1 Classes #11 & #12 Civil Engineering Materials – CIVE 2110 Bending Fall 2010 Dr. Gupta Dr....
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Transcript of 1 Classes #11 & #12 Civil Engineering Materials – CIVE 2110 Bending Fall 2010 Dr. Gupta Dr....
![Page 1: 1 Classes #11 & #12 Civil Engineering Materials – CIVE 2110 Bending Fall 2010 Dr. Gupta Dr. Pickett.](https://reader037.fdocuments.us/reader037/viewer/2022110405/56649ec75503460f94bd423b/html5/thumbnails/1.jpg)
11
Classes #11 & #12Classes #11 & #12Civil Engineering Materials – CIVE 2110Civil Engineering Materials – CIVE 2110
BendingBending
Fall 2010Fall 2010
Dr. GuptaDr. Gupta
Dr. PickettDr. Pickett
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ASSUMPTIONS OF BEAM BENDING THEORY
Beam Length is Much Larger Than Beam Width or Depth.
so most of the deflection
is caused by bending,
very little deflection is caused by shear Beam Deflections are small. Beam is Perfectly Straight,
With a Constant Cross Section (beam is prismatic).
Beam has a Plane of Symmetry. Resultant of All Loads
acts in the Plane of Symmetry. Beam has a Linear Stress-Strain
Relationship.
1
1
E
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ASSUMPTIONS OF BEAM BENDING THEORY
Beam Material is Homogeneous. Beam Material is Isotropic. Beam is Loaded ONLY by a
Moment about an axis Perpendicular to the long axis of Symmetry.
Thus Moment is CONSTANT
across the
Length of the Beam.
There is NO SHEAR.
d
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ASSUMPTIONS OF BEAM BENDING THEORY
Plane Sections Remain Plane.
No Warping
(no buckling, no rotation about vertical axis).
Motion is only in Vertical Plane.
Beam Cross Sections originally
Perpendicular to Longitudinal Axis
Remain Perpendicular.
d
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BEAM BENDING THEORY
When a POSITVE moment is applied, TOP of beam is in COMPRESSION BOTTOM of beam is in TENSION.
NEUTRAL SURFACE: - plane on which NO change in LENGTH occurs.
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BEAM BENDING THEORY
When a POSITVE moment is applied, (POSITIVE Bending)
TOP of beam is in COMPRESSION
BOTTOM of beam is in TENSION.
NEUTRAL SURFACE:
- plane on which
NO change
in LENGTH occurs.
Cross Sections
perpendicular to
Longitudinal axis
Rotate about the
NEUTRAL (Z) axis.
![Page 7: 1 Classes #11 & #12 Civil Engineering Materials – CIVE 2110 Bending Fall 2010 Dr. Gupta Dr. Pickett.](https://reader037.fdocuments.us/reader037/viewer/2022110405/56649ec75503460f94bd423b/html5/thumbnails/7.jpg)
BEAM BENDING THEORY
When a POSITVE moment is applied, (POSITIVE Bending)
TOP of beam is in COMPRESSION
BOTTOM of beam is in TENSION.
NEUTRAL SURFACE:
- plane on which
NO change
in LENGTH occurs.
Cross Sections
perpendicular to
Longitudinal axis
Rotate about the
NEUTRAL (Z) axis.
![Page 8: 1 Classes #11 & #12 Civil Engineering Materials – CIVE 2110 Bending Fall 2010 Dr. Gupta Dr. Pickett.](https://reader037.fdocuments.us/reader037/viewer/2022110405/56649ec75503460f94bd423b/html5/thumbnails/8.jpg)
BEAM BENDING THEORY
For M = +
Any line segment, Δx :
- shortens,
if located
above Neutral Surface.
![Page 9: 1 Classes #11 & #12 Civil Engineering Materials – CIVE 2110 Bending Fall 2010 Dr. Gupta Dr. Pickett.](https://reader037.fdocuments.us/reader037/viewer/2022110405/56649ec75503460f94bd423b/html5/thumbnails/9.jpg)
BEAM BENDING THEORY
For M = +
Any line segment, Δx :
- does not change length,
if located
at Neutral Surface.
