INSTRUCTION: Encirclethe
best answeramong the
SITUATION 1: The lap cholces. Show your solutionson the spaceeprovided.
given
joint shown
diameter.The plates consists of bolts
is pinned at
thetop and
are A36 steel with 22mm in
400MPa. The thickness Fy = 250MPa and Fu = SITUATION An 8m long steel column
2:
lateral support at
ofthe plate is fixed at the bottom. The column is provided
with
larger than the 1Omm and the hole is
bolt size. Let
x 50mm, = x= 3mm
160mm, x3 =60mm.
mid height in the weak directon.
T+Xa+Xg-+X The properties of the column sectlon are as follows:
Ix =178x108 mm ly= 18.8 x108 mm
- A= 8129mm² E-205,000 MPa
SRF=17-g4
5. Calculatethe critical slenderness ratio.
2
A. 54.05
Sty
83.18
C. 58.22
D. 37.83
Aiiowable stresses are: 6. Galculatethe Euler's critical buckling stress.
A. MPa
1413.78
Bearing stress on projected area, Fp =1.5Fu B. 596.91 MPa fere r(agan)
Tension on net area,Ft =0.5Fu C. 692.57 MPa
Shearon
Shearstrength
plate, =0.3Fu
Fy
of bolt, Fy =210MPa
O 292.43 MPa
7/Calculate the
fr 202-<1
Euler's criticai bucking load.
A. 4,852.29 KN
1Determine the value of load P based on bolt shear. B. 5629.88KN
Par= 242 4924)
479 KN C. 11,492.59 kN
B. 273 kN
C. 80 kN P3 4.4 2377.13 KN
D. 46 kN SITUATION 3: An eccentrically loaded plate shown is connected to
Determine the value of load P based on bearing on projected another member using flet welds as shown.
2.
area ofplate.
A. 870 KN
8OkN
€) 792 KN 180mm -90mm
c. 1020 kN
D. 950 kN
betermlne the value of load P based on fracture in net area.
150mm
A. 840 KN
B. 262.5 kN
C. 520 KN
-90mm
) 420 KN
on blockshear. Assume
P based
Determine thevalue of load
Weld size -9mm
,
always in
that the shearing failure ls rupture.
384 kN t.sF At/ .CS 7t)
A. FAAnv PLy
B) 408 KN
C. 474 KN -(24
D. 528KN
Sordinators|1A
No.:
FMOAD-022
N VE RSI OF OFFICE OF THE ACADEMC Dcument
No.: 00
Y
T
ŠAINT LOUIS DEAN 2022
UGUEOARAO CAOAYan,PHLpiNES
Revision
May20, of the
CIrY,
Date: the
value
TESTQUESTION Effectivity gives
nearty
8 Which among the following the following
nearly gives the shear
stress due 13. Which among the x-axis?
to the force? about
ofinertia
A) Thoment mm
22.45 MPa A)1449.24x10° mm
B, MPa
a
17.96 4094.12x10
C. MPa
mm of the
13.47 C. 1628.27x10° the value
mm
D. 34.59 MPa D. 2417.15x10® nearly
glves
1449-1
the following the y-axis?
9. Wbch among the followng nearly gives the value of the weld's 14. Which among about
ratlo
true momentof inertia? sendeness
r+
effective
polar Jadst (SD(+ Sf9) 22.05
A. 3,592,607.14 mm + «R-+lo.0 A.
2,094,038.27 m +to`+ 9 + 01 C
B. 23.16
33.28
for
2.902,178.57 mm D. 55.13 factor
of safety
D, 3,262,821.43 mm nearly givés the
15. Which among the following
10. Whfeh among the foltowing nearty gives the shear stress due member using
NSCP 2001.
the cómprassion
to torsion?
o (A) 1.77 l|.
A 46.25 MPa PMY '0 B 1.84 Ce
B 66.64 MPa C. 1.74
-
C. 35.15 MPa D. 1.92
of the column Usiig
capacity
D. 47.57 MPa T6. Calculate allowable axia toad
11. Which among the following nearty gives the maximum shear NSCP 2001 provisions.
stress acting on the eccentrically loaded weld connection? (A 2843.43 KN Pa
KN
A) 80 MPa B. 2414.52
C. 2582.13 kN
B. 67 MPa
KN
C. 95 MPa D. 2730.14
to 12m and the bracing
of the column is increased
ftheténgth
D. 114 MPa 17.
stress capacity of the column
axlal
IS removed, compute the
12. itis the preferable limiting value of the column slendermess
using NSCP 2001.
ratio: A. 241.16 MPa
A. 160 MPa
B. 181.02
B. 300 (C) 159.14 MPa
126.17 D. 100.32 MPa
D 200 SITUATION 5: An I-beam made up
of
A36 steel (Fy
all
=250MPa)
throughout.
s
a cantilever span and is laterally unsupported
on
SITUATION 4: A built-up section is used as a 10m long
member where the top portion is pinned and the
compression Properties the i-beam:
of
about the
bottom is fixed and is braced 6m from the fixed support
d= 540mm bf= 500mm
The buit-up section consists W500x74 and 2 tw= 20mm
weak axis. tf=
of
C530x80 asshown. Use E 200,000MPa.
18. Caledlate the allowable bending stress using NSCP 2001, if the
length of the beam is 5m.
A) 158.7 MPa
(425 B. 148.8 MPa
C. 163.7 MPa
B.83.0 MPa
19, Calculate the allowable bending stress using NSCP 2001, f thee2.P
length of the beam is 7m.
A. MPa 158.7
B.) 148.8 MPa
C. 163.7 MPa Fb SeM
D83.0 MPa
bending stress using NSCP 2001, if the
20 Calculate the allowable
Properties of a C-Section 11m.
Properies of W500x74:
length of the beam is
d= 500mm d=530mm MPa
A, 148.8
bf =300mm 120mm
bf=
B, 173.1 MPa .$
w=fi= 15mm tw= tf= 15mm
C. 125.8 MPa
Fy=315 MPa Fy=315 MPa
(D 139.3 MPa
2zA
Preparss bf RevsgCoordinators
Prepared by: Revtew Csordinators |
1A
A. CalcHate the allowabe bending streSs using NSCP 2001. Fthe
1ength of the beam is 17m.
A.
B.
MPa
148.8
MPa
72.4
C) 90.1 MPa
Fbe-141 Y Summary:
NSCP2001
Provisions:
D. 133.5 MPa
Compression Index:
SITUATION 6:A wide flange is used in a simplebeam which has |2r2E
a
Span of 12m and supports both unifom and point loads as shown
in the figure.
18kN
6kN
4kN/m 12kN/m
When <Ce (Short Column)
B>
3m 2m 2m 4m
Properties of the W-Section: Ad 2Cc ES
A= 10800 mm² Ix=383.13 x 10 mms
bf = 180 mm tw= 12 mm
t= 15 mm d=480 mm
22. Caculate the average shear stress n the beam in MPa.
) MPa
9.0
B. 10.5 MPa 36-1> yo()
C. 7.0 MPa kL
D. 8.2 MPa
When> Cc (Long Column)
(23/ Calculate the maximum shear stress in the beam in MPa
9.0MPa 121E
B 10.5 MPa
C. 7.0 MPa
D. 82MPa z3(*/-)
24. Caledate the maximum bending stress in the beam in MPa
A. 55 MPa
B.) 74MPa
C. 28MPa
D 82 MPa
25. For doubly symmetrical i and H'shape members with compact
flanges continuousty connected to the web and bent about thelr
weak axes, the alowable stress is
A. 0.6Fy
B. 0.66Fy
C 0.75Fy
D. 0.85Fy
PrpaeyrRe5orainaror3
1.A 14.B C
2.B 15.A
3.D 16.D Bonus
4.B 17.C Bonus
5.B 18.A
6.D 19.B
7.D 20.D
8.A 21.C
9.C 22.A
10.B 23.B
11.A 24.B
12.D 25.C
13.A
