Dqud Loacl,, D
=
Load, L = I.l
4,8 ].I* ibggn weigirL aireariy rnclqded)
-ive l<pa (aII spanil
llegui:r:eci Streugth, U = t.Z O {-'1.6 !
Sl;rength lteduct:lon lactor, phi = 0,75
i, ) I,tll"r'ch of 'bhe forJ.owing givee the critica.r desfgn shearlelrress (Mpa 1n
)
):eanr BE?
..A< 1.85 C. lf?3
t'13.) i.lC D. 2.08
1 \.-"-
'.)5. rrij:"ich oi tire roiiowing g ives the s hear
s'trengthf .:lci--6ml), provic{acl by
. i
1:he conc:i:ete in heam BE?
tl A. 63.8
B. 58.0
ft\
\y' 47.8
lt.J
',).7. lllhe strea.u :einforcemen.L, of l:eam BE consists (JI
two legs of l0 mm
i:Lanre'i:e:r l:ars spaced a.L 150 mm centgr to cen te r, llow rnucl'r is tl'le
tl ri i
re r:
ii.
Ling s]:ear c [:rgngth, Vs
7i.7
( kN ) ?
c. 185.8
I
\a a41 1
.L'! i,'a t - I ,f . u
:l .i. l.u.a I i.c ir lL 0 - Re f er .Lo F_i_g. compu[ed urinri loacl actln( at 1:]r<:
jr::i.r:,Is o.[ r,he llowe .L:;..rss
are aE f olLcrws:
?1 = P4 8.5 l(}J
T Continuerl on Iage q TQDS Ver 7. )..?
I
I
.n
'Lhe
r
. Ji--
Republ-tc of Fhllippines
PF.OFESEIONAIJ REGUTAIION COMMISSION
ManiIa
I :
)
" CIVIL U:\GINEER$ L:eetrsnre Examination
tsOARD O]:T CTV::, EIIGINEERII*G
I iMoncjarrr }ior"remhsr 1"5, a02i * 01:00
08:00 a.m. ,a.m.
' El:ttuc T]URJ\L ENGINEER:.NG & STRUCT]ON gE!*4
I
C
,J,L1Eg\gu-Lryj, Select. 'Ei:e correct answer for each of Ene falJ.owi:rg
clues'Eions. Marl* onllr gne ansluer for eacL item by shacllng the box
.!.?::M9oncii:rg to .Lhq lerUer: ET-)rour chc;ce cn ti.:e etrrswei si:eet prov-tded.
l \IO ERI\SURES ALLOWSD,
EIIRTCT'ITY
rp.[u- A t,r-mss E is represented nv exifir cE\ A rajsed to urre
llt)\,ier ;r is expresSed aS A^rf .----)
I ' EIITU;TT]:iONAI,
I [i:L'hriB'LJ"an
G i rra n
}=
,1
.? m
- Refer to rig.
40
'1
lcN
S!,{M 16.19.
I
D-
.t\
Anr11e The 'ba = 30 deg::ees
l,ine .FrB 1s along tire horizontal axis.
1. Ii'.i.nd 'Lhe :uaximurn shear
I
{kN).
tu\ 40
OU c. 30
n ,n
L .Firici che naxj.:m:n berrcling
-
'A t;1F\
n_r:rnen.E {kN_in)
*\. 73.0 AL L
I 3
E. 1i0.8
,rtT19 the tr.iisting noment
c.,_7'-2
,rg rt.o
Id{-rrr.,, oL u.
Y" 4./ /
I
(
L4\/ D+. u
^:rs.xrmun a. 17 L
rJ. /l. e D. l:10 ,8
.sj.l-rta{-;Lou 2 - A hollow cirg3r.klr pole,. 3 m hiEh,=-hsl
mm anci a irrr c ne s e."or-ilirlil1 ii -i i -aur:#"4-t"n;; an.loui:s,-e cic..rneto( ut. 3 0,j
I
)
l.r: ri.cls r .-' rc
Ili:li#i,. g
.l " .l\ vertr,:er- ccu'.presaiv* ioaci, p
I00'mnr fron the ;;nii;i.; of the =
3 rcN a{: an eccentricitv of
=*.iroi,. of theipo:-e
I
2,. A ia.berat load, r.r = 0.i: r
tl'he weig)rL of .bhe pole is 150 $/m. ]:ry at-_;rie-top
!
4. Itliri.ch of .bhe followi.n g glves ,L.ha compleE sl\ie stress {Mpa) a.L riire
)a 'Lhe pole due 'to 'Lhe D
0
u
I {/
i).75 h ea
5 . 1r'i.liici: of i;ire foiiowang gives the maximun tensile etress (Mpa) d.ue to all
il-oads ?
u )\
B. 4.13
n E1
V. Uar c.
i
U T
4,'75
D E1
J r JA
r,'), A. so.Li_d ..rso diarneE,e:: 1s usecl ins.Eead. Whi-ch
girrelr 'Llre of 1:he, follcwinq
tress fMEa
u A. 0.034
,8. 0.c25
'fi
LJ
) a'1, i:he base?
u. l.J{5
U. 0. 012
I Continued or lage 2 lllQ.tl$ Y|)s 2-1.9
l
I
I
,:
I C IVII, ENOI SIIIERS Licens ure E:{amir'i-rc-ttion
l4o:rclirlr, N+verJrcr ).5, ZAZit * 08:00 a.rn' - 0L:00 p'm' Page Z
I ..sibuation 3 - ReferL,o sAl't 1,0.06
sEr I,
I
Gi.veu :
w]. = .,'--56T
2 0 0-kAl/in
Iti2 a lm/m
Ll, = 2m
I
.l_,1 = 3m
2rn
7 Llow mr,rch is the toLaL length, L (m) so tlra'b the resulting stress. cJr is
I
r-rrr/i{ornr.
h,) ro c. B
l',Y e D:. 12.
i)
U \{l:.iclr of t-}re followirg qive" ti.r[ :-o"atj.on (m) of maximum sl:oar.::',.;:1!gern'Lhe
1 a Fl- a,rrl
l,,i\ s.o
1)
til-;r-
: l:IJ /i,.5 L, 4.U
I !). l'.lh.i.ch
im)?
/\, ) .16
B. 3 .2A
o[ :hc follo',r-ing givcs''El:e ]ocaLion of the
c. 6.28
D. 1.24
po:LnL c'I inffecCLr:rr
I Li i-'(:.'.rat-.-i-on
icacls:
ri * A sL-.anCa:cl r,vergJ.rL pipe cc'-1.r"trnn is subjec';ed to tire. .ioi.ior.;:r-:rg
I
e,ad = 650 l(N
Column P::oper'Ej-os
A1iefl = 54L9 mtn^Z
Ivlonren; of fnc*u'Eia = S0 x L0^6
rl
nun^4
Ou'Lside Diame'L,er = 2[9 mm
Insi.de Diarnerter '= 20? run
=1.0. Cei,--'ulat.e the nraxinurn co$pressive stress (MPa) in the column.
,t. 211 6, 8J
; B. 128 It.. 45
I .l 1 Calcula:e the maxinun tensile
,a. 12I
B. 45
s tr:,gs
dl
U
s
03
arl-
(MPa) in the oolumn.
:
I 1.2. Tire C,esj-qn l:equi:res 'Lha'E theyc: shor.r.Ld
cc.i-uimn cille Lo 'i:he Loacrs, How mr:tcI: s
(mn) if tlre avail.able blrickness
ir. 30C
R, 310 D. 327
in 'Eho pipe
the pipe oute;ide diarne'ter
u j..1. li.,,r;ruilon
5 - Icien.Lify Lhe belrcrvior of ma.ber:'.al_s desc::lbec1 :
I 1. 3 . Ir,Il:or, a.
rrrhal; causes
h
li, plastici1-y
nIa,:rr
.ila.'Ler.iai
ihs
is sr"rbjec.ted
s'l-r,tc'l-ure .Lo
LU
i D; yie,Idrng
L
ll
'i:sFirrrtr
r
diCt-rrge r
I r4. W.:ei:, n ila'Leria1 ]:as 'i:o s
ca":,rS1i:s i'i:':o cor:'tinr-re,.'t
,!.',,/ Ir.l. e.s.Li c i by creep
a..su"ciden
{od of
r:; ?
rvhat
I I: . F a',tisLre
Con'u.tnuecl
D yielcling
ol: Irago T8,)S. Ver 7.L.9
I
3
il
,:
II C::\IIL IINIGINEtrRS L-i censure ExarninaEion
M*irrlavr:l'lovefflf,er 15, ?AZL - 0B:00 a.m. - 0L100 p.m.
