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CEE 151a
Chapter 1
Instructor:
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Structural Analysis, Eighth EditionR. C. Hibbeler
Instructor:Dr. Farzin Zareian
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Figure: 01_01
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Figure: 01_02
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Figure: 01_03
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Figure: 01_PH01 The prestressed concrete girders are simply
supported and are used for this highway bridge.
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Figure: 01_PH02 Shown are typical splice plate joints used to
connect the steel girders of a highway bridge.
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Figure: 01_PH03 The steel reinforcement cage shown on the right and left is used to resist any tension that may develop in the
concrete beams which will be formed around it.
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Figure: 01_PH04 Wide-flange members are often used for columns.
Here is an example of a beam column.
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Figure: 01_04
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Figure: 01_05 Loading causes bending of truss, which develops
compression in top members, tension in bottom members.
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Figure: 01_06a Cables support their loads in tension.
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Figure: 01_06b Arches support their loads in compression.
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Figure: 01_07 Frame members are subjected to internal axial, shear, and
moment loadings.
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Figure: tab_01_01 Codes
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Figure: tab_01_02 Minimum Densities for Design Loads from
Materials
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Figure: tab_01_03Minimum Design Dead Loads
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Figure: 01_PH07 The live floor loading in this classroom consists of
desks, chairs and laboratory equipment. For design the ASCE 7-
10 Standard specifies a loading of 40 psf or 1.92 kN/m2.
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Figure: tab_01_04Minimum Live Loads
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4-story buildingRoof Live load = 20psfFloor Live load = 50 psfFloor Live load = 50 psf
Redo for 33’ X 33’
Figure: 01_09_EX02
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HS 20-4432 k 32 k8 k 32 k 32 k8 k
Figure: 01_10
H 15-44 = 15 ton truck as reported in
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H 15 44 15 ton truck as reported in 1944 AASHTO specifications
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Figure: 01_11
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Figure: 01_PH09 Hurricane winds caused this damage to a
condominium in Miami, Florida.
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Figure: 01_PH11_EX03
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qz
qh
G: Gust factor
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G: Gust factor = 0.85 for rigid structures
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Kzt: Terrain factor = 1 for flat ground
Kd: Direction factor = 1 for wind only
Figure: tab_01_05
Velocity of 3-second gust of wind
= 1 for wind only
qz = 0.00256.Kz.Kzt.Kd.V2
measured 33ft above groundFrom maps (mile/hour)
p = qG C q (G C )Internal Pressure Coefficient=±0.18 for fully enclosed
External Pressure
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p = qG.Cp – qh(G.Cpi)
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In Illinois on flat terrain.
V = 105 mile/hourKzt = 1.0Kd = 1.0
Figure: 01_13a_EX03
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Figure: 01_13c_EX03
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Figure: 01_PH12 Hurricane winds acting on the face of this sign were
strong enough to noticeably bend the two supporting arms causing the material to yield. Proper design
would have prevented this.
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Wind load on signs
For B/s = 4
Figure: tab_01_06Force Coefficients for Above-
Ground Solid Signs, Cf B
s
F = qh.G.Cf.As h
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Figure: 01_PH13 Excessive snow and ice loadings act on this roof.
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Snow Loading
pf = 0.7Ce.Ct.Is.pg
C T i f t 0 8 f b t t d 1 2 f h lt dCe: Terrain factor, = 0.8 for unobstructed, = 1.2 for sheltered
Ct: Thermal factor, = 1.0 for normally heated, = 1.2 for unheated structures
Is: Importance factor, = 0.8 for storage, = 1.2 for schools and hospitals
pg: Ground Snow Loading, from maps, 50 year return period.
if pg > 20psf then pf = Is*20
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if pg <= 20psf then pf = Is*pg
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Earthquake Loading
Figure: 01_15
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Figure: 01_PH14 The design of this retaining wall requires estimating
the soil pressure acting on it. Also, the gate of the lock will be subjected to hydrostatic pressure that must be
considered for its design.
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Structural Design
Load Resistance Factor Design (LRFD)Resistance Factor
1
N
u i i ni
R Q R
Nominal Resistance
Required Strength
D D d L d
Load TypeLoad Factor
E E h k L d R b Th hi hD: Dead Load
L: Live Load
Lr: Roof Live Load
E: Earthquake Load
F: Fluid Pressure Load
H: Soil Pressure Load
Remember: The higher the uncertainty of the load, the larger the load factor will be.Lr: Roof Live Load
S: Snow Load
R: Rain Load
H: Soil Pressure Load
T: Self-straining Load
load factor will be.
Possibility of different loads occurring at the same time.
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W: Wind Load
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Structural Design
Load Resistance Factor Design (LRFD)
1 4D1.4D
1.2D + 1.6L+0.5(Lr or S or R)
1.2D+1.6(Lr or S or R)+(0.5L or 0.8W)
1.2D+1.6W+0.5L+0.5(Lr or S or R)
1.2D ±1.0E+0.5L+0.2S*
0 9D (1 6W 1 0E)***Why the load factor for E is 1 0 while it has a very0.9D ±(1.6W or 1.0E)**
**Why 0.9D in this combination?
is 1.0 while it has a very uncertain nature?
