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Civil Engineering CIVE3205 A
Steel Design I
Assignment HW-4/2019W
1
Assignment HW-4. Due 4:30PM, Monday, March 18, 2019
Question 1. [10 marks]
Determine the effective lengths,
KL
, of the two axially-loaded columns, C1 and C2. Columns
C1 and C2 are the same cross-sectional size. All beam-column connections are rigid. Con-
sider only bending in the plane of the figure (ie, bending about an axis perpendicular to
the page) and assume that all shapes are bent about the strong axes.
Note:
Ask general questions about this assignment on the ’General Discussion’
forum on cuLearn. Private email to the instructor may be ignored without comment.
Revisions
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Related Questions
(2)
PoL=280*
16'
34'
PLL= 200k
18'
Please select the ligutest
W 12 A992 steel.
arrow_forward
O 88
130% v
- +
I Annotate
T| Edit
Trial expired Unlock Full Version
ENGR 263
+
A A A
T O
4.10 Member AB is the beam under consideration. As shown in the illustration of the loading
condition, member AB is an overhanging beam that supports a uniformly distributed roof
load of 500 lb/ft. It also carries concentrated loads from a rooftop HVAC unit (4000 lb),
an interior hanging display support (2000 lb), and a marquee sign (3000 lb).
Marquee
overnang
Displau
SLIPPort
II Raof Kiots
Ol I
W = 500 Ib/Ft
A
B
4000 b 2000 000 I
Steel beam
!!
I1
3 FE 5 FE
- Ft
RoOFtop HVAC unit
10 FE
4 Ft
Marquee sign<
R
R2
Steel beam
(negligible weight)
Free-body diagram
Dispiay
Support
Loading condition
arrow_forward
Two channels having the given properties shown is placed at a
distance of 300 mm to back and is properly connected by a pair of
lacings as shown.
305 mm
Fy=248 mpa
Properties of one channel
A = 5690 mm²
Ix = 67.3 x 10 mm*
Assume K = 1.0
-260 mm-
Lucre
x= 17-
d = 305 mm
ly 2.12 x 10 mm
x 17mm
CIVIL ENGINEERING - STEEL DESIGN
Determine the safe axial load in kN, that the column section
could carry. Unsupported height of column is 6m.
arrow_forward
Show solution for prob 6
arrow_forward
KINDLY IDENTIFY THE ZERO FORCE MEMBERS
arrow_forward
PLEASE WITH FBD. THANK YOU
arrow_forward
3) For the concrete beams shown, draw the approximate deflection shape and draw the
locations of the reinforcing bars (top or bottom) for the following beams
Fixed
Pin
& b & b
сб
$
के के
bbbbbb
کن
के
Fin
roller
fixed
b dd
free
arrow_forward
note: SN is equal to 18, topload will now be 118kN
arrow_forward
Compute the compressive strength of a WT 12x81 of A992 steel. The
effective length with respect to the x-axis is 25 feet 7inches, the
effective length with respect to the y axis is 20feet, and the effective
length with respect to the z-axis is 20 feet
WT12X81
A
23.9
t₁
1.22
ly
221
d
12.5
K des
1.72
J
9.22
b₁
13.0
y
2.70
Cw
43.8
tw
0.705
Ix
293
arrow_forward
24 Tensile test well done with standard
tensile test spaceman with diameter 25
mm & length 120 mm the table in the
attachment picture shows the applied
load in KN and the elongation in mm.
the yield stress is
Load
37.5
75
75
85
110
120
125
115
(KN)
Elongation
(mm)
100
0.06
0.12
1.4
4
12
18
24
29
32
O 320mm2
O 325mm2
O 239mm2
O None of the above
arrow_forward
ZAO O
"l zain IQ
docs.google.com/forms O
0/10
find the tensile stress in upper
plate in section 1-1
5
1
4
80 kN
80 kN
Q
B-bolt DIA. 10 MM
80 kN
80 kN
8-bolt DIA. 10 MM
30 MРа
33 МРа
35 MPа
37 MPa
no one
10/10
find the tensile stress in upper
plate in section 3-3
+
arrow_forward
The rigid plate ABC shown in figure 2, was positioned on top of two identical steel
posts, and the aluminum post was 0.1mm shorter than the steel posts at temperature of
50°C, if the allowable compressive stress in steel is limited to 120 MPa and in
aluminum to 150 MPa, what is the maximum possible load P that can be supported on
the rigid plate at temperature of 10°C ?
arrow_forward
Note: SN is equal to 18, topload will be equal to 118kN
arrow_forward
Estimate for the concrete, formworks,
reinforcement requirement of Beam GG-36.
Length of Beam 1 = 8200mm
Length of Beam 2 = 8200mm
Size of Column = 800mm x 800mm
GG-36
IGG-36
GG-131
009*00t
GB-4
009*00+
GG-1
arrow_forward
Permissible As in sechion to ensure tensile
Compute the design strength of beam shown it
420 MPa , fc = 30 MPa . check the maximum
%3D
Permissible As in sechion to ensure tensile
failure.
