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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Jordan University of Science and TechnologyJordan University of Science and Technology
Prepared by:Prepared by: Dr. Rajai AlrousanDr. Rajai Alrousan
Policy and OutlinePolicy and Outline
CE 536 Bridge Engineering
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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
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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Components of BridgeComponents of Bridge Page 001Page 001 Components of BridgeComponents of Bridge Page 002Page 002
Components of BridgeComponents of Bridge Page 003Page 003 Components of BridgeComponents of Bridge Page 004Page 004
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Components of BridgeComponents of Bridge Page 005Page 005 Components of BridgeComponents of Bridge Page 006Page 006
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
Types: Beam/Girder BridgesTypes: Beam/Girder Bridges Page 035Page 035 Types: Beam/Girder BridgesTypes: Beam/Girder Bridges Page 036Page 036
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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Types: Beam/Girder BridgesTypes: Beam/Girder Bridges Page 037Page 037 Types: Beam/Girder BridgesTypes: Beam/Girder Bridges Page 038Page 038
Types: Beam/Girder BridgesTypes: Beam/Girder Bridges Page 039Page 039 Types: Beam/Girder BridgesTypes: Beam/Girder Bridges Page 040Page 040
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: Beam/Girder BridgesTypes: Beam/Girder Bridges Page 041Page 041 Types: Beam/Girder BridgesTypes: Beam/Girder Bridges Page 042Page 042
Types: Beam/Girder BridgesTypes: Beam/Girder Bridges Page 043Page 043 Types: Beam/Girder BridgesTypes: Beam/Girder Bridges Page 044Page 044
Types: Cantilever BridgesTypes: Cantilever Bridges Page 045Page 045 Types: Cantilever BridgesTypes: Cantilever Bridges Page 046Page 046
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Types: Cantilever BridgesTypes: Cantilever Bridges Page 045Page 045 Types: Cantilever BridgesTypes: Cantilever Bridges Page 046Page 046
Types: Cantilever BridgesTypes: Cantilever Bridges Page 047Page 047 Types: Cantilever BridgesTypes: Cantilever Bridges Page 48Page 48
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
Types: CableTypes: Cable--Stayed BridgeStayed Bridge Page 051Page 051 Types: CableTypes: Cable--Stayed BridgeStayed Bridge Page 052Page 052
Types: CableTypes: Cable--Stayed BridgeStayed Bridge Page 053Page 053 Types: CableTypes: Cable--Stayed BridgeStayed Bridge Page 054Page 054
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Types: CableTypes: Cable--Stayed BridgeStayed Bridge Page 053Page 053 Types: CableTypes: Cable--Stayed BridgeStayed Bridge Page 054Page 054
Types: CableTypes: Cable--Stayed BridgeStayed Bridge Page 055Page 055 Types: CableTypes: Cable--Stayed BridgeStayed Bridge Page 056Page 056
Types: CableTypes: Cable--Stayed BridgeStayed Bridge Page 057Page 057 Types: CableTypes: Cable--Stayed BridgeStayed Bridge Page 058Page 058
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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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Jordan University of Science and TechnologyJordan University of Science and Technology
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y gyy gy
Prepared by:Prepared by: Dr. Rajai AlrousanDr. Rajai Alrousan
Chapter 02Chapter 02Preliminary DesignPreliminary Design
CE 536 Bridge Engineering
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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 DesignPage 020Page 020
Preliminary DesignPreliminary Design Page 021Page 021 Preliminary DesignPreliminary Design Page 022Page 022
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Preliminary DesignPreliminary DesignPage 023Page 023
Preliminary DesignPreliminary DesignPage 024Page 024
Page 025Page 025 Components of BridgeComponents of Bridge Page 026Page 026
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Preliminary DesignPreliminary DesignPage 027Page 027
Preliminary DesignPreliminary DesignPage 028Page 028
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Prepared by:Prepared by: Dr. Rajai AlrousanDr. Rajai Alrousan
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 CombinationsPage 15Page 15
Load CombinationsLoad CombinationsPage 16Page 16
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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Jordan University of Science and TechnologyJordan University of Science and Technology
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Prepared by:Prepared by: Dr. Rajai AlrousanDr. Rajai Alrousan
Chapter 04Chapter 04Loads on BridgeLoads on Bridge
CE 536 Bridge Engineering
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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
1. Design Truck1. Design Truck Page 016Page 016
14Varies
(14-30)
8k
32k
32k
(HS 20(HS 20--44)44)
AASHTO HS 20AASHTO HS 20--44 Truck44 Truck
1. Design Truck1. Design Truck Page 017Page 017
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
Page 029Page 029Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads Page 030Page 030Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads
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Page 031Page 031Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads Page 032Page 032Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads
Page 033Page 033Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads Page 034Page 034Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads
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Page 035Page 035Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads Page 036Page 036Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads
Page 037Page 037Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads Page 038Page 038Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads
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Page 039Page 039Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads Page 040Page 040Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads
Page 041Page 041Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads Page 042Page 042Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads
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Page 043Page 043Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads Page 044Page 044Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads
Page 045Page 045Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads Page 046Page 046Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads
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Page 047Page 047Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads Page 048Page 048Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads
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.
Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads Page 050Page 050
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..
Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads Page 051Page 051
Example 05Example 05--Solution :Solution :--
Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads Page 052Page 052
Example 05Example 05--Solution :Solution :--
Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads Page 053Page 053
Example 05Example 05--Solution :Solution :--
Influence Lines and Application of Live LoadsInfluence Lines and Application of Live Loads Page 054Page 054
Example 05Example 05--Solution :Solution :--
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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
AASHTO Girder Distribution Factor (DF)AASHTO Girder Distribution Factor (DF) Page 073Page 073 AASHTO Girder Distribution Factor (DF)AASHTO Girder Distribution Factor (DF) Page 074Page 074
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AASHTO Girder Distribution Factor (DF)AASHTO Girder Distribution Factor (DF) Page 075Page 075 AASHTO Girder Distribution Factor (DF)AASHTO Girder Distribution Factor (DF) Page 076Page 076
AASHTO Girder Distribution Factor (DF)AASHTO Girder Distribution Factor (DF) Page 077Page 077 AASHTO Girder Distribution Factor (DF)AASHTO Girder Distribution Factor (DF) Page 078Page 078
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::
AASHTO Girder Distribution Factor (DF)AASHTO Girder Distribution Factor (DF) Page 079Page 079
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)
AASHTO Girder Distribution Factor (DF)AASHTO Girder Distribution Factor (DF) Page 080Page 080
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)
AASHTO Girder Distribution Factor (DF)AASHTO Girder Distribution Factor (DF) Page 081Page 081
Example 06Example 06 -- Solution :Solution :--
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)
AASHTO Girder Distribution Factor (DF)AASHTO Girder Distribution Factor (DF) Page 082Page 082
Example 06Example 06 -- Solution :Solution :--
LiveLive--Load MomentsLoad Moments
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AASHTO Girder Distribution Factor (DF)AASHTO Girder Distribution Factor (DF) Page 083Page 083
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)
AASHTO Girder Distribution Factor (DF)AASHTO Girder Distribution Factor (DF) Page 084Page 084
Example 06Example 06 -- Solution :Solution :--
LiveLive--Load ShearsLoad Shears
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Prepared by:Prepared by: Dr. Rajai AlrousanDr. Rajai Alrousan
Chapter 05Chapter 05Other Loads on BridgeOther Loads on Bridge
CE 536 Bridge Engineering
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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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Prepared by:Prepared by: Dr. Rajai AlrousanDr. Rajai Alrousan
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
Example: Concrete Deck DesignExample: Concrete Deck Design Page 58Page 58
Solution:Solution:--
Step 09:Step 09: Control of CrackingControl of CrackingGeneralGeneral
Step 09 (a):Step 09 (a): Positive Moment ReinforcementPositive Moment Reinforcement
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
Example: Concrete Deck DesignExample: Concrete Deck Design Page 59Page 59
Solution:Solution:--
Step 09:Step 09: Control of CrackingControl of CrackingGeneralGeneral
Step 09 (a):Step 09 (a): Positive Moment ReinforcementPositive Moment Reinforcement
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
Example: Concrete Deck DesignExample: Concrete Deck Design Page 60Page 60
Solution:Solution:--
Step 09:Step 09: Control of CrackingControl of CrackingGeneralGeneral
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
Example: Concrete Deck DesignExample: Concrete Deck Design Page 61Page 61
Solution:Solution:--
Step 09:Step 09: Control of CrackingControl of CrackingGeneralGeneral
Step 09 (b):Step 09 (b): Negative Moment ReinforcementNegative Moment Reinforcement
xdnAdxAnbx
I sscr
23
22/3
31148146015748.112
13
2700
c
ss
e df
s
xx
Example: Concrete Deck DesignExample: Concrete Deck Design Page 62Page 62
Solution:Solution:--
Step 09:Step 09: Control of CrackingControl of CrackingGeneralGeneral
Step 09 (b):Step 09 (b): Negative Moment ReinforcementNegative Moment Reinforcement
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].
Example: Concrete Deck DesignExample: Concrete Deck Design Page 63Page 63
Solution:Solution:--
Step 11:Step 11: The design sketchThe design sketch
Example: Concrete Deck DesignExample: Concrete Deck Design Page 64Page 64
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:
Example: Concrete Deck DesignExample: Concrete Deck Design Page 65Page 65
Solution:Solution:-- Empirical Design o f Concrete Deck SlabsEmpirical Design o f Concrete Deck Slabs
2. Reinforcement Requirements [A9.7.2.5]2. Reinforcement Requirements [A9.7.2.5]
Example: Concrete Deck DesignExample: Concrete Deck Design Page 66Page 66
Solution:Solution:-- Empirical Design o f Concrete Deck SlabsEmpirical Design o f Concrete Deck Slabs
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
Solution:Solution:--
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].
Example: Concrete TExample: Concrete T--BeamBeam
Page 38Page 38
Solution:Solution:--
Step 07:Step 07: Shear DesignShear Design
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].
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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
Solution:Solution:--
Step 07:Step 07: Shear DesignShear Design
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].
Example: Concrete TExample: Concrete T--BeamBeam Page 40Page 40
Solution:Solution:--
Step 07:Step 07: Shear DesignShear Design
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].
Example: Concrete TExample: Concrete T--BeamBeam
Page 41Page 41
Solution:Solution:--
Step 07:Step 07: Shear DesignShear Design
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.
Example: Concrete TExample: Concrete T--BeamBeam
Page 42Page 42
Solution:Solution:--
Step 07:Step 07: Shear DesignShear Design
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.
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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
..
Example: Concrete TExample: Concrete T--BeamBeam Page 43Page 43
Solution:Solution:--
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))
Example: Concrete TExample: Concrete T--BeamBeam Page 44Page 44
Solution:Solution:--
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
Step 08:Step 08: Calculate the deflectionCalculate the deflection (General)(General)
Example: Concrete TExample: Concrete T--BeamBeam
Page 45Page 45
Solution:Solution:--
88--(3)(3) Live Load Deflection (Live Load Deflection (LLLL))
IfM
II
M
MI
M
MI
gr
cr
gcr
a
crg
a
cre
1
33
Step 08:Step 08: Calculate the deflectionCalculate the deflection (General)(General)
Example: Concrete TExample: Concrete T--BeamBeam
Page 46Page 46
Solution:Solution:--
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))
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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
88--(3)(3) Live Load Deflection (Live Load Deflection (LLLL))
425.06
385.0
beamsNo.
lanesNo.
ft-kip22212/27.70
144,898
509.0
mdeflectionmg
y
I
fMt
g
rcr
Example: Concrete TExample: Concrete T--BeamBeam Page 47Page 47
Solution:Solution:--
Step 08:Step 08: Calculate the deflectionCalculate the deflection
88--(3)(3) Live Load Deflection (Live Load Deflection (LLLL))
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
Example: Concrete TExample: Concrete T--BeamBeam Page 48Page 48
Solution:Solution:--
Step 08:Step 08: Calculate the deflectionCalculate the deflection
88--(3)(3) Live Load Deflection (Live Load Deflection (LLLL))
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
Example: Concrete TExample: Concrete T--BeamBeam
Page 49Page 49
Solution:Solution:--
Step 08:Step 08: Calculate the deflectionCalculate the deflection
88--(3)(3) Live Load Deflection (Live Load Deflection (LLLL))
in.0.0165
in.0.066
80025.0maxmax
%25
3
1
321
321
L
P
P
all
LanePPP
PPP
LaneTruck
Truck
LL
Example: Concrete TExample: Concrete T--BeamBeam
Page 50Page 50
Solution:Solution:--
Step 08:Step 08: Calculate the deflectionCalculate the deflection
88--(3)(3) Live Load Deflection (Live Load Deflection (LLLL))
in.0.3051877.00153.0102.0 LLSDDLTi
88--(4)(4) Longtime Deflections (Longtime Deflections (LTLT))
1 6030
2103
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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
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Prepared by:Prepared by: Dr. RajaiDr. RajaiAlrousanAlrousan
Chapter 08Chapter 08BearingsBearings
CE 536 Bridge Engineering
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Load TransferLoad Transfer Page 01Page 01 Components of BridgeComponents of Bridge Page 02Page 02
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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
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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
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Elastomeric BearingElastomeric Bearing Page 11Page 11 Curved BearingCurved Bearing Page 12Page 12
Curved BearingCurved Bearing Page 13Page 13 Pot BearingPot Bearing Page 14Page 14
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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
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CE 536 Bridge Engineering
Prepared by:Prepared by: Dr. RajaiDr. RajaiAlrousanAlrousan
Chapter 09Chapter 09SubstructuresSubstructures
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Types of SubstructuresTypes of Substructures Page 01Page 01 Types of SubstructuresTypes of Substructures Page 02Page 02
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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
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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
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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
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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
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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
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Loads on AbutmentLoads on Abutment Page 23Page 23
Soil Pressure DistributionSoil Pressure Distribution
Loads on AbutmentLoads on Abutment Page 24Page 24
Soil Pressure DistributionSoil Pressure Distribution
Loads on AbutmentLoads on Abutment Page 25Page 25
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)
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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
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Miscellaneous Design ConsiderationsMiscellaneous Design Considerations Page 31Page 31
(1) Abutment(1) Abutment
WingