cee 151a chapter 1+2

CEE 151a

Chapter 1

Instructor:

Structural Analysis, Eighth EditionR. C. Hibbeler

Instructor:Dr. Farzin Zareian

Figure: 01_01

Figure: 01_02

Figure: 01_03

Figure: 01_PH01 The prestressed concrete girders are simply

supported and are used for this highway bridge.

Figure: 01_PH02 Shown are typical splice plate joints used to

connect the steel girders of a highway bridge.

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.

Figure: 01_PH04 Wide-flange members are often used for columns.

Here is an example of a beam column.

Figure: 01_04

Figure: 01_05 Loading causes bending of truss, which develops

compression in top members, tension in bottom members.

Figure: 01_06a Cables support their loads in tension.

Figure: 01_06b Arches support their loads in compression.

Figure: 01_07 Frame members are subjected to internal axial, shear, and

moment loadings.

Figure: tab_01_01 Codes

Figure: tab_01_02 Minimum Densities for Design Loads from

Materials

Figure: tab_01_03Minimum Design Dead Loads

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.

Figure: tab_01_04Minimum Live Loads

4-story buildingRoof Live load = 20psfFloor Live load = 50 psfFloor Live load = 50 psf

Redo for 33’ X 33’

Figure: 01_09_EX02

HS 20-4432 k 32 k8 k 32 k 32 k8 k

Figure: 01_10

H 15-44 = 15 ton truck as reported in

H 15 44 15 ton truck as reported in 1944 AASHTO specifications

Figure: 01_11

Figure: 01_PH09 Hurricane winds caused this damage to a

condominium in Miami, Florida.

Figure: 01_PH11_EX03

G: Gust factor

G: Gust factor = 0.85 for rigid structures

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

p = qG.Cp – qh(G.Cpi)

In Illinois on flat terrain.

V = 105 mile/hourKzt = 1.0Kd = 1.0

Figure: 01_13a_EX03

Figure: 01_13c_EX03

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.

Wind load on signs

For B/s = 4

Figure: tab_01_06Force Coefficients for Above-

Ground Solid Signs, Cf B

F = qh.G.Cf.As h

Figure: 01_PH13 Excessive snow and ice loadings act on this roof.

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

if pg <= 20psf then pf = Is*pg

Earthquake Loading

Figure: 01_15

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.

Structural Design

Load Resistance Factor Design (LRFD)Resistance Factor

u i i ni

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.

W: Wind Load

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.

Such as maximum possible tension in columns

Structural Design

Allowable Stress Design (ASD)

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.

CEE 151a

Chapter 2

Instructor:

Instructor:Dr. Farzin Zareian

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.

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.

Figure: 02_01a typical “pin-supported” connection (metal)

Figure: 02_01b typical “fixed-supported” connection (metal)

Figure: 02_02a typical “roller-supported” connection (concrete)

Figure: 02_02b typical “fixed-supported” connection (concrete)

Figure: 02_03a pin support pin-connected joint

Figure: 02_03b fixed support fixed-connected joint

Figure: 02_03c torsional spring support torsional spring joint

Figure: 02_04a actual beam

Figure: 02_04b idealized beam

Figure: 02_PH02 A typical rocker support used for a bridge girder.

Figure: 02_PH03 Rollers and associated bearing pads are used to

support the prestressed concrete girders of a highway bridge.

Figure: tab_02_01aSupports for Coplanar Structures

Figure: tab_02_01bSupports for Coplanar Structures

Figure: 02_05a actual structure

Figure: 02_05b

Figure: 02_06a

Figure: 02_06b idealized framing plan

Figure: 02_09a

Figure: 02_11a

Figure: 02_11c idealized beam

Figure: 02_11d idealized girder

Figure: 02_12b idealized framing plan for one-way slab action requires

�L2/L1 2

Figure: 02_13a

Figure: 02_14a idealized framing plan

Figure: 02_14b idealized beam

Figure: 02_16aEX02

Figure: 02_16bEX02

Figure: 02_17aEX03

Figure: 02_17bEX03

Figure: 02_18 internal loadings

Figure: 02_19a1EX04

Figure: 02_19a2EX04

Figure: 02_19b1EX04

Figure: 02_19b2EX04

Figure: 02_19c1EX04

Figure: 02_19c2EX04

Figure: 02_19d1EX04

Figure: 02_19d2EX04

Figure: 02_20a1EX05

Figure: 02_20a2EX05

Figure: 02_20b1EX05

Figure: 02_20b2EX05

Figure: 02_20c1EX05

Figure: 02_20c2EX05

Figure: 02_20d1EX05

Figure: 02_20d2EX05

Figure: 02_21a1EX06

Figure: 02_21a2EX06

Figure: 02_21b1EX06

Figure: 02_21b2EX06

Figure: 02_21c1EX06

Figure: 02_21c2EX06

Figure: 02_21c3EX06

Figure: 02_22

Figure: 02_23

Figure: 02_24

Figure: 02_25a1EX07

Figure: 02_25a2EX07

Figure: 02_25b1EX07

Figure: 02_25b2EX07

Figure: 02_25c1EX07

Figure: 02_25c2EX07

Figure: 02_25d1EX07

Figure: 02_25d2EX07

Figure: 02_P11

Figure: 02_P12

Figure: 02_P13

Figure: 02_P14

Figure: 02_P17

Figure: 02_30aEX10

Figure: 02_30bEX10

Figure: 02_31aEX11

Figure: 02_31bEX11

Figure: 02_32aEX12

Figure: 02_32bEX12

Figure: 02_33aEX13

Figure: 02_33bEX13

Figure: 02_33cEX13

Figure: 02_P19

Figure: 02_P20

Figure: 02_P22

Figure: 02_P23

Figure: 02_P32

Figure: 02_P34

Figure: 02_P35

cee 151a chapter 1+2

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