Idea Transcript
^ 1 A X
p
\
H
o
£ M
FQiCc (p) PivMPE" 6y
&t-A /'7\ S
Lt ^TH (y\
Mom
T~~TFFZ
-rv4-C
AfcTA. or
OF U
. rA
'N R i V
P - U
iFO
CJ PJ»(
-
V?-v. A^r'
P
.(
X U
L
_
M^yr -i
fV**
^7U
X
? ,...--'-• ;>. ~
--
-I '
~
2....
=- /"3.,;-2.. +
-1
G> =- Cc,5
~
-.l
"" / , ~,2...
-
+
_,
y
-=-
- l-/, 3
2. ....
cos
- -
-/. z:;:-
8. Wlwre can a cxmplc be moved on a rigid body to have an equivalent effoct?
(A) along the line of action
(B) in a parallel plane L (C) a 1ong tne perpendicular bisector joining the two
original forces (D) anywhere on the rigid body
v
TP ~, I~,;_,.J'T
C.
ov?(...F'°,.S.
p ~ -;
The moment of the force .E about the z-axis has a magnitude of:
a.
zero.
b.
160 in-lb.
C.
320 in-lb.
d.
800 in-lb.
e.
480 in-lb.
Al\ -=
-F=(401-120J-30h:l z
I
I
C ~0S5 ('.'(2.D OJ~
M = r 'f F.
Ax: -1- My+ Mz.
~ (1 ,_ ~ = {O , (-s =) -
z. ,
=- (
>\
0
t-
200 in-lb.
b.
165 in-lb.
C.
zero.
d.
1191 in-lb.
e.
128 in-lb.
J + C..( )~) X ( l) 0 (.
-
l2 0 j
- 'JO
\'--)
Fr)+ Cz. -t=;;---- ,x . ~)~ + cx ,-t"y - r. r=;) k..
Ll ( - 1'l. 0
~\.
t- (
L( • L/
The magnitude. of the moment of the force
a.
lbs
o -
J · - ~o) .j -+- (
~
, - ! 2,, ~ -
o . 4 u ) L-
.E (see figure above) about the line QA is:
2
FE Review-Statics & Structural Analysis
In the analysis of rigid bodies the force system shown is: a. /
in static equilibrium.
b.
equivalent to a 1200 kN force acting vertically downward and intersecting the x-axis 1 m to the right of 'O'.
250 1-oo
707,
_,
~
f3
t=
I LJ ? 3
== IA .J
-
I
I 2-~ '2, 9 = 61 _.::z , 7 c) "J, '
~
10
FE Review-Statics & Structural Analysis
4. The two cables shown carry a 100 N vertical load.
Niost nearly, what is the tension in cable AB? (A) 40 N
(B) 50 N (C) 60 N (D) 80 N
z::. +=; :-o =T( q\. .-( ;J) - - 1oc A-1... s_) + }rn ~-
B
11
FE Review-Statics & Structural Analysis
17
E
20 ft
_ _l
5 ft
C 12 kips
~ 2~ :i~ 10 ft l 1s f t ~ 1s ft
12
FE Review-Statics & Structural Analysis
19
-
L----~-/ 'J= (0 Cu.SY'::. -:::: F 10D
il,eACiLD~_s
7. o7
I"'\..
,..,..,.c::_J
w,,-H rJJ"'\
.J !,.
,Jc,
r-
150 mm
(;J~{L;f-fl
1-ZS--
..L-== - - -
-
L..ol)-
13
FE Review-Statics & Structural Analysis
9. A box has uniform density and a total weight of 600 N. It is suspende d by three equal-len gth cables, AE, BE, and CE, as shown. Point E is 0.5 m directly above the center of the box 's top surface. What is the tension in cable CE? E \3 ,,,
r.
(), 4 0
,-
v
·: : : : . - - - -
A
O.b
[
0.6 m ~ 'I 0~
2 F/le>,~.(. ~· r I_\-:=) X:::
D
0,-,"'1
---- -
-b c,o
r="Z/6~
r-::-Jo ,'3 1:i,z.."t.. o -S-Zr I
f ::
=::
.lo I
b
f'A--
----r b,:S.C.) I"\.