.p1i5uql.i1,'N AL ENGIT{EDRTI{G & COI']5T!,UCTIOII
15. Ii: lnrl'i;r'l: concii'tion i.s a mater:al when it breaks ,dg-vJ[ lanil "Celf orrns
permnnently even due 'Eo...a--s#.ght..-j' ncrease in s'Lress, ,above 'b.hb 6lastj-c
t,age
Errr 4
J
I .imri:?
t\. 1:Itrsi:ic.:.,;1r
B. :Ea i:igne
lrie-LdilLg'
creep
-L
lt Sj.tfl,:rtior:. 6 * Rsf er to ?ig. SI'CNM 10.020.
Gitreir I
u:L:ne:ts 10t)g
i1
r1
uf
L3=
Rigid
1.8
15
I.B
m
= 100 mm wide x 12 mm Ehiel<
.Bar AD
tl
Stru'b BC S0 mrn wide x L0 mm thicl<'
= stsress
Allowable BoIt Shear E. 60 lala
1.6. Wl:aL 'is the aLlowa]:Le l-oad, W (kN j, iI tlre aLlowable compressive 'stresF
iu strut i3C is 87 ItPa?
A. 46,4 '---*," ' 27 ,8
8. 39.3 65.6- :
17, 'Elre force (kN) in strut BC if the Load w is Sj6 kN.
t
rr "(tr'c[.
l'
'a,r/
,l
3's c' 4'8
1r. 8.5 D. 6.0
].s. l{}:aL is tlre mini-murn required bolt diamater (rua) at.A, if .the road I'j is
3.r5 ltN? Appiy a fac'bor of sa:Eef,g of 2.
II l-1
.r
I. 25
8.1?
Sj'Lt1t.\.{ria]]7-Rofer,b'ocBM10,l.1and..rrtgufeRC-5
the dosign of a beam yielcls the following,
r
a 1a
- *-
h2 = 490 mm
b - 375nm
r.0 ne,:n ,r-
/c\
vzo
l_6
..
,
As' ,* 3 of Zg mm cliameter bars
As o 5 of 2E nm cliemetel iiars
lt
Corrcrete Conpressive S.Erength, fc1_ = 34 MFa
Lcr:gir:i:clila L Stee.L yiel.ri Strenff:, fyI = 413 Mpa
:[,a':eral Ties Yie]-d Streugth, (yv
'lilffective UBa --:'-=-a7E
Cove.r .Lo the Centroid of As-__= 75 mm
Shea,,: SLrer:g.ih Reriuction Factol: E.:[:I5_\
_
19, Ca-LcuIaLe tlre s\g1l:-.sur-dir-gth (ltll) proviCed by 12 mfi diamete:: .uios spacod
:ri- j.00 r.l':r cen-*6i'Lo cen.ber. .4-q
rr:--'rIs (cJ ase
:3. 163 D. 387 .
t 20 " Caicn.l-a,'te
i\.
1l.
154
L95
the s)ruar strength (liI:J- provided by the concrete.
(.r{
to2
tt5
I Z:L " ?he beam i $to be redesigned for a shear force otr-d6E)im*, u.sing .Lc- m:n
diarre'Leiy't: IOS apaceri e,t g0 nrm genter to cenler , hlw:-mr:ch /is uh6 ..;equj.rec.
w;Ldtr, {nr,) aF 'L he bear.?L-.-.r+-_,---\
(4i. 400
I -'8. JIJ
450 250
S:i.tue,t.i"on I * Refer to fig. SA - 6.
A stoe] col.umn rs flxed a.E the ]:o,btorn ancl hinged a.E, the.[op,
I l.'he:.'e is no sid,esvrav,
''l'he conc(tntric log,qi'h,hat- triLl. cause inl.tial buchling of a colqurn
w,lLhin the proporL:Lonerr rjnir is the rrii"i-uuc[rj."g=:iid; e".
I Con'tinued on pade 4 TQ,DS Ver z, )..9
l
, . C-lVi:L ENGINEERS tricensure Examination
i !{r:ncia1.r i\lovemj:er 15r 2021 - 08:00 a.rn. - 01":00 prm. Page 4
tfsu!!xAl:, e soNF
ENqr,sPsflrr{G SET A
' pe = (pl)^Z * E * I / ff$,1"z
'lre buclcling stuesq, fe
fe = (pi)^2. * E / (i(],/r)^Z
:.Jile stenitLriresrs ratio '= r,/i ' '
I'he ef:Eective length fa, tsorn*I{ = 0,8
G-i.v etr :
Colu:nn Properties I
l\ * 91290 mm^? t.-
Ix = i13.?1 x 10^6 mm"4
):'Y : 3g'BB :r 16^6 n:r^4 );
ri = )E0 mnr
ns - ?lJ-0;U-6'o Mpa .t
. coirrmn Height = 8.0 m 'q
?-2. Dete.nnine the crxial loacl (l(N) 'F,hat will" cause initial bucl*in s'
A. 1874 492
n. 5456
2J1 , DeLerrF.l-u.g [-]:e buckl.i.ng st.ress a),
176
ii], ) 263 D ,597
)r: -:r'i-^ r"'i,. cr
J E'
F
J , cle Lermine L.1ie alLo.wabie compressite Ioad ( )rN ),; J.n
,Ei:r:
\.,'- -- Lrllr l- .
-t\, LiiJi L1?9
-). l)zr L) 840
S:LLunt,ior: I - RefeilEo Fiql. 10.02 aad Eigure RC-5. SAIVI
(i:i.Itel.'r : - .
Eeam Sl:clior:s, it x h, for JfD, BE, and qF -*25g--1run. x-..300 nrm
C;i.rder Sec+-"tons, b ;r h for I\BC and DEtr' '* 3 56- iiin' -x.-6.0.O:'rnni'
Dimens:Lon,s
$ = 3.0 m
L a 6,0 n
lor:crt [e Cover .L,o Cen.l:roid of Reinforcements
C':ncreEe CoJnpressive SLreng.Lh, fc, = 20 , T, Mpa
R.ainforcing SteeL yiel.ct S.biength, fy = 27'F,,ltBa
r,a n rlq
Dqud Loacl,, D
=
Load, L = I.l
4,8 ].I* ibggn weigirL aireariy rnclqded)
-ive l<pa (aII spanil
llegui:r:eci Streugth, U = t.Z O {-'1.6 !
Sl;rength lteduct:lon lactor, phi = 0,75
i, ) I,tll"r'ch of 'bhe forJ.owing givee the critica.r desfgn shearlelrress (Mpa 1n
)
):eanr BE?
..A< 1.85 C. lf?3
t'13.) i.lC D. 2.08
1 \.-"-
'.)5. rrij:"ich oi tire roiiowing g ives the s hear
s'trengthf .:lci--6ml), provic{acl by
. i
1:he conc:i:ete in heam BE?
tl A. 63.8
B. 58.0
ft\
\y' 47.8
lt.J
',).7. lllhe strea.u :einforcemen.L, of l:eam BE consists (JI
two legs of l0 mm
i:Lanre'i:e:r l:ars spaced a.L 150 mm centgr to cen te r, llow rnucl'r is tl'le
tl ri i
re r:
ii.
Ling s]:ear c [:rgngth, Vs
7i.7
( kN ) ?
c. 185.8
I
\a a41 1
.L'! i,'a t - I ,f . u
:l .i. l.u.a I i.c ir lL 0 - Re f er .Lo F_i_g. compu[ed urinri loacl actln( at 1:]r<:
jr::i.r:,Is o.[ r,he llowe .L:;..rss
are aE f olLcrws:
?1 = P4 8.5 l(}J
T Continuerl on Iage q TQDS Ver 7. )..?
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