![Page 10: 1 Classes #11 & #12 Civil Engineering Materials – CIVE 2110 Bending Fall 2010 Dr. Gupta Dr. Pickett.](https://reader037.fdocuments.us/reader037/viewer/2022110405/56649ec75503460f94bd423b/html5/thumbnails/10.jpg)
BEAM BENDING THEORY
For M = +
Any line segment, Δx :
- lengthens,
if located
below Neutral Surface.
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BEAM BENDING THEORY
y
yThus
ysand
xand
RadiansTan
smallarensdeformatioSince
TanxndeformatioAfter
xsndeformatioBefore
s
ss
LengthOriginal
LengthinChange
StrainNormalmembering
s
s
)(lim
)('
)(
)]([
'lim
Re
0
0
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BEAM BENDING THEORY
max
max
var
c
yThus
cand
y
SurfaceNeutral
beloworabove
ywithlinearilyies
DirectionalLongitudinthein
StrainNormalThus
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Flexural Bending Equation
We assumed: Cross Sections remain constant
However,
do to the Poisson’s Effect;
there will be strains
in the 2 directions
perpendicular to the
Longitudinal Axis.
xz
xy
and
Axial Compressive Strain
Axial Tensile Strain
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BEAM BENDING THEORY
For material that is: Homogeneous Isotropic Linear-Elastic
We can conclude for
STRESS, σ
xz
xy
and
max
max
max
maxmax
maxmax
sin
c
y
cy
cy
EEthus
cy
Ethen
c
yEthen
c
yceand
EandEthusE
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BEAM BENDING THEORY
For material that is: Homogeneous Isotropic Linear-Elastic
We can conclude for
STRESS, σ
max
maxsin
c
ythen
c
yceand
EthusE
Compressive Stress
Tensile Stress
Compressive Strain
Tensile Strain
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BEAM BENDING THEORY
Internal Moment must resist
External Moment.
Internal Resisting Moment: Caused by an Internal Force resisting an External force
Can find Neutral Axis by balance
of Forces:
Σ Internal Forces must = ZERO
A
A
AAx
dAyc
dAc
y
dAdFF
)(0
)(0
)(0
max
max
Compressive Stress
Tensile Stress
Neutral Axis
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BEAM BENDING THEORY
Can find Neutral Axis by balance
of Forces:
Σ Internal Forces must = ZERO
Neutral Axis = Centroidal Axis
0 =1st Moment of Area
about Neutral Axis
AdAy )(0
Compressive Stress
Tensile Stress
Neutral Axis
![Page 18: 1 Classes #11 & #12 Civil Engineering Materials – CIVE 2110 Bending Fall 2010 Dr. Gupta Dr. Pickett.](https://reader037.fdocuments.us/reader037/viewer/2022110405/56649ec75503460f94bd423b/html5/thumbnails/18.jpg)
BEAM BENDING THEORY
Internal Moment must resist
External Moment.
M = (Lever Arm)x(Internal Force) M = (Lever Arm)x(Stress x Area)
AExternalZ
AExternalZ
AExternalZ
AExternalZ
InternalZExternalZ
dAyc
M
dAc
yyM
dAyM
dFyM
MM
)(
)(
)(
)(
2max
max
Compressive Stress
Tensile Stress
Neutral Axis
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BEAM BENDING THEORY
Internal Moment must resist
External Moment.
