Brige Design

8/14/2019 Brige Design

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Jordan University of Science and TechnologyJordan University of Science and Technology

Prepared by:Prepared by: Dr. Rajai AlrousanDr. Rajai Alrousan

CE 536 Bridge Engineering


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Policy and OutlinePolicy and Outline



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Course OutlineCourse Outline Page 01Page 01

9. Bridge inspection9. Bridge inspection

Second ExamSecond Exam

First ExamFirst Exam

8. Bridge management systems8. Bridge management systems

Final ExamFinal Exam

7. Substructures7. Substructures

6. Bearing6. Bearing

5. Design of reinforced concrete bridge girder.5. Design of reinforced concrete bridge girder.

4. Design of reinforced concrete bridge deck4. Design of reinforced concrete bridge deck

3. Bridge loads and load distribution.3. Bridge loads and load distribution.

2. Theory of analysis of modern highway bridges.2. Theory of analysis of modern highway bridges.

1.1. Materials used for bridge constructionMaterials used for bridge construction

TopicTopic

Connections with Other ClassesConnections with Other Classes Page 02Page 02

Grading PolicyGrading Policy Page 03Page 03

FinalFinal

22stst

ExamExam

11stst

ExamExam

HWHW

10%10%

25%25%

25%25%

40%40%

ReferencesReferences Design CodeDesign Code Page 04Page 04


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ReferencesReferences -- TextbooksTextbooks Page 05Page 05


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Chapter 01Chapter 01Types of BridgesTypes of Bridges





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Components of BridgeComponents of Bridge Page 001Page 001 Components of BridgeComponents of Bridge Page 002Page 002



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Types of Bridge by TrafficTypes of Bridge by Traffic Page 007Page 007 Types: Highway BridgeTypes: Highway Bridge Page 008Page 008


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Types: Pedestrian BridgeTypes: Pedestrian Bridge Page 009Page 009 Types: Railway BridgeTypes: Railway Bridge Page 010Page 010

Types: TransitTypes: Transit GuidewayGuideway Page 011Page 011 Types: OthersTypes: Others Page 012Page 012


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Types: OthersTypes: Others Page 013Page 013 Types: OthersTypes: Others Page 014Page 014

Types of Bridge by Traffic PositionTypes of Bridge by Traffic Position Page 015Page 015 Types: Deck TypeTypes: Deck Type Page 016Page 016


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Types by Material & FabricationsTypes by Material & Fabrications Page 021Page 021 Types by Material & FabricationsTypes by Material & Fabrications Page 022Page 022

Types by Material & FabricationsTypes by Material & Fabrications Page 023Page 023 Types by Material & FabricationsTypes by Material & Fabrications Page 024Page 024

T f d b


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Types by Material & FabricationsTypes by Material & Fabrications Page 025Page 025 Types of Bridge by StructureTypes of Bridge by Structure Page 026Page 026

Types: Arch BridgeTypes: Arch Bridge Page 027Page 027 Types: Arch BridgeTypes: Arch Bridge Page 028Page 028

T A h idT C A h B id


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Types: Concrete Arch BridgeTypes: Concrete Arch Bridge Page 029Page 029 Types: Prestressed Concrete ArchTypes: Prestressed Concrete Arch Page 030Page 030

Types: Steel Arch BridgeTypes: Steel Arch Bridge Page 031Page 031 Types: Beam/Girder BridgesTypes: Beam/Girder Bridges Page 032Page 032

T B /Gi d B idT B /Gi d B id P 033P 033 T B /Gi d B idT B /Gi d B id P 034P 034


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Types: Beam/Girder BridgesTypes: Beam/Girder Bridges Page 033Page 033 Types: Beam/Girder BridgesTypes: Beam/Girder Bridges Page 034Page 034


T B /Gi d B idT B /Gi d B id P 037P 037 T B /Gi d B idT B /Gi d B id P 038P 038


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T B /Gi d B idTypes: Beam/Girder Bridges Page 041Page 041 T B /Gi d B idTypes: Beam/Girder Bridges Page 042Page 042


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Types: Cantilever BridgesTypes: Cantilever Bridges Page 045Page 045 Types: Cantilever BridgesTypes: Cantilever Bridges Page 046Page 046


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Types: CableTypes: Cable Stayed BridgeStayed Bridge Page 049Page 049 Types: CableTypes: Cable Stayed BridgeStayed Bridge Page 050Page 050


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Types: CableTypes: Cable--Stayed BridgeStayed Bridge Page 049Page 049 Types: CableTypes: Cable--Stayed BridgeStayed Bridge Page 050Page 050




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Types: CableTypes: Cable-Stayed BridgeStayed Bridge Page 057g Types: CableTypes: Cable-Stayed BridgeStayed Bridge Page 058g

Types: CableTypes: Cable--Stayed BridgeStayed Bridge Page 059Page 059 Types: Suspension BridgeTypes: Suspension Bridge Page 060Page 060

Types: Suspension BridgeTypes: Suspension Bridge Page 061Page 061 Types: Suspension BridgeTypes: Suspension Bridge Page 062Page 062


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Types: Suspension BridgeTypes: Suspension Bridge gg Types: Suspension BridgeTypes: Suspension Bridge gg

Types: Suspension BridgeTypes: Suspension Bridge Page 063Page 063 Types: Suspension BridgeTypes: Suspension Bridge Page 064Page 064

Types: Suspension BridgeTypes: Suspension Bridge Page 065Page 065 Types: OthersTypes: Others Page 066Page 066


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Types: Suspension BridgeTypes: Suspension Bridge g Types: OthersTypes: Others g

Types: OthersTypes: Others Page 067Page 067 Types: OthersTypes: Others Page 068Page 068


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y gyy gy


Chapter 02Chapter 02Preliminary DesignPreliminary Design



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Types of concrete bridgesTypes of concrete bridges Page 001Page 001 Which type should I use?Which type should I use? Page 002Page 002


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yp g yp

Components of BridgeComponents of BridgePage 003Page 003

Span LengthSpan LengthPage 004Page 004

Span LengthSpan Length Page 005Page 005 Span LengthSpan Length Page 006Page 006


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Cost vs. Span LengthCost vs. Span LengthPage 007Page 007

Cost vs. Span LengthCost vs. Span LengthPage 008Page 008

Access for MaintenanceAccess for Maintenance Page 009Page 009 Beam SpacingBeam Spacing Page 010Page 010


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MaterialsMaterialsPage 011Page 011

Speed of constructionSpeed of constructionPage 012Page 012

Site RequirementSite Requirement Page 013Page 013 Site RequirementSite Requirement Page 014Page 014


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Site RequirementSite RequirementPage 015Page 015

AestheticsAestheticsPage 016Page 016

Preliminary DesignPreliminary Design Page 017Page 017 Preliminary DesignPreliminary Design Page 018Page 018