Because the E used in these equations has an
To consider the maximum earthquake and wind effects working in the direction opposite to gravity. S h i ibl t i
these equations has an inherited load factor of 1.4.
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Such as maximum possible tension in columns
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Structural Design
Allowable Stress Design (ASD)
DD
D + L
D+(Lr or S or R)
*0.75 is not a load factor. It is introduced to account for unlikelihood of having
ll th l d iD+0.75L+0.75(Lr or S or R)*
D ±(W or 0.7E)**
D+ 0 75(W or 0 7E)+0 75L+0 75(Lr or S or R) ** 0 7 = 1/1 4 to bring the E
all those loads occurring at the same time.
D+ 0.75(W or 0.7E)+0.75L+0.75(Lr or S or R)
0.6D ±(W or 0.7E)***
0.7 = 1/1.4 to bring the E load down to service loads
******0.6D consider maximum wind and Earthquake effects working opposite to gravity.
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CEE 151a
Chapter 2
Instructor:
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Figure: 02_COC Oftentimes the elements of a structure, like the
beams and girders of this building frame, are connected together in a
manner whereby the analysis can be considered statically determinate.
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Figure: 02_PH01 Notice that the deck of this concrete bridge is made
so that one section can be considered roller supported on the
other section.
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Figure: 02_01a typical “pin-supported” connection (metal)
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Figure: 02_01b typical “fixed-supported” connection (metal)
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Figure: 02_02a typical “roller-supported” connection (concrete)
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Figure: 02_02b typical “fixed-supported” connection (concrete)
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Figure: 02_03a pin support pin-connected joint
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Figure: 02_03b fixed support fixed-connected joint
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Figure: 02_03c torsional spring support torsional spring joint
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Figure: 02_04a actual beam
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Figure: 02_04b idealized beam
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Figure: 02_PH02 A typical rocker support used for a bridge girder.
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Figure: 02_PH03 Rollers and associated bearing pads are used to
support the prestressed concrete girders of a highway bridge.
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Figure: tab_02_01aSupports for Coplanar Structures
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Figure: tab_02_01bSupports for Coplanar Structures
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Figure: 02_05a actual structure
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Figure: 02_05b
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Figure: 02_06a
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Figure: 02_06b idealized framing plan
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Figure: 02_09a
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Figure: 02_09b idealized framing plan
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Figure: 02_11a
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Figure: 02_11b idealized framing plan
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Figure: 02_11c idealized beam
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Figure: 02_11d idealized girder
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Figure: 02_12b idealized framing plan for one-way slab action requires
�L2/L1 2
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Figure: 02_13a
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Figure: 02_13b idealized framing plan
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Figure: 02_13c idealized beam
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Figure: 02_14a idealized framing plan
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Figure: 02_14b idealized beam
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Figure: 02_14c idealized beam
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Figure: 02_16aEX02
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Figure: 02_16bEX02
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Figure: 02_17aEX03
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Figure: 02_17bEX03
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Figure: 02_18 internal loadings
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Figure: 02_19a1EX04
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Figure: 02_19a2EX04
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Figure: 02_19b1EX04
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Figure: 02_19b2EX04
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Figure: 02_19c1EX04
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Figure: 02_19c2EX04
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Figure: 02_19d1EX04
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Figure: 02_19d2EX04
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Figure: 02_20a1EX05
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Figure: 02_20a2EX05
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Figure: 02_20b1EX05
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Figure: 02_20b2EX05
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Figure: 02_20c1EX05
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Figure: 02_20c2EX05
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Figure: 02_20d1EX05
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Figure: 02_20d2EX05
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Figure: 02_21a1EX06
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Figure: 02_21a2EX06
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Figure: 02_21b1EX06
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Figure: 02_21b2EX06
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Figure: 02_21c1EX06
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Figure: 02_21c2EX06
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Figure: 02_21c3EX06
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Figure: 02_22
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Figure: 02_23
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Figure: 02_24
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Figure: 02_25a1EX07
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Figure: 02_25a2EX07
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Figure: 02_25b1EX07
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Figure: 02_25b2EX07
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Figure: 02_25c1EX07
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Figure: 02_25c2EX07
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Figure: 02_25d1EX07
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Figure: 02_25d2EX07
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Figure: 02_P11
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Figure: 02_P12
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Figure: 02_P13
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Figure: 02_P14
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Figure: 02_P17
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Figure: 02_30aEX10
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Figure: 02_30bEX10
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Figure: 02_31aEX11
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Figure: 02_31bEX11
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Figure: 02_32aEX12
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Figure: 02_32bEX12
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Figure: 02_33aEX13
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Figure: 02_33bEX13
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Figure: 02_33cEX13
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Figure: 02_P19
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Figure: 02_P20
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Figure: 02_P22
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Figure: 02_P23
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Figure: 02_P32
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Figure: 02_P34
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Figure: 02_P35
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