4¢25
stimpp10
q00
8432
300 mm
arrow_forward
Question 1
Check that the medium-term load of 38 kN applied to the spaced column shown in below complies with the design requirements of BS 5268-2. The
column consists of two 38 x 150 C22 timbers 76 mm apart. All joints are glued and intermediate packs are 250 mm long.
suitable
connection
####
x
->89²
6:38.
Y
T
-end blocking
AP
100
intermediate
blocking
L₂
1₁
x
W
L
W
EFH
400
m
38kN medium term load
-ICHICHID
-200
600
600
600
600
600
600
200
38kN medium term load
arrow_forward
Pabacboadcom
Question Campletion Stutn
MOD LE
4 A Movtng to another question will save this response
Question 1
A hwo span beam subjected to shear and flexure only is reinforced as follows:
@ MIDSPAN
2-016 mm
3-016 mm
SECTION
@ FACE OF SUPPORTS
TOP BARS
BOTTOM BARS
5-016 mm
2-016 mm
Given:
Stirrup diameter, dg - 10 mm
Concrete fe=21 MPa
Steel rebar fy 415 MPa
Stirrup fy= 275 MPa
Beam sizebxh=250 mm x 450 mm
Assume all bars laid out in single layer.
Calculate the following:
Tensile steel ratio in positive bending at midspan =
(in 5 decimal places)
Design Moment strength of section at midspan for positive bending =
kN-m (nearest whole number)
kN m (nearest whole number)
Nominal Moment strength of section at face of support for negative bending =
arrow_forward
FOR THE GIVEN PROPERTIES
DESIGN
d': 15 mm
THE REINFORCEMENT OF
: 400 mm
b
d = $80 mm
fc = 33 MPa
fy = 320 MPa
Mu: 1 000 000 000 N mm
A. USE
B.USE
OF
NSCP 2001
NSCP
2015
BEAM
THE BEAM
132 13
Gra
mm of
BELOW.
#H
1606
210135
03
M
12437
P0122399/100mA
02338941 242
arrow_forward
ure
B
2m2 m
C
-2 m
D
4 m
500 N
700 N
2 of 2
Part B
Identify the zero-force members in the truss shown in (Figure 2).
Check all that apply.
000
CD
DE
CG
CF
FG
BC
BG
DF
AG
EF
AB
Submit
Provide Feedback
Request Answer
arrow_forward
Q-6 While designing for a steel column of Fe250 grade the base
plate resting on a concrete pedestal of M20 grade, the bearing
strength of concrete (N/mm2) in LSM of design as per IS 456: 2000
is .........
arrow_forward
1) Column AB is made of solid 410, cold worked Steel with the following specification
Sy=85 KSI, E-29000 KSI
Length: 9.5 in.
Diameter: 425 in.
Ends: Free & Fixed
For the above column calculate:
a) Type of column failure (show proof)
b) The critical load that would cause failure.
c) Allowable force with Factor of Safety of 2.5.
Answer
Unit
Value
a
13
14
14
arrow_forward
Question 4 of 10
0/10
The axial assembly consists of a solid 0.93-in.-diameter aluminum alloy [E = 10400 ksi, v = 0.32, a = 10.4 x 10-6/°F]rod (1) and a
solid 1.52-in.-diameter bronze [E = 16000 ksi, v = 0.19, a = 9.5 x 10-6/°F] rod (2). Assume L1=11 in., L2=22 in. If the supports at A and
Care rigid and the assembly is stress free at 5°F, determine:
(a) the normal stresses o1,02 in both rods at 138°F (positive if tensile, negative if compressive).
(b) the displacement ug of flange B (positive if to the right, negative to the left).
(c) the change in diameter Ad of the aluminum rod.
(2)
L2
Answers:
(a) o =
0.0272
ksi, o2 =
0.0102
ksi
= an (q)
(c) Ad
0.015
in.
0.669
in.
Assistance lised
eTexthook and Media
I!
arrow_forward
Determine the Design Flexural Strength of W460x52 A992 Steel
with the following cases: CIVIL ENGINEERING
STEEL DESIGN
With Continuous lateral bracing
Unbraced length = 4m, Cb = 1.0
Unbraced length= 12m, Cb = 1.0
a.)
b.)
c.)
Fy = 345 MPa
Properties:
d = 450mm
tf = 10.8 mm
1x
212x10mm*
Cw 306x10 mm"
Sx** 944 x10¹mm¹
bf 142mm
MY
Ag - 6650mm2
Zx 1090x10'mm'
Ho439mm
ry = 31mm
tw* 7.62mm
J-211x10¹mm*
ly = 6.37x10 mm
rls - 38.4mm
arrow_forward
2. A column HP 14 x 102 of A572 Gr. 55 steel has a length of 15 ft is fixed at both ends. Compute
the design compressive strength for LRFD and the allowable compressive strength for ASD.
(Steel section properties are provided in the next page)
ASTM
Designation
A572
Gr. 42
Gr. 50
Gr. 55
Gr. 60⁰
Gr. 65⁰
Yield
Stress
(ksi)
42
50
55
60
65
Fu
Tensile
Stressa
(ksi)
60
65
70
75
80
arrow_forward
Column Load
arrow_forward
2. The A-36 steel Bar BC had a diameter of 40 mm before the two loads, P, were applied. If after
loading, the new diameter of the bar is 39.995 mm, what was P?
P
-1 m
B
0.75 m
1 m
arrow_forward
Answer the following for the section at Point D Only Calculate the distributed load "w" that:
Will cause the section crack
Will cause the reinforcement to yield.
Material Properties:
F'c = 5000 psi
Fy = 60000 psi
Es = 29000000 psi
Ln = 27 ft
L
wl₂²
16
wl,²
14
CD
L
wl,2 vl₁²
10
11
win²
16
h: 28 in
A=4 in²
b=14 in
n
d: 25 in
arrow_forward
Problem 01
Using ASD, check the adequacy of the base plate (PL400X350×19 mm) centered on a W12X152 column as shown. It is resting on a concrete
pedestal that is 450 mm x 400 mm. The loads are PDL = 600KN and PLL = 320 kN. Use A-36 steel and concrete fc'=20 MPa.
TH
arrow_forward
Question 5
What area of steel is provided (per ft width) for No 6 @ 9"o.c.?
O 0.66 in²
O 0.88 in²
O 0.59 in²
O 2.00 in²
arrow_forward
cd
efgh
ij
O klmn
u
op
V
0 0 0
t
Р
What is the line for which the section will rupture in tension? All holes are the same diameter.
m
n
j h
d
arrow_forward
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Related Questions
- (2) PoL=280* 16' 34' PLL= 200k 18' Please select the ligutest W 12 A992 steel.arrow_forwardO 88 130% v - + I Annotate T| Edit Trial expired Unlock Full Version ENGR 263 + A A A T O 4.10 Member AB is the beam under consideration. As shown in the illustration of the loading condition, member AB is an overhanging beam that supports a uniformly distributed roof load of 500 lb/ft. It also carries concentrated loads from a rooftop HVAC unit (4000 lb), an interior hanging display support (2000 lb), and a marquee sign (3000 lb). Marquee overnang Displau SLIPPort II Raof Kiots Ol I W = 500 Ib/Ft A B 4000 b 2000 000 I Steel beam !! I1 3 FE 5 FE - Ft RoOFtop HVAC unit 10 FE 4 Ft Marquee sign< R R2 Steel beam (negligible weight) Free-body diagram Dispiay Support Loading conditionarrow_forwardTwo channels having the given properties shown is placed at a distance of 300 mm to back and is properly connected by a pair of lacings as shown. 305 mm Fy=248 mpa Properties of one channel A = 5690 mm² Ix = 67.3 x 10 mm* Assume K = 1.0 -260 mm- Lucre x= 17- d = 305 mm ly 2.12 x 10 mm x 17mm CIVIL ENGINEERING - STEEL DESIGN Determine the safe axial load in kN, that the column section could carry. Unsupported height of column is 6m.arrow_forward
- 3) For the concrete beams shown, draw the approximate deflection shape and draw the locations of the reinforcing bars (top or bottom) for the following beams Fixed Pin & b & b сб $ के के bbbbbb کن के Fin roller fixed b dd freearrow_forwardnote: SN is equal to 18, topload will now be 118kNarrow_forwardCompute the compressive strength of a WT 12x81 of A992 steel. The effective length with respect to the x-axis is 25 feet 7inches, the effective length with respect to the y axis is 20feet, and the effective length with respect to the z-axis is 20 feet WT12X81 A 23.9 t₁ 1.22 ly 221 d 12.5 K des 1.72 J 9.22 b₁ 13.0 y 2.70 Cw 43.8 tw 0.705 Ix 293arrow_forward
- 24 Tensile test well done with standard tensile test spaceman with diameter 25 mm & length 120 mm the table in the attachment picture shows the applied load in KN and the elongation in mm. the yield stress is Load 37.5 75 75 85 110 120 125 115 (KN) Elongation (mm) 100 0.06 0.12 1.4 4 12 18 24 29 32 O 320mm2 O 325mm2 O 239mm2 O None of the abovearrow_forwardZAO O "l zain IQ docs.google.com/forms O 0/10 find the tensile stress in upper plate in section 1-1 5 1 4 80 kN 80 kN Q B-bolt DIA. 10 MM 80 kN 80 kN 8-bolt DIA. 10 MM 30 MРа 33 МРа 35 MPа 37 MPa no one 10/10 find the tensile stress in upper plate in section 3-3 +arrow_forwardThe rigid plate ABC shown in figure 2, was positioned on top of two identical steel posts, and the aluminum post was 0.1mm shorter than the steel posts at temperature of 50°C, if the allowable compressive stress in steel is limited to 120 MPa and in aluminum to 150 MPa, what is the maximum possible load P that can be supported on the rigid plate at temperature of 10°C ?arrow_forward
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- Steel Design (Activate Learning with these NEW ti...Civil EngineeringISBN:9781337094740Author:Segui, William T.Publisher:Cengage Learning
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Civil Engineering
ISBN:9781337094740
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Publisher:Cengage Learning