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Preliminary DesignPreliminary DesignPage 019Page 019


Preliminary DesignPreliminary Design Page 021Page 021 Preliminary DesignPreliminary Design Page 022Page 022


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Page 025Page 025 Components of BridgeComponents of Bridge Page 026Page 026


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Chapter 03Chapter 03AASHTO LRFD DesignsAASHTO LRFD Designs



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AASHTO LRFD DesignsAASHTO LRFD Designs Page 01Page 01 Design CriteriaDesign Criteria Page 02Page 02


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Load MultiplierLoad MultiplierPage 03Page 03

Load MultiplierLoad MultiplierPage 04Page 04

Load MultiplierLoad Multiplier Page 05Page 05 Load MultiplierLoad Multiplier Page 06Page 06


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Load Factor & Load CombinationsLoad Factor & Load CombinationsPage 07Page 07

Limit StatesLimit StatesPage 08Page 08

Permanent LoadsPermanent Loads Page 09Page 09 Transient LoadsTransient Loads Page 10Page 10


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Load CombinationsLoad CombinationsPage 11Page 11

Load Factors for DC, DWLoad Factors for DC, DWPage 12Page 12

Load CombinationsLoad Combinations Page 13Page 13 Load CombinationsLoad Combinations Page 14Page 14


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Load CombinationsLoad Combinations Page 17Page 17 Notes on Load CombinationsNotes on Load Combinations Page 18Page 18


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Resistance FactorsResistance FactorsPage 19Page 19

Resistance FactorsResistance FactorsPage 20Page 20

Resistance FactorsResistance Factors Page 21Page 21 LRFD Design ProcedureLRFD Design Procedure Page 22Page 22


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Chapter 04Chapter 04Loads on BridgeLoads on Bridge



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OutlineOutline Page 001Page 001 Loads on BridgeLoads on Bridge Page 002Page 002


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Typical LoadsTypical LoadsPage 003Page 003

Dead Load: DCDead Load: DCPage 004Page 004

Dead Load of Wearing Surface: DWDead Load of Wearing Surface: DW Page 005Page 005 Tributary Area for Dead LoadsTributary Area for Dead Loads Page 006Page 006


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Live Loads of Vehicles: LLLive Loads of Vehicles: LLPage 007Page 007

Live Loads of Vehicles: LLLive Loads of Vehicles: LLPage 008Page 008

Live Loads of Vehicles: LLLive Loads of Vehicles: LL Page 009Page 009 Bridge LL vs. Building LLBridge LL vs. Building LL Page 010Page 010


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Analysis Strategy for LLAnalysis Strategy for LL Page 011Page 011

Design LaneDesign Lane Page 012Page 012

Design LaneDesign Lane Page 013Page 013 Live Loads of Vehicles: LLLive Loads of Vehicles: LL Page 014Page 014


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1. Design Truck1. Design Truck Page 015Page 015

-44


14Varies

(14-30)

8k

32k

32k

(HS 20(HS 20--44)44)

AASHTO HS 20AASHTO HS 20--44 Truck44 Truck


AASHTO HS 25AASHTO HS 25--44 Truck44 Truck

2. Design Tandem2. Design Tandem Page 018Page 018


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14Varies

(14-30)

10k

40k

40k

(HS 25(HS 25--44)44)

AASHTO HS 25 44 Truck

3. Uniform Lane Loading3. Uniform Lane Loading Page 019Page 019

Analysis Strategy for LLAnalysis Strategy for LL Page 020Page 020

Live Load CombinationsLive Load Combinations Page 021Page 021 Live Load PlacementLive Load Placement Page 022Page 022


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Live Load PlacementLive Load Placement --TransverseTransverse Page 023Page 023 Live Load PlacementLive Load Placement --LongitudinalLongitudinal Page 024Page 024

Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads Page 025Page 025 Page 026Page 026Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads


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Page 027Page 027Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads Page 028Page 028Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads



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Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads Page 049Page 049

Example 05 :Example 05 :--Calculate the maximum reaction R100, shear V100, and moment M105Calculate the maximum reaction R100, shear V100, and moment M105 for the AASHTOfor the AASHTO

vehicle loads (AASHTO). Use a simply supported beam of 35vehicle loads (AASHTO). Use a simply supported beam of 35--ft span.ft span.


Example 05Example 05--Solution :Solution :--


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( ) p y pp( ) p y pp pp

The influence lines for the actions required are shown in FigureThe influence lines for the actions required are shown in Figures below. The criticals below. The critical

actions for the design truck, design tandem, and the design laneactions for the design truck, design tandem, and the design lane loads are determinedloads are determined

independently and are later superimposed as necessary. The desigindependently and are later superimposed as necessary. The design truck is used first,n truck is used first,followed by the design tandem, and finally, the design lane loadfollowed by the design tandem, and finally, the design lane load..










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Page 055Page 055Live Load PlacementLive Load Placement Design EquationDesign Equation Page 056Page 056Live Load PlacementLive Load Placement -- LongitudinalLongitudinal

Page 057Page 057Live Load PlacementLive Load Placement Design ChartDesign Chart Page 058Page 058Live Load PlacementLive Load Placement Design ChartDesign Chart


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Page 059Page 059Live Load PlacementLive Load Placement Design ChartDesign Chart Page 060Page 060Live Load PlacementLive Load Placement Design ChartDesign Chart

Pedestrian Live Load: PLPedestrian Live Load: PL Page 061Page 061 Analysis Strategy for LLAnalysis Strategy for LL Page 062Page 062


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Dynamic Load Allowance: IMDynamic Load Allowance: IM Page 063Page 063 Dynamic Load Allowance: IMDynamic Load Allowance: IM Page 064Page 064

Analysis Strategy for LLAnalysis Strategy for LL Page 065Page 065 Multiple Presence of LLMultiple Presence of LL Page 066Page 066


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Multiple Presence of LLMultiple Presence of LL Page 067Page 067 Distribution of LL to GirdersDistribution of LL to Girders Page 068Page 068

AASHTO Girder Distribution Factor (DF)AASHTO Girder Distribution Factor (DF) Page 069Page 069 AASHTO Girder Distribution Factor (DF)AASHTO Girder Distribution Factor (DF) Page 070Page 070


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DFDF

Page 071Page 071

AASHTO Girder Distribution Factor (DF)AASHTO Girder Distribution Factor (DF) Page 072Page 072



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Example 06 :Example 06 :--

Determine the AASHTODetermine the AASHTO

distribution factors fordistribution factors for

bridge shown in Figurebridge shown in Figure


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bridge shown in Figurebridge shown in Figure

belowbelow..A girder section isA girder section is

illustrated in Figureillustrated in Figurebelowbelow..