14
~
FE Review-Statics & Structural Analysis
of 2. A box has unifo rm densi ty and a total weig ht
(;()() \'. It is suspe nded by three equal -leng th cables, AE. BE, and CE, as show n. Poin t E is 0.5 m direc tly above the c:enter of the box's top surface. E
_ _ ____1/4mI 0.6 m
Mof>t nearl y, wriaL iH Lli
16
FE Review-Statics & Structural Analysis
z
17
FE Review-Statics & Structural Analysis
20001b
/ti
I
I
soolb 2Fr 8uo(-f)
8oolb
': 5 ft 3FT
2 ft
cN\c__ :::--zc:;~ol,~J >0 {r,/t-)- ~l'>r>(_ }lc~)-zl;>ooSMsoll-J+-) +
5I;,o(
rl--,t-) ~
18
FE Review-Statics & Structural Analysis
4- 74. The refrigerator has a we igh t of 200 lb and a center of gravity at G. Determine the force P required to move it. Will the refrigerator tip or slip? Ta ke µ, = 0.4 5 .
,J ::::-
\b
Z..t ,;,0
----3jft----1 _- p -... ..-- --•- H
p :::- &o I b (_l( }"t-' ) ~ '3L o 1k }t4 ft
3 ft
/.)J
~ 'Z.. t!>O Ur.
r-,.r -1
-
-;r :-r
_f\J\ 0
:::-
?· r
M o ~ v-J .r
:::>
1 µ-c=--~
~" = '?- I'
11 F> P1 -.J ½
.:;:: &o )1 l 4 ~) =- > z
r,ll. ::.- W ,r = 2: .0 0[ 1 . s;--J...)
p.
r
7 .
c,
l'b i"" O~
-- =- 1t., O
j #356 687 22
FE Review-Statics & Structural Analysis
Problems 2 and 3 refer to the following illustration.
F.
/
pulley with 35 cm diameter
--~ 0 = 60° ~ /, µ = 0.90
C'-/7 {tA\-- '>
XI
w=Q s----o (
r,-:--gsl.re;
c,,
q)(,. 0'-17)
~) (a1.11t
'F';
J
~ -f:y=-o-= r-J - w
rJ ==
-==
I l) 71. (~
l LI 7 I. 5*'
~ "Fx ::- cJ = - F;_
,t--·
r=;-- ~ 'F:::
:=--~ ~ - : :
r;-- ~
~s-'3.
~-
C>-->~( lli)J.S-)
~J
23
FE Review-Statics & Structural Analysis
3. A rope is wrapped over a 6 cm diameter pipe tr J support a bucket of tools being lowered. The coefficient of static friction between the rope and the pipe is 0.20. The combined mass of the bucket and tools is 100 kg.
bucket 100 kg
What is most nearly the range of force that can b,· applied to the free end of the rope such that the bucket remains stationary?
(A) 560 N to 1360 N (B) 670 N to 1440 N (C) 720 N to 1360 N (D) 720 N to 1510 N
TO
C A l..c::.__
I i/l/ o
24
FE Review-Statics & Structural Analysis
The system shown is at rest and has values of coefficient of friction shown. A flexible cord connects the two weights. The maximum weight that can be supported without upsetting the equilibrium of the system is:
I
~
10.0 pounds
C.
16.0 pounds..
d.
20.8 pounds.
e.
111.1 pounds.
_:,').
.fr
Jo11
a . .:.1.. 25.6 pounds. b.
u•0.2
(.:>,3)(1,S-71)
(lb /1) tZ-
z.. s:-. 6
lb
25
FE Review-Statics & Structural Analysis
10. A disk-shaped body with a 4 cm radius has a 320 N force acting through the center at an unknown angle 0, and two 40 N loads acting as a couple, as shown. All of these forces are removed and replaced by a single 320 N force at point B, parallel to the original 320 N force .
40 N
-
-c------:::::--...----
4cm
0
l--~ 4' FG~\-A.G
----- 0
f
-----,-- s
A
8 /
7 Fa
c
c:>.,S
]\'[ost nearly, what is the angle 0? 2. ~f:,.;
(A) 0°
G
~ S l-J\ (9 -r
L/
O~l l./u,J, + 32-D Sf vt
(B) 7.6° (C) 15°
IbO
~
r--t
E)
ii'\
(D) 29°
A
0 3e..0J
I 6 () - - -- - j]
z_('ltO
I tf,
e...
...
26
FE Review-Statics & Structural Analysis
f;:-ZoD( }) ,J '> The 500 newton crate is initially at rest and the N 200 coefficient The applied. 200 newton force is then 1 4 ..---......._-----. of friction is O. 2 between the crate and the floor. / 3 VJ the (Assume applied: is load N After the 200 F; .- z '""o( block can not tip). 500 N
·D
a.
the crate will slide to the right.
b. _
the frictional force will be 100 N.
c. _
the frictional force will be 132 N.
µ_=0.2
d. ~ the frictional force will be 120 N.
e. _
the frictional force will be 140 N.
~Fy~
\ - '2..uo( .,~) -
t--l
rx
7-~-0 =-0
Tn
~ :::- l-/ b, ~ \ _ ? (_ o S 2..D ::::-17.}
- O ,Lr--J
28
~
FE Review-Statics & Structural Analysis
1 • .\ :2 kg block rests on a 34 ° incline.
If the coefficient of static friction is 0.2, approximately hoK much additional force, F, must be applied to keep the block fron1 sliding down the incline? ,,,, ., , . , . N (A) I • {
ivt
(B) 8.8 N
(C) 9.1 N
~
~{, '\/
rt,
;:,
(D) 14 N
w W ~ 2-\~l 1,.l) 1 ;,_)
-z_ ~x==-O
===-
-=
IS, 6 2-- ~
F- w s ,Jt e +- Fr
F=- w.s: p--::
1-'\S
-,,,,v-..J ,_) -
7.7
/C,,4'?_.S11A3'7 -
0,"L(lh,'3)
j
29
FE Review-Statics & Structural Analysis
))_ 5
=0.3
µK == O. ZS
P= 90 0 rJ WIL L
BLOCK. MO VE '? e
,J
:r
<
r
I
F
=- Fr
r--1
-=--
-:A~ ,.j
=
F-:
c; L/ '
1'-l 7 L
z_
0,.3 ( ~, g I ...J)
Fr'
,_s
C /2..c~ TS.L -
77-/~.A.J
rJCS>
Tf/A .J
j
~ + q .£1( ('.j
"-1 = -z. lt s- :1
JF
s
~
f>
.s c..' -P
30
FE Review-Statics & Structural Analysis
~
I
\A/iLL C:- ~
=
'BLOCK MO Y~
0
:-
~
r----J -;:--
~ /';
=~t
e-
w b00 1
~
-
)
12.
::--
C.,c_!: )O (
C>
0 , L/
l0 t..,() ('}. )
?
=
;j -
b
DC)~
C>
(
/LLJ -0
,JJ
=- ~O u
¼D O~
31
FE Review-Statics & Structural Analysis
f' ~!...le >
D
= /OM.M....
p =- 1- (
l..;,
?_
2
k_,_j) 5',.J
~ t;
lJ
t> _)
L
z--r rr
u = L) \cJ ( ~M..,__) TA~ L '"3. l
2-
'2.IC,,S"
6_'. -l/ ,6 &,7...C...c 5e-?--,.f..) ~ \
~
>
y ::-
7 ,.,1 -
;/1 :;;O, .,_~ .
")-~ -=:v .r
36
FE Review-Statics & Structural Analysis
3. Most nearly, what is the area moment of inertia about the x-axis for the area shown?
Y,..
7 cm
F . - - - --
.. IE
----.
Ci>
D
4.5cm
X
(A) 89 cm4 (B) 170 cm4
(C) 510 cm4 (D) 1000 cm4
C,t-"-
>Sc.Tl
O
>
2
A~ ~V\
- --'- 0 ~ 3,+ ~x
-
I 'l--·
cA ~ :
"'?;~ 'i?..-
A . I.
,:::
3
_L {_ --;') l I l-
l\
~- 5"") +
2-
b I "°L S"" • (
C tJ.A
2
'-f •
r l'I 'tee-~ r1 ~ ,,._) J ;\_' 19 c111 4 A,z..c 1A1 u.tJ c w1rH- ,HE" '(-Ax 15 (B) 110 cm 4 ~ •. ,-.Jo ,-lt;t::\?' T O u~~ eAll.A:LLE°L-- ~y / ~ Trt£"o('r... ,:::;µ) . (C) 330 cm 4 -
I
D ) 4:50 cm4
39
FE Review-Statics & Structural Analysis
Ji- a.nd y--coordi1rn.t,r~s of' I]' I(• wha t are the rly 1 C • 7 • M O,:,"'t ne·'l, • ' C ·w area :-ihow 11 ?· t 1or lme er met peri tlie of l · cen t roH
x
I,
'
4.5 cm
YI F
IE
v ,b
G .__ H
,--
C
cm J31 -
(!)
5.0c m B
A ,__
I Q )-
-
~y -A ~A
'
I
(A) 1.0 cm; 3.8 cm (B) 1.0 cm; 4.0 cm
(C) 2.3 cm; 4.4 cm (D) 2.3 cm; 4.8 cm
y I
~ --'::> b', s.-
\3, l, {'
z.