M = (Lever Arm)x(Internal Force) M = (Lever Arm)x(Stress x Area)
I
cMorI
cM
axisZaboutAreaofMomentI
dAyI
dAyc
M
MM
externalZ
ExternalZ
nd
A
AExternalZ
InternalZExternalZ
maxmax
2
2max
2
)(
)(
Compressive Stress
Tensile Stress
Neutral Axis
![Page 20: 1 Classes #11 & #12 Civil Engineering Materials – CIVE 2110 Bending Fall 2010 Dr. Gupta Dr. Pickett.](https://reader037.fdocuments.us/reader037/viewer/2022110405/56649ec75503460f94bd423b/html5/thumbnails/20.jpg)
BEAM BENDING THEORY
Flexural Bending Stress Equation:
For Stress in the Direction of the
Long Axis (X),
At any location, Y,
above or below the
Neutral Axis
I
yMexternalZ
x
Compressive Stress
Tensile Stress
Neutral Axis
![Page 21: 1 Classes #11 & #12 Civil Engineering Materials – CIVE 2110 Bending Fall 2010 Dr. Gupta Dr. Pickett.](https://reader037.fdocuments.us/reader037/viewer/2022110405/56649ec75503460f94bd423b/html5/thumbnails/21.jpg)
Beam Bending
2nd Moment of AreaCalculation
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A Rectangular Cross Section
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PARALLEL AXIS THEOREM FOR 2nd MOMENTS OF AREA
2nd MOMENTS OF COMPOSITE AREASB & J 8th,9.6, 9.7
233
3332
22
3222
11
311
321
121212YA
hbYA
hbYA
hb
IIII ZZZZ
Y2
Z Z
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PARALLEL AXIS THEOREM
FOR 2nd MOMENTS OF AREA
QUESTION: Why are I-beams shaped like I ???????? ANSWER: In order to achieve maximum strength (and least deflection) for the least weight, by maximizing the Second Moment of Area, I, of a beam. This is achieved by maximizing the distance between beam material in the flanges and the beam mid-height. For Example: Construct an I-beam from three pieces of balsa wood, With each piece of balsa wood 3”x3/8”x36”
4444 _26.7_21.3_844.0_21.3 ininininIIII CBAbeam
4
44
2
3
23
_21.3
2.3013.0
8
"3
2
1"5.1
8
"3"3
12
8
"3"3
12
inI
ininI
I
yHBAHB
I
A
A
A
AAAAAA
A
4
44
2
3
23
_844.0
0844.0
0"38
"3
12
"38
"312
inI
ininI
I
yHBAHB
I
B
B
B
BBBBBB
B
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Sign Convention for Diagrams
V=-
Tension
Tension
Compression
Free End
Or
Pinned End
Free End
Or
Pinned End
V=+
MIntrnl=+
Compression
Tension
Tension
Compression
TensionMExtrnl=-
Compression
Tension
Fixed End Fixed End
MIntrnl=+
MIntrnl=-
MIntrnl=-
MExtrnl=+
MIntrnl=+
MIntrnl=-
MIntrnl=-
MIntrnl=-
![Page 28: 1 Classes #11 & #12 Civil Engineering Materials – CIVE 2110 Bending Fall 2010 Dr. Gupta Dr. Pickett.](https://reader037.fdocuments.us/reader037/viewer/2022110405/56649ec75503460f94bd423b/html5/thumbnails/28.jpg)
![Page 29: 1 Classes #11 & #12 Civil Engineering Materials – CIVE 2110 Bending Fall 2010 Dr. Gupta Dr. Pickett.](https://reader037.fdocuments.us/reader037/viewer/2022110405/56649ec75503460f94bd423b/html5/thumbnails/29.jpg)
Steps for V and BM diagrams
1.Draw FBD
2.Obtain reactions:
M (@left support) to obtain reaction at right;
M (@Right support) to obtain reaction at left;
Check Fy = 0
3. Cut a section ;
Obtain internal F (or P), V, M at cut section ;
M, Fy, Fx
4. Record, draw internal F (or P), V, M on both sides of cut sections ;
- magnitude
- units
- direction on both sides of cut
![Page 30: 1 Classes #11 & #12 Civil Engineering Materials – CIVE 2110 Bending Fall 2010 Dr. Gupta Dr. Pickett.](https://reader037.fdocuments.us/reader037/viewer/2022110405/56649ec75503460f94bd423b/html5/thumbnails/30.jpg)
BEAM END CONDITIONS
Roller Pin - Pin
Fixed - Free
Fixed - ?
VL=RLY
![Page 31: 1 Classes #11 & #12 Civil Engineering Materials – CIVE 2110 Bending Fall 2010 Dr. Gupta Dr. Pickett.](https://reader037.fdocuments.us/reader037/viewer/2022110405/56649ec75503460f94bd423b/html5/thumbnails/31.jpg)
BEAM END CONDITIONS
Pin VL=RLY
![Page 32: 1 Classes #11 & #12 Civil Engineering Materials – CIVE 2110 Bending Fall 2010 Dr. Gupta Dr. Pickett.](https://reader037.fdocuments.us/reader037/viewer/2022110405/56649ec75503460f94bd423b/html5/thumbnails/32.jpg)
BEAM END CONDITIONS
Roller Pin
VL=RLY