The system dimensionsThe system dimensions

and properties are asand properties are as

followsfollows::


Example 06Example 06 --Solution :Solution :--

a.a. Interior Beams [A4.6.2.2.2b]Interior Beams [A4.6.2.2.2b] One design lane loaded:One design lane loaded: (Moment)(Moment)


Example 06Example 06 -- Solution :Solution :--

a.a. Interior Beams [A4.6.2.2.2b]Interior Beams [A4.6.2.2.2b] Two or more design lanes loaded:Two or more design lanes loaded: (Moment)(Moment)

b.b. Exterior Beams [A4.6.2.2.2d]Exterior Beams [A4.6.2.2.2d] One design lane loadedOne design lane loadedlever rule:lever rule: (Moment)(Moment)



b.b. Exterior Beams [A4.6.2.2.2d]Exterior Beams [A4.6.2.2.2d] Two or more design lanes loaded:Two or more design lanes loaded: (Moment)(Moment)



LiveLive--Load MomentsLoad Moments


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Example 06Example 06 --Solution :Solution :--

a.a. Interior Beams [A4.6.2.2.2a]Interior Beams [A4.6.2.2.2a] One design lane loaded:One design lane loaded: (Shear)(Shear)

a.a. Interior Beams [A4.6.2.2.2a]Interior Beams [A4.6.2.2.2a] Two design lanes loaded:Two design lanes loaded: (Shear)(Shear)

b.b. Exterior Beams [A4.6.2.2.2b]Exterior Beams [A4.6.2.2.2b] One design lane loaded:One design lane loaded: (Shear)(Shear)

b.b. Exterior Beams [A4.6.2.2.2b]Exterior Beams [A4.6.2.2.2b] Two design lanes loaded:Two design lanes loaded: (Shear)(Shear)



LiveLive--Load ShearsLoad Shears


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Chapter 05Chapter 05Other Loads on BridgeOther Loads on Bridge



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Other LoadsOther Loads Page 01Page 01

F i

Fatigue LoadFatigue Load Page 02Page 02


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FatigueFatigue

WindWindEarthquakeEarthquake

Vehicle/ Vessel CollisionVehicle/ Vessel Collision

Centrifugal ForcesCentrifugal Forces

Braking ForceBraking Force

Fatigue LoadFatigue Load Page 03Page 03 Water Loads: WAWater Loads: WA--AASHTO 3.7AASHTO 3.7 Page 04Page 04

Water Loads: WAWater Loads: WA--AASHTO 3.7AASHTO 3.7 Page 05Page 053.7.33.7.3Stream PressureStream Pressure

3.7.3.13.7.3.1LongitudinalLongitudinal

The pressure of flowing water acting in the longitudinal directiThe pressure of flowing water acting in the longitudinal direction of substructureson of substructures

shall be taken as:shall be taken as:

Water Loads: WAWater Loads: WA--AASHTO 3.7AASHTO 3.7 Page 06Page 063.7.33.7.3Stream PressureStream Pressure

3.7.3.23.7.3.2LateralLateral

The lateral, uniformly distributed pressure on a substructure duThe lateral, uniformly distributed pressure on a substructure due to water flowing ate to water flowing at

an angle,an angle, , to the longitudinal axis of the pier shall be taken as:, to the longitudinal axis of the pier shall be taken as:


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where:where:

pp = pressure of flowing water (= pressure of flowing water (ksfksf))

CCDD = drag coefficient for piers as specified in Table 3.7.3.1= drag coefficient for piers as specified in Table 3.7.3.1 --11

VV = design velocity of water for the design flood in strength and= design velocity of water for the design flood in strength and service limit statesservice limit states

and for the check flood in the extreme event limit state (ft/s)and for the check flood in the extreme event limit state (ft/s)

where:where:

p = lateral pressure (p = lateral pressure (ksfksf))

CL = lateral drag coefficient specified in Table 3.7.3.2CL = lateral drag coefficient specified in Table 3.7.3.2--11

Wind LoadWind Load--AASHTO 3.8AASHTO 3.8 Page 07Page 07 Wind LoadWind Load--AASHTO 3.8AASHTO 3.8 Page 08Page 08


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Vehicular Collision Force: CTVehicular Collision Force: CT Page 17Page 17 Vehicular Collision Force: CTVehicular Collision Force: CT Page 18Page 18


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Centrifugal Forces: CECentrifugal Forces: CE Page 19Page 193.6.33.6.3Centrifugal Forces: CECentrifugal Forces: CE

Centrifugal forces shall be applied horizontally at a distance 6Centrifugal forces shall be applied horizontally at a distance 6.0 ft above the.0 ft above the

roadway surface, C taken as:roadway surface, C taken as:

where:where:

v = highway design speed (ft/s)v = highway design speed (ft/s)

f = 4/3 for load combinations other than fatigue and 1.0 for fatf = 4/3 for load combinations other than fatigue and 1.0 for fat igueigue

g = gravitational acceleration: 32.2 (ft/s2)g = gravitational acceleration: 32.2 (ft/s2)

R = radius of curvature of traffic lane (ft)R = radius of curvature of traffic lane (ft)Note:Note: The multiple presence factors specified in Article 3.6.1.1.2 shaThe multiple presence factors specified in Article 3.6.1.1.2 shall apply.ll apply.

Braking Force: BRBraking Force: BR Page 20Page 203.6.43.6.4Braking Force: BRBraking Force: BR

The braking force shall be taken as the greater of:The braking force shall be taken as the greater of:

25 %25 % of the axle weights of the design truck or design tandem or,of the axle weights of the design truck or design tandem or,

5%5% of the design truck plus lane loadof the design truck plus lane load

5%5% of the design tandem plus lane loadof the design tandem plus lane load

Note:Note:

The multiple presence factors specified in Article 3.6.1.1.2 shaThe multiple presence factors specified in Article 3.6.1.1.2 shall apply.ll apply.

These forces shall be assumed to act horizontally at a distanceThese forces shall be assumed to act horizontally at a distance of 6.0 ft above theof 6.0 ft above theroadway surface in either longitudinal direction to cause extremroadway surface in either longitudinal direction to cause extreme force effects.e force effects.