,C:-.4 36 1~
-
>"
'
12. If w = 5 in., find the moment of inertia about the z axis . The centroid of the section is located 2.583 in. from the bottom of the beam.
.-:
0.5 in.
- -
?
a. 8.71 in.4 b. 11.1 in.4 C. 9.46 in. 4 d. 12.3 in.4 e. 10.7 in. 4
b
I = -I L+ C.
o{ -zA
,
cl,
(.,
I, 7,r-
/. 7~
:3>
I,/<
...,
,.
,~~,__('
~-
l.
;,·S-
;-
-;3.,
,.
~ /ui:: ..J
43
Y
FE Review-Statics & Structural Analysis 9. Tlw overhanging beam shown is supported by a
rol !er and a pinned support. The moment is removed a.11d replaced by a couple consisting of forces applied at points A and C.
z:.
r--\:!>==-2.(= r=-(o. b) +
i
100 Nim
1100 N 2
Ar
__/t_ _
·(7' i i i i i C ~ 1
/, Z-- F
F{. bJ - F(, l.) r(o. c.) ..::- L.
-
= 7,
I::,,
,0_ _ _ _, ~ ,
0.1 m
0.5 m
0,2 m
0.4 m
What is the magnitude of the forces that constitute the couple?
(A) 2.1 N
~
(B) 4.2 N (C) 6.3 N (D) 8.3 N
44
S:--
FE Review-Statics & Structural Analysis
1. \Yh .1t arl" the approxi1n ate vertical reactions at the
0nds of the structure shown?
0
-::
1000 N
30 m
lb:: 1O
m
~t :;l==== ~~ =======~===='='======·J-~ji 2~n ~
,
,
L-=-t10M,.,
'
,A) RA= 120 N; RB= 630 N - ' 7 (B) RA= 160 N;
RB= 840 N
(C) RA = 630 N; RB= 120 N (D) RA=840 N; RB=l60 N
-s- M;.. ~ u = :p ~ ,>-A.I.~
_,_
F""e-M~.A. -
ll.. Q.
~ 2
) (.'.) c>
u
l-1 3 ,
{'3.o';,
"'?
+
4 0 12:c
~ ~
45
FE Review-Statics & Structural Analysis
2. \\ nat is most nearly the fixed-end moment at point
A v..hen a 15 N load is applied? L=3m
1-qc 1m 1/,
)Ji.,..
-i
k:>-:: 2.
r""")
15 N
)
C:
L -=- S.1"'--
· A
') r) (A) ·).,)
B
M!>
', 1/.
N ·rn
(B) fi.7 N-rn
(C ) :t1 N-m (D) 4G N·rn 't..
(ls-.J)(/, -.,)(?M)
-:-
~ , 4,/
~~
(SM),_
46
FE Review-Statics & Structural Analysis
11. The on~rhanging l1E'nm shown is s11pportcd hy a roller and a pinnC'd support. T he' momc'nt is removed and replaced li)· a coupk rnn:sis t ing of forces applied at point s A a nd C.
Iroo
210 N/m
N
8.3 N·m ~
·1
t~ 1B
J_
_ )
0.2 m
0.7 m
0.4m
j ! I~ 0.5 m
1
\\·h:1t i:- m nst ncarl~· the magnitud e of the couple that t'X:1 c t i:·
n'pla,es the moment that is removed?
\ ..\ 1 0.0~0 I\ -m
\Bl 0.16 ;\ ·111 (C) 8.3 :\'-m
L
(D ) 15 ?\·rn
1 2. \\ l1ich structure is statically determina te and :-1i1ble \Yith t he loadings shown? /
,,-. D t.-e
M :: 2.. l {' =- ~ . - \'L -
~
M4-r
S,-,-;t::,,..~(.. ..c:::a
I,-..) t:.-s;~
1 f>)
A--r..::=.
,;v._ ~ \
r ::: J
--
.J
- J
! I an d Ill
47
\ ~
FE Review-Statics & Structural Analysis
3. For the beam shown, the fixed-end moment at point A cannot exceed 2 N·m. L::c..
.
2m
1'
/
A
B
/
1/,
What is most nearly the maximum load that can be applied to the beam? (A) 1.8 N (B) 2.0 N (C) 3.6 N -y
(D) 7.1 N
P:...AY -
(,
/I
J
48
FE Review-Statics & Structural Analysis
3. Thr,, lrJa.
½
0.5 m
i -
I0
Dy -·
O
-
...
~
~
0.2 m
L/
//9 , I
0
-
2. ,
0
I
0.4 m
T
Z
~~
f-
..lie'/
Dy
0
51
,j
FE Review-Statics & Structural Analysis
,-,_
Th~ distributed loading shown is statically equivalent to a single downward load of: a.
1.2 kN at 4 m to the right of
8 0 N/ m
!ITTfmTTllTTT7ntfR++++-W-illJW
f "" ~
A. b.
3.6 kN at 3.4 m to the right of
A. C.
3.6 kN at 3.8 m to the right of
a;------;-----18
f..-- 3 m ---..-,/,I-
3m t,... ,--..
---J I
/~
A. d. /
3.0 kN at 3.6 m to the right of A.
e. -
3.0 kN at 3.4 m to the right of A.
52
FE Review-Statics & Structural Analysis
For thf' c~lntilt_'.1,-cr t.ru~~ shuw n, what. h-1 llH>Ht uear ly thl' f\wcc in nH.' tnht' r AF? ~
5m
\J..
u
:::-· Z.o 0 0 0
00
Uu)
+ /Jy (~)
J
-D) 15 000 N
,4 F
-
C,:)
53
FE Review-Statics & Structural Analysis
c.vT
J
I
H
60k
K
L
Zۥ2. c Vo~ ef"'ltMt> ef ~
C>- r--0 50FEET
6 rJ
O
E-)(r-6 f!-.,J A I._. Fo 12--(...;;: $
CA_, l)e
A-PPl, e: 1>
Rah
A
B
F
D
C C0T
G 20k
30k
6@40 FEET ) 2. M
/t. =:
0
-:=- -~
o (_ ~L)) - >
6-1
=-
c_.
:::-
D
I 2...
u) -+ £ y
C/ {, o)
r
"T
0 ( l.. '-' OJ
k..
=- - b o ( s-o) - :r::T ( s-o) + _j._
- 2
7 I I
The forces in members PB-and GH in Exhibit 13,5 are a. FB = 2.5 kN tensile, GH = 11.66 kN tensile b. FB = zero kN tensile, GH == 11.66 kN tensile c. FB = zero kN tensile, GH = 11.66 kN compressive d. FB = zero kN tensile, GH = 10.00 kN tensile
6m
6m
L
1
4@ 10m
Exhibit 13.5
0c.-fAH ~ u
=-
-
IL (10) ~
Ay(l~)
Ay -= - b
Hl
-
\
6 ~ T 7, 21'
\lH
63
FE Review-Statics & Structural Analysis
The pin connected truss supports a mass of 100 kilograms as shown. The load carried by member~ BE is: a.
1770 newtons compressive.
b.
1770 newtons tensile.
c. _
180 newtons compressive.
d.
180 newtons tensile.
e.
1. 77 MN compressive.
~
'c:_
f'A E'= 0
-
100 ho
t A-, ( 1.00) A_x ::-
( 2
M. l7 ::::: o
:=
+-
:2... 'L
0
"? . L
11. -:::
r::: J I,':>_i. ~
~ (I)
~o'.:)
Hoel2.urJ'i~L Dr~r\..MeAl~~T(Ac)()
PA t2i;
~-t-cp / .-\J t>
ALL- L A-n;-fcAL... Lu....,r.> A-L..L.. (...4.TEIZA-L
oF
(>I
,I ll
'I
cAt?1~.1 er)
is
Du e
Dc?Fc......-.:.Tru,J IS
',-J
p ,A-c> o,J,+i_ M~M 13 ~IL
-r-u
CH,.,, A.IC.,e"' ;,._; Le...JC.,7}+
A(, c.,"-,),A.L. Mc M. ~~ '?-.
• Ll>"'lb)L.A_L DeFLEC..TIO~
=
P\2.,~
~F,; :=- 0..::-- .I. i3'D =-
s-
\~\) =
S"
;i,'.J>:l i...
13'0
S':D,D 172 l~
--t''H I
L_
j
B/c..
A-i>1>1h,X1./vl.A..1-£1')
IT
l) l(.1F'c IS
1,._Jt;tJ c.,rz.. .;;;.s. k£.L
A,,JuJD G"IL~,,1MA-~,
trTHC"'L Cnr-JTQt~u,,o.JS
_., ~ rx :- c::, (::;-'Z- "F'y =c = ~c_ - ')' Ge.'=-
1,:?.. t="y :::-
65
FE Review-Statics & Structural Analysis
Deflection of Trusses by Vi:r1ual W-ork Use the method of virtual work to determine the horizontal deflection at C. The cross-sectional area of each member is indicated in the figure . Assume the members are all pin connected at their end points. The modulus of elasticity, E, is 29,000 ksi.
E1'."Ti;'fl....,.JAI-
\?_EJJto\jE
A ,_Jo
w ,-n-1 ur.J ,-,- ,-,,y·i. 1..-r;:
\Z-.:::C ?LA-L.s.
A.,.- ,H rE
F"'i2-'--~C> .\>
\3 D
- I. b 1
- ~. 33
60
'L 'i
O,OL '1d~
:s (..
i.
½~
s-v
(
)
6
--
C.
0
..
7
STE'
f J -
U..>f"\,.
t> A
- - ------
C)
C),
'(2.-::;:..
DA
t
I!- f="y -= o - AD -
A \l, =
~ 1) -=c -
' '
"' - ,
"i-" (- I• b))
I ' 'J::S
s 'i
CJ.ooG-Z..
I
'
C.·v1')
Go
4, b1
-'1z_~ =O ::::-Ot.-\
- ?' ;i:. ~ =- c:, -= \ .\- ~ I:? \7
4
A E(,u)
l.1~
c.. C> =
L(,n)
Dt,..._
13
rsc...
]FL
.3
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66
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FE Review-Statics & Structural Analysis
4. The truss shown is constructed of members having a modulus of elasticity of 200 GPa. The cross-sectional area of each member is 5 cm2. 3m
3m
3m
3m
20 kN
What is most nearly the horizontal displacement of the roller at location 5 due to the applied load? (A) 0.1 cm (B) 4.2 cm (C) 6.0 cm (D) 8.5 cm
67
FE Review-Statics & Structural Analysis
The hydrostatic force on the concrete darn per foot of width is:
a.
r -=-=
62.4 lb/ft.
b._ 1872 lb/ft. 936 lb/ft.
d.
28,080 lb/ft.
e.
56, HiO lb/ft.
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68
FE Review-Statics & Structural Analysis
For the beam shown below, what is most nearly the vertical deflection E midspan? The beam is comprised of normal-weight concrete (E = 4000 and has a moment of inertia of 1000 in 4 . A. B. C. D.
0.01 inches (downward) 2.58 inches (downward) 4.93 inches (downward) ~ 12.68 inches (downward)
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69
FE Review-Statics & Structural Analysis
For the beam shown below, what is most nearly the largest magnitude of bending moment due to the applied loads? A. 0 ft-kip B. 49 ft-kip C. 72 ft-kip 20 kip 4 kip/ft. 6 ki p/ft. D. 108 ft-kip
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70
FE Review-Statics & Structural Analysis
For the plane truss shown below, what is most nearly the axial force in member CG? A. B. C. D.
45.3 kip (Compression) 45.3 kip (Tension) 90.5 kip (Compression) 90.5 kip (Tension) 10'
4@ 20'::. SO'
71
FE Review-Statics & Structural Analysis
For the plane truss shown below, what is most nearly the horizontal deflection at joint B? All of the members in rruss are of mild carbon steel (E = 29000 ksi) and have a cross-sectional area of 2.0 in 2 . B -,---- - 60 kip A. Oinches B. 0.97 inches (to the right) 20' C. 1.46 inches (to the right) D. 2.61 inches (to the right)
20'
20'
72
FE Review-Statics & Structural Analysis
A floor system for use in an office building utilizes 45-foot-long floor beams spaced at 9 feet. The floor will be subjected to a service dead load of 50 psf and a unreduced service live load of 80 psf. Using LRFD load combinations, what is most nearly the maximum factored bending moment on a given floor beam? A. 126 ft-kip B. 363 ft-kip ~~ El (I) . • • [ill] C. 428 ft-kip D. 800 ft-kip Pen Selectio n
73
FE Review-Statics & Structural Analysis
Determine the magnitude of the ground reactions at point A on the following beams.
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YI
4. Vertical force Ay:
a. b. - )C. d. e.
32 kN-m 23 kN-m 28 kN-m 25 kN-m 19 kN-m
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a. 9kN ~ b. 13 kN C. 10 kN d. 11 kN e. 12 kN
A) .Cc. M...P,-=
C:?
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l,A
=-M,._ -
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6. Vertical force Ay: y
a. 27.5 kN b. 63.8 kN C. 36.9 kN d. 44.2kN ~ e. 59.1 kN
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