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Chapter 06Chapter 06

Design of Slab for Bridge DeckDesign of Slab for Bridge Deck



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OutlineOutline Page 01Page 01 Bridge SuperstructureBridge Superstructure Page 02Page 02


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Bridge SuperstructureBridge Superstructure Girder BridgeGirder Bridge Page 03Page 03 Bridge SuperstructureBridge Superstructure Girder BridgeGirder Bridge Page 04Page 04

Components of BridgeComponents of Bridge Page 05Page 05 OutlineOutline Page 06Page 06


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Table 4.6.2.2.1Table 4.6.2.2.1--11Common Deck SuperstructuresCommon Deck Superstructures Page 07Page 07 Table 4.6.2.2.1Table 4.6.2.2.1--11Common Deck SuperstructuresCommon Deck Superstructures Page 08Page 08

Table 4.6.2.2.1Table 4.6.2.2.1--11Common Deck SuperstructuresCommon Deck Superstructures Page 09Page 09 Types of DeckTypes of Deck Page 10Page 10


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Types of Slab ReinforcementTypes of Slab Reinforcement Page 11Page 11 Materials: ConcreteMaterials: Concrete Page 12Page 12

In the absence of measured data, the modulus of elasticity, Ec, for

concretes with unit weights between 0.090 and 0.155 kcf and specified

compressive strengths up to 15.0 ksi may be taken as:

5.4.2.45.4.2.4Modulus of ElasticityModulus of Elasticity

Materials: ConcreteMaterials: Concrete Page 13Page 13

5.4.2.45.4.2.4Modulus of ElasticityModulus of Elasticity

Where:Where:

K1 = correction factor for source of aggregate to be taken as 1.K1 = correction factor for source of aggregate to be taken as 1.0 unless determined0 unless determined

by physical test, and as approved by the authority of jurisdictiby physical test, and as approved by the authority of jurisdicti onon

Materials: ConcreteMaterials: Concrete Page 14Page 14

5.4.2.65.4.2.6Modulus of RuptureModulus of Rupture

Unless determined by physical tests, the modulus of rupture,Unless determined by physical tests, the modulus of rupture, ffrr inin ksiksi, for specified, for specified

concrete strengths up to 15.0concrete strengths up to 15.0 ksiksi, may be taken as:, may be taken as:


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wwcc = unit weight of concrete (= unit weight of concrete (kcfkcf); refer to Table 3.5.1); refer to Table 3.5.1--1 or Article C5.4.2.41 or Article C5.4.2.4ff c = specified compressive strength of concrete (c = specified compressive strength of concrete (ksiksi))

Note:Note:

For normal weight concrete withFor normal weight concrete with wcwc = 0.145= 0.145 kcfkcf,, EEcc may be taken as:may be taken as:

Materials: Reinforcing SteelMaterials: Reinforcing Steel

Page 15Page 15

1001008080G80 (Table 2.3)G80 (Table 2.3)

90906060G60 (Table 2.3)G60 (Table 2.3)

70704040

29,00029,000

G40 (Table 2.3)G40 (Table 2.3)

FFuu ((ksiksi))FFyy((ksiksi))EEss((ksiksi))Steel gradeSteel grade

Materials: Reinforcing SteelMaterials: Reinforcing Steel Components of BridgeComponents of Bridge Page 16Page 16

OutlineOutline Page 17Page 17 Minimum Slab ThicknessMinimum Slab Thickness Page 18Page 18


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Minimum Slab ThicknessMinimum Slab Thickness Page 19Page 19 Slab SpanSlab Span SS Page 20Page 20

Minimum Cover of ReinforcementMinimum Cover of Reinforcement Page 21Page 21 Minimum CoverMinimum Cover


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Page 22Page 22

Analysis and Design MethodsAnalysis and Design Methods Page 23Page 23 Empirical MethodEmpirical Method Page 24Page 24

OutlineOutline Page 25Page 25 Empirical MethodEmpirical Method Page 26Page 26


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Empirical MethodEmpirical Method Page 27Page 27 Empirical MethodEmpirical Method Page 28Page 28

Strip MethodStrip Method Page 29Page 29 OutlineOutline Page 30Page 30


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Strip MethodStrip Method Page 31Page 31 Strip MethodStrip Method Page 32Page 32

Strip MethodStrip Method Design AidDesign Aid Page 33Page 33 Strip MethodStrip Method Design AidDesign Aid Page 34Page 34


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Slab DesignSlab Design Page 35Page 35 Slab DesignSlab Design Page 36Page 36


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Example: Concrete Deck DesignExample: Concrete Deck Design Page 57Page 57

Solution:Solution:--

Step 09:Step 09: Control of CrackingControl of CrackingGeneralGeneral

Step 09 (a):Step 09 (a): Positive Moment ReinforcementPositive Moment Reinforcement

ft/ft-kip60.669.5224.0685.033.1 LLDWDC MMMM

The calculation of the transformed section properties is based oThe calculation of the transformed section properties is based on a 1.0n a 1.0--ftft--wide doublywide doublyreinforced section as shown in Figure belowreinforced section as shown in Figure below





xdnAxdnAbx

I sscr

23

22/3

72112

3

2700

c

ss

e df

s

xx


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.1.722

4

29.85

6.190.462.310.497.5c

7.12546.049.05.7

6125050

0.0

19.646.05.731.249.05.7125.0

5.0

2

/

/

2

2

/2

ina

acbbx

dAdAn

AAnb

.b.a

where

cbxax

xxx

xdnAxdnAbx

ss

ss

ss

reinforced section as shown in Figure belowreinforced section as shown in Figure below

/ftin. 42

2

609072.119.646.05.7

72.131.249.05.73

72.112

and the tensile stress in the bottom steel becomes

ksi29.31

6090

72.119.61260.65.7

.I

Mynf

cr

s





28.1

31.10.87.0

31.11

7.01

c

cs

dh

d

For class 2 exposure conditions, e = 0.75 so that

in.9at5No.Use

OK4011

31123129281

750700

2700

08 max

in..

...

.

df

sin..s

c

ss

e

2700 css

e df

s

xxxx

xx




Step 09 (b):Step 09 (b): Negative Moment ReinforcementNegative Moment Reinforcement

ft/ft-kip5.43953.4224.0685.033.1 LLDWDC MMMM

.1.482

4

23.0

5.190.495.71.310.4615.71c

6.6749.05.746.015.71

6125050

0.0

19.549.05.731.146.015.7125.0

15.0

2

/

/

2

2

/2

ina

acbbx

dnAdAn

nAAnb

.b.a

where

cbxax

xxx

xdnAdxAnbx

ss

ss

ss

The calculation of the transformed section properties is based oThe calculation of the transformed section properties is based on a 1.0n a 1.0--ftft--wide doublywide doubly

reinforced section as shown in Figure belowreinforced section as shown in Figure below





xdnAdxAnbx

I sscr

23

22/3

31148146015748.112

13

2700

c

ss

e df

s

xx





58.1

31.20.87.0

31.21

7.01

c

cs

dh

d

For class 1 exposure conditions, e = 1.0 so that

2700

c

ss

e df

s

xxxx

xx


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/ftin42

2

63.6448.119.549.05.7

31.148.146.015.73

and the tensile stress in the bottom steel becomes

ksi28.54

64.63

48.119.512439.55.7

cr

sI

Mynf

For class 1 exposure conditions, e 1.0 so that

in.7.5at5No.Use

OK20.11

31225428581

0.1700

2700

5.7 max

in.

...

df

sin.s

c

ss

e

Step 10: Fatigue Limit StateStep 10: Fatigue Limit State

Fatigue need not be investigated for concrete decks in multi-girder applications

[A9.5.3].



Step 11:Step 11: The design sketchThe design sketch


Solution:Solution:-- Empirical Design o f Concrete Deck SlabsEmpirical Design o f Concrete Deck Slabs

1. Design Conditions1. Design Conditions [A9.7.2.4][A9.7.2.4] Design depth subtracts the loss due to wear,Design depth subtracts the loss due to wear, hh ==

77..5 in. The following conditions must be satisfied:5 in. The following conditions must be satisfied:



2. Reinforcement Requirements [A9.7.2.5]2. Reinforcement Requirements [A9.7.2.5]



3. The design sketch3. The design sketch


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Prepared by:Prepared by: Dr. RajaiDr. RajaiAlrousanAlrousan

Chapter 07Chapter 07Design a RC TDesign a RC T--beam bridgebeam bridge



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Example: Concrete TExample: Concrete T--BeamBeam

Page 37Page 37


Step 07:Step 07: Shear DesignShear Design

in.32.1625.359.09.0

in.35.02/36.1625.352/

max

in.36.1

in.625.35

d

ad

d

a

ddd

e

e

v

sepos

77--(1)(1) Determine VDetermine Vuu and Mand Muu at a distanceat a distance ddvv from an support.from an support. [A5.8.2.7].[A5.8.2.7].


Page 38Page 38



8.44875.09167.025

8.46

1167.085167.09167.032

kipsV

kips

V

Ta

Tr

77--(1)(1) Determine VDetermine Vuu and Mand Muu at a distanceat a distance

ddvv from an support.from an support. [A5.8.2.7].[A5.8.2.7].


108/174

in.8.284072.072.0 hev

Distance from support as a percentage of the spanDistance from support as a percentage of the span

0.0833120.35

0.35

L

dv

kips160.77.39167.00833.322

1254.0

9.249167.00833.322

1697.1

863.704.9100

3318.46115.175.0

4.99167.00833.322

164.0

833.100

VkipsV

kipsV

kipsV

kipsV

DW

DC

IMLL

Ln

Ta

Example: Concrete TExample: Concrete T--BeamBeam Page 39Page 39



6.8039.11674.20833.322

1254.0

41.79674.20833.322

1697.1

4.15094.29100

3315.136948.075.0

94.29674.20833.322

164.0

6.1243406.2674.225

5.136

340.08507.1674.232

833.100 fkMfkM

fkM

fkM

fkM

ftkM

ftk

M

DW

DC

IMLL

Ln

Ta

Tr

77--(1)(1) Determine VDetermine Vuu and Mand Muu at a distanceat a distance

ddvv from an support.from an support. [A5.8.2.7].[A5.8.2.7].




22/min,

min

.

@

@

2

833.100@

/

in40.0in0.11660

44.7145.40316.00316.0

:SforCheck

in.7.446.101

35604.09.0

ips101.61.597.160

neededisntreinforcmeshear59.17.160:1#

)in40.020.02(stirrupsrect.closed4No.Assume7.16075.150.125.1

29.552

59.135145.40632.090.00632.0

v

yv

vcv

Sv

vyvvv

req

CvdSv

Cd

v

LLDWDCd

Cv

vvcvCv

Af

SbfA

V

dfAS

kVVV

kipsVkipsVZone

AkipsIMVVVVV

kipsV

kipsdbfV

v

v

v

77--(2)(2) Calculate the ultimate concrete shear resistanceCalculate the ultimate concrete shear resistance [A5.8.2.7].[A5.8.2.7].


Page 41Page 41



in.124.00.125

in.248.00.125ksi0.364435149.0

7.160

:SforCheck

max

/

max

/@

max

vc

vcvvv

d

u

dSf

dSfdb

V

v

v

77--(2)(2) Design for Shear.Design for Shear.


Page 42Page 42



35604090

kips455.46059.7

kips269.55.0kips455.4@@

ys

s

v

d

fv

d

ys

dfA

fA

VV

d

MfA vv

77--(3)(3) Check the adequacy of the longitudinal reinforcement.Check the adequacy of the longitudinal reinforcement.


109/174

2nt whenreinforcmeshearNo:Zone#3

in.)#4@24(Use2

whenneededS:Zone#2

in.)#4@7(Usein.44.7Sin.24

in.24in.28358.08.0ksi563.00.125ksi0.3644

@max

req.max

max

/

C

u

CvdCv

vcu

V

V

VVV

S

dSfv

v

kips269.51085.09.0

7.160

9.035

126.3805.0

kips0817

35604.09.0

@@

.

s

v

d

fv

d

req

vyvvv

Sv

VV

d

M

S

dfAV

vv

Note:Note:

If this equation is not satisfied,If this equation is not satisfied,

1.1. either the tensile reinforcementeither the tensile reinforcement AAss

must be increasedmust be increased

2.2. or the stirrups must be placed closer together to increasesor the stirrups must be placed closer together to increases VVss

..



Step 08:Step 08: Calculate the deflectionCalculate the deflection (General)(General)

88--(1)(1) Dead Load Deflection (Dead Load Deflection (DLDL))

ShortShort--Term (Instanteous) Deflection of Uncracked and Cracked Members:Term (Instanteous) Deflection of Uncracked and Cracked Members:

LLSDDLTi

gc

DLDL

IELw

3845

4

DL

SDDL

gc

SDSD

w

w

IE

Lw

384

5 4

88--(2)(2) Superimposed Load Deflection (Superimposed Load Deflection (SDSD))



88--(3)(3) Live Load Deflection (Live Load Deflection (LLLL))

beamsNo.

lanesNo.100

18

100132

384

5,

48

6

,6

80025.0maxmax

3

21

43

2

2223

2221

%25

2

3

1

321

321

mdeflectionmg

IMdeflectionmgP

IMdeflectionmgPP

IE

Lw

EI

LP

xbLLEI

bxP

xbLLEI

bxP

L

ec

LnLane

e

P

e

P

e

P

all

LanePPP

PPP

LaneTruck

Truck

LL



Page 45Page 45



IfM

II

M

MI

M

MI

gr

cr

gcr

a

crg

a

cre

1

33



Page 46Page 46


Step 08:Step 08: Calculate the deflectionCalculate the deflection

88--(1)(1) Dead Load Deflection (Dead Load Deflection (DLDL))

in.0.102

898,1443860384

123512/697.15

384

5 44

gc

DLDL

IE

Lw

88--(2)(2) Superimposed Load Deflection (Superimposed Load Deflection (SDSD))


110/174

IMMmgMMM

y

TrdeflectionDWDCa

t

cr

1105,105,105,105,

88--(4)(4) Longtime Deflections (Longtime Deflections (LTLT))

e/

g

Ionbasedisdeflectionousinstantanefor1.62.10.3

Ionbasedisdeflectionousinstantanefor0.4240

L1

s

s

TiLT

A

A

in.0.0153898,1443860384

123512/254.05

384

5 44

gc

SDSD

IE

Lw


425.06

385.0

beamsNo.

lanesNo.

ft-kip22212/27.70

144,898

509.0

mdeflectionmg

y

I

fMt

g

rcr





44

33

33

105,105,105,105,

in898,144in65,413938,5113,475

263,57490

2221898,144

490

222

1

ft-k490100

33

1350425.02.320.260

1

35075.183275.832

e

gcr

a

crg

a

cre

TrdeflectionDWDCa

Tr

I

IIM

MI

M

MI

IMMmgMMM

k- ftM





in.0.01652/1235125.312351235413,65860,36

2/1235125.352.4

6

in.0.0662/1235125.312351235413,65860,36

2/1235125.31.18

6

kips52.4100

3318425.0

10018

kips1.18100

33132425.0

100132

80025.0maxmax

222

2223

222

2221

3

21

%25

3

1

321

321

xbLLEI

bxP

xbLLEI

bxP

IMdeflectionmgP

IMdeflectionmgPP

L

e

P

e

P

all

LanePPP

PPP

LaneTruck

Truck

LL


Page 49Page 49




in.0.0165

in.0.066

80025.0maxmax

%25

3

1

321

321

L

P

P

all

LanePPP

PPP

LaneTruck

Truck

LL


Page 50Page 50




in.0.3051877.00153.0102.0 LLSDDLTi

88--(4)(4) Longtime Deflections (Longtime Deflections (LTLT))

1 6030

2103


111/174

in.0.525800

1235

800in.1877.0

0.1325

0.1877max

0856.0111.001065.0066.025.0111.001065.0066.0max

in.0.0856413,65860,3384

123512/64.05

384

5

in.0.111413,65860,348

12351.18

48

44

33

2

2

3

L

IE

Lw

EI

LP

all

LL

ec

LnLane

e

P

P

in.1.75240

1235

240

Lin.1.2231305.01

1.60.359.7

2.10.3

TiLT


112/174



113/174


Chapter 08Chapter 08BearingsBearings



114/174

Load TransferLoad Transfer Page 01Page 01 Components of BridgeComponents of Bridge Page 02Page 02


115/174

BearingBearing Page 03Page 03 BearingBearing Page 04Page 04

Forces and Movements on BearingForces and Movements on Bearing Page 05Page 05 Types of BearingTypes of Bearing Page 06Page 06


116/174

Rocker/ Pin/ Roller BearingRocker/ Pin/ Roller Bearing Page 07Page 07 Rocker/ Pin/ Roller BearingRocker/ Pin/ Roller Bearing Page 08Page 08

Elastomeric BearingElastomeric Bearing Page 09Page 09 Elastomeric Bearing with SliderElastomeric Bearing with Slider Page 10Page 10


117/174

Elastomeric BearingElastomeric Bearing Page 11Page 11 Curved BearingCurved Bearing Page 12Page 12

Curved BearingCurved Bearing Page 13Page 13 Pot BearingPot Bearing Page 14Page 14


118/174

Pot BearingPot Bearing Page 15Page 15 Disk BearingDisk Bearing Page 16Page 16

Which type of bearing should I use?Which type of bearing should I use? Page 17Page 17 Which type of bearing should I use?Which type of bearing should I use? Page 18Page 18

TABLE 1:TABLE 1: Summery of Bearing CapacitiesSummery of Bearing Capacities


119/174


120/174



121/174



Chapter 09Chapter 09SubstructuresSubstructures


122/174

Types of SubstructuresTypes of Substructures Page 01Page 01 Types of SubstructuresTypes of Substructures Page 02Page 02


123/174

Loads on SubstructuresLoads on Substructures Page 03Page 03 Loads from SuperstructureLoads from Superstructure Page 04Page 04

Loads from SuperstructureLoads from Superstructure Page 05Page 05 Wind Loads (WS, WL)Wind Loads (WS, WL) Page 06Page 06


124/174

Vehicle Collision Forces (CT)Vehicle Collision Forces (CT) Page 07Page 07 Load CombinationsLoad Combinations Page 08Page 08

Load CombinationsLoad Combinations Page 09Page 09 Design of Abutment and Retaining SubstructuresDesign of Abutment and Retaining Substructures Page 10Page 10


125/174

Roles and TypesRoles and Types Page 11Page 11 Types of AbutmentTypes of Abutment Page 12Page 12

Types of AbutmentTypes of Abutment Page 13Page 13 Types of AbutmentTypes of Abutment Page 14Page 14


126/174

Types of AbutmentTypes of Abutment Page 15Page 15 Failure Limit StatesFailure Limit States Page 16Page 16

Failure Limit StatesFailure Limit States Page 17Page 17 Loads on Abutment from SuperstructureLoads on Abutment from Superstructure Page 18Page 18


127/174

Loads on AbutmentLoads on Abutment Page 19Page 19 Loads on AbutmentLoads on Abutment Page 20Page 20

Pressures generated by the Live Load and Dead Load Surcharges:Pressures generated by the Live Load and Dead Load Surcharges:

Loads on AbutmentLoads on Abutment Page 21Page 21Defined the other loadsDefined the other loads

Loads on AbutmentLoads on Abutment Page 22Page 22Dead load of the abutmentDead load of the abutment


128/174

Loads on AbutmentLoads on Abutment Page 23Page 23

Soil Pressure DistributionSoil Pressure Distribution





Configuration of abutment design load and loadConfiguration of abutment design load and load

combinationscombinations Page 26Page 26

TABLE 1:TABLE 1:Abutment Design Loads (Service Load Design)Abutment Design Loads (Service Load Design)


129/174

Configuration of abutment design load and loadConfiguration of abutment design load and loadcombinationscombinations

Page 27Page 27

TABLE 1:TABLE 1:Abutment Design Loads (Service Load Design)Abutment Design Loads (Service Load Design)

Configuration of abutment design load and loadConfiguration of abutment design load and loadcombinationscombinations

Page 28Page 28

Table 11.5.6Table 11.5.6--11 Resistance Factors for Permanent Retaining WallsResistance Factors for Permanent Retaining Walls

Configuration of abutment design load and loadConfiguration of abutment design load and load

combinationscombinations Page 29Page 29

Table 11.5.6Table 11.5.6--11 Resistance Factors for Permanent Retaining WallsResistance Factors for Permanent Retaining Walls

Miscellaneous Design ConsiderationsMiscellaneous Design Considerations Page 30Page 30

Miscellaneous Design ConsiderationsMiscellaneous Design Considerations

Abutment Wingwall

Abutment Drainage

Abutment Slope Protection


130/174


(1) Abutment(1) Abutment

WingwallWingwall


Design loading forDesign loading forcantilevercantileverwingwallwingwall(1) Abutment(1) Abutment

WingwallWingwall


Page 33Page 33(2) Abutment Drainage(2) Abutment Drainage


Page 34Page 34(3) Abutment Slope Protection(3) Abutment Slope Protection


131/174


(3) Abutment Slope Protection(3) Abutment Slope Protection

Reinforced Concrete AbutmentReinforced Concrete Abutment Page 36Page 36

Design of AbutmentDesign of Abutment

Step 1:Step 1: Select Preliminary Proportions of the Wall.

Step 2:Step 2: Determine Loads and Earth Pressures.

Step 3:Step 3: Calculate Magnitude of Reaction Forces on Base

Step 4:Step 4: Check Stability and Safety Criteria

a. Location of normal component of reactions.

b. Adequacy of bearing pressure.

c. Safety against sliding.

Step 5:Step 5: Revise Proportions of Wall and Repeat Steps 2-4 Until Stability Criteria

is Satisfied and Then Check

a. Settlement within tolerable limits.

b. Safety against deep-seated foundation failure.

Step 6:Step 6: If Proportions Become Unreasonable, Consider a Foundation Supported

on Driven Piles or Drilled Shafts.

Typical Abutment Design SketchTypical Abutment Design Sketch

Page 37Page 37

TypicalTypical WingwallWingwall Design SketchDesign Sketch

Page 38Page 38


132/174

Design of Retaining SubstructuresDesign of Retaining Substructures Page 39Page 39 Types of Retaining StructuresTypes of Retaining Structures Page 40Page 40

Types of Retaining StructuresTypes of Retaining Structures Page 41Page 41

Types of Retaining StructuresTypes of Retaining Structures Page 42Page 42


133/174

Types of Retaining StructuresTypes of Retaining Structures Page 43Page 43 Typical loads on retaining wallTypical loads on retaining wall Page 44Page 44

Lateral LoadLateral LoadPage 45Page 45

Lateral LoadLateral LoadPage 46Page 46


134/174

Typical Retaining wall Design SketchTypical Retaining wall Design Sketch Page 47Page 47 Design of PiersDesign of Piers Page 48Page 48

PiersPiersPage 49Page 49

PiersPiersPage 50Page 50


135/174

PiersPiers Page 51Page 51 PiersPiers Page 52Page 52

PierPier ShpesShpes

Page 53Page 53

PierPier ShpesShpes

Page 54Page 54


136/174

Pier TypesPier Types--Steel BridgesSteel Bridges Page 55Page 55

Figure 1:Figure 1: Typical pier types for steel bridges.Typical pier types for steel bridges.

Pier TypesPier Types-- river and waterway crossingsriver and waterway crossingsPage 56Page 56

Figure 2:Figure 2: Typical pier types and configurations for river and waterway crTypical pier types and configurations for river and waterway crossings. .ossings. .

Pier TypesPier Types--Concrete BridgesConcrete Bridges

Page 57Page 57

Figure 3:Figure 3: TypicalTypical

pier types forpier types for

Concrete bridges.Concrete bridges.

Pier SelectionPier SelectionPage 58Page 58


137/174

Pier Selection GuidelinesPier Selection Guidelines Page 59Page 59 Strength Limit StatesStrength Limit States Page 60Page 60

Loads on Piers from SuperstructureLoads on Piers from Superstructure

Page 61Page 61

Loads on Piers ItselfLoads on Piers ItselfPage 62Page 62


138/174

Pier Load Analysis for Wind LoadsPier Load Analysis for Wind Loads Page 63Page 63 Reinforced ConcreteReinforced Concrete ShortShort ColumnsColumns Page 64Page 64

Reinforced ConcreteReinforced Concrete ShortShort ColumnsColumnsPage 65Page 65

Reinforced ConcreteReinforced Concrete ShortShort ColumnsColumnsPage 66Page 66


139/174

Reinforced ConcreteReinforced Concrete ShortShort ColumnsColumns Page 67Page 67 Reinforced ConcreteReinforced Concrete ShortShort ColumnsColumns Page 68Page 68

Reinforced ConcreteReinforced Concrete SlenderSlender ColumnsColumnsPage 69Page 69

Slenderness ratio

klu /r k = effective length factor (reflecting the end restraint

and lateral bracing conditions of a column)

lu = unsupported column length

r = radius of gyration (reflecting the size and shape of al ti )

The degree of slenderness in a column is expressed in

terms of "slenderness ratio," defined below:

Slenderness EffectsSlenderness EffectsReinforced ConcreteReinforced Concrete SlenderSlender ColumnsColumns

Page 70Page 70

Unsupported Length,Unsupported Length, lluu

The unsupported length (lu) of a column is measured as the clear distance between

the underside of the beam, slab, or column capital above, and the top of the beam

or slab below.


140/174

column cross-section)

Reinforced ConcreteReinforced Concrete SlenderSlender ColumnsColumns Page 71Page 71

Effective Length Factor, kEffective Length Factor, k


For compression members in a nonsway

frame, an upper bound to the effective

length factor may be taken as the smaller

of the values given by the following two

expressions (ACI R10.12.1. )0.82

columnofiendat/

/

0.1)(05.085.0

0.1)(05.07.0

min

BeamsB

Columnsc

i

BA

lEI

lEI

k

k

Effective Length Factor, kEffective Length Factor, k


Radius of Gyration, rRadius of Gyration, r

The radius of gyration introduces the effects of cross-sectional size and shape to

slenderness. For the same cross-sectional area, a section with higher moment of

inertia produces a more stable column with a lower slenderness ratio. The radius

of gyration r is defined below.

AIr


Slenderness effects may be neglected for columns in non-sway frames if the

following inequality is satisfied:

Where

M1/M

2is the ratio of smaller to

larger end moments.

M1/M2 is negative value when

the column is bent in double

curvature

40/1234 21 MMr

klu


141/174

M1/M2 is positive when it is bent

in single curvature.


Design of Slender ColumnsDesign of Slender Columns

Slender columns in sway frames are designed for factored axial force Pu and

amplified moment Mc. The amplified moment is obtained by

Where moment magnification factor (ns) in is obtained by

The critical column load, Pc (Euler buckling load) is;

EI is computed either with

11 22

ssbbc MMM 22

d

sesgc IEIEEI

1

2.0

22

u

ckl

EIP

0.1

75.0

1

10.1

75.01

c

u

s

c

u

mb

P

P

P

P

C

d

gcIEEI

1

4.0



Where the moment of inertia of reinforcement about the cross-sectional centroid (Ise) equal

2318.0 bhI tse2325.0 bhI tse

2313.0 bhI tse

2322.0 bhI tse24

10.0 hI tse

faceperbars612.0

faceperbars317.0

23

23

bhI

bhI

tse

tse


Coefficient Cm is equal to

40.04.06.02

1

M

MCm




An outline of the separate steps in the analysis/design procedurAn outline of the separate steps in the analysis/design procedure for swaye for sway

frames follows along these lines:frames follows along these lines:

Step 1:Step 1:

Determine factored design forces:

Note: M1 is the lower and M2 is the higher end moment.

Step 2:Step 2:

Calculate slenderness ratio klu/r

i) Find unsupported column length, luii) Find the radius of gyration, r

iii) Find effective length factor "k."


142/174

Figure 1 Figure 2

) d e ec ve e g ac o .

This requires the calculation of stiffness ratios at the ends. First find

beam and column stiffness.

Step 3:Step 3:

Check if slenderness can be neglected



An outline of the separate steps in the analysis/design procedurAn outline of the separate steps in the analysis/design procedure for swaye for sway

frames follows along these lines:frames follows along these lines:

Step 4:Step 4:

Compute moment magnification factor (b) and (s)

i) Compute critical load Pcii) Compute Cmiii) Moment magnification factor (b) and (s)

Step 5:Step 5:Compute amplified moment Mc

Step 6:Step 6:

Select reinforcement ratio and design the

column section

gc

un

Af

PK

/

/ComputeA)

hAf

MR

gc

un /

/ComputeB)




143/174




Bridge Management SystemsBridge Management Systems


144/174


145/174


146/174




147/174




InspectionInspection


148/174


149/174

11.3.1.111.3.1.1 Inspection of concrete decks and slabsInspection of concrete decks and slabs

11.3.1.1.111.3.1.1.1 Cracking:Cracking:

ShrinkageShrinkage

Temperature changesTemperature changes

Bending loadingBending loading

Shear loadingShear loading

Freezing and thawingFreezing and thawing

Corrosion of reinforcementCorrosion of reinforcement

Sulfate or aggregate reactions.Sulfate or aggregate reactions.

11.3 WHAT TO LOOK FOR11.3 WHAT TO LOOK FOR11.3.1 Superstructures11.3.1 Superstructures

In particular, a basic horizontal and vertical pattern with someIn particular, a basic horizontal and vertical pattern with some branching thatbranching that

Concrete cracks due to tensile forces fromConcrete cracks due to tensile forces from

Page 05Page 05




Page 06Page 06


150/174

p , pp p ggsurrounds the larger aggregate particles could indicate a chemicsurrounds the larger aggregate particles could indicate a chemical attack. If thisal attack. If thisis suspected, ais suspected, a petrographicpetrographic examination should be carried out to establish itsexamination should be carried out to establish its

presence or otherwise.presence or otherwise.

Common Crack Locations and Types in Concrete StructuresCommon Crack Locations and Types in Concrete Structures

Page 07Page 07

Sulfate or aggregate reactionsSulfate or aggregate reactions



Alkali Silica ReactionAlkali Silica Reaction

Page 08Page 08



Page 09Page 09



Page 10Page 10


151/174

Shrinkage CracksShrinkage Cracks Temperature changesTemperature changes



Page 11Page 11 11.3 WHAT TO LOOK FOR11.3 WHAT TO LOOK FOR

11.3.1 Superstructures11.3.1 Superstructures11.3.1.1.111.3.1.1.1 Cracking:Cracking:

Page 12Page 12



Page 13Page 13



Concrete Crack with Guidlines

Type of Crack Width (mm)

Hairline (HL) w 0.1

Narrow (Fine) (N) 0.1< w 0.3

Medium (M) 0.3< w 0.7

Wide (W) w > 0.7

Page 14Page 14


152/174

Crack width measuring ruleCrack width measuring rule


11.3.1.1.211.3.1.1.2 SpallingSpalling

11.3 WHAT TO LOOK FOR11.3 WHAT TO LOOK FOR

11.3.1 Superstructures11.3.1 Superstructures

Under pressure (for example, due to freezeUnder pressure (for example, due to freeze--thaw action) bits of concrete can fallthaw action) bits of concrete can fallaway from the deck leaving a crater, which defines the fractureaway from the deck leaving a crater, which defines the fracture surface.surface.

The cause is often due to corrosion of reinforcement where the vThe cause is often due to corrosion of reinforcement where the volume of theolume of thecorrosion products is much greater than the virgin steel and thecorrosion products is much greater than the virgin steel and the resulting pressureresulting pressurecauses local fracture of the concretecauses local fracture of the concrete

Typical spalling due to corroding steelTypical spalling due to corroding steel

Page 15Page 15


11.3.1.1.311.3.1.1.3 Corrosion of reinforcementCorrosion of reinforcement

11.3 WHAT TO LOOK FOR11.3 WHAT TO LOOK FOR

11.3.1 Superstructures11.3.1 Superstructures

In its early stages this can be detected by surface discoloratioIn its early stages this can be detected by surface discoloration and rust stains, andn and rust stains, andlater (when it has advanced) by spalling.later (when it has advanced) by spalling.

The location and extent of any discoloration are recorded and aThe location and extent of any discoloration are recorded and a cover meter survey iscover meter survey iscarried outcarried out

Typical spalling due to corroding steelTypical spalling due to corroding steel

Page 16Page 16


153/174


154/174


155/174


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158/174

11.8 PLANNING AN INSPECTION11.8 PLANNING AN INSPECTION11.8.1 Condition Ratings11.8.1 Condition Ratings

The following general condition ratings shall be used as a guideThe following general condition ratings shall be used as a guide in evaluatingin evaluatingItems:Items:

Page 41Page 41 Page 42Page 42


159/174


Page 45Page 45


160/174

Page 46Page 46


Page 49Page 49


161/174


162/174




163/174


AppendixAppendix


164/174

Page 02Page 02


165/174

Chapter 02:Chapter 02:Preliminary DesignPreliminary Design

Page 01Page 01

Page 03Page 03


166/174

Page 04Page 04

Live Load PlacementLive Load Placement Design EquationDesign Equation


167/174

Chapter 04:Chapter 04:Loads on BridgeLoads on Bridge



168/174

Live Load PlacementLive Load Placement Design ChartDesign Chart


169/174



170/174

Chapter 06:Chapter 06:

f l b ff l b f


171/174

Design of Slab forDesign of Slab forBridge DeckBridge Deck


Page 15Page 15


172/174

Page 16Page 16


173/174


Chapter 07:Chapter 07:

D i RC TD i RC T


174/174

Design a RC TDesign a RC T--beam bridgebeam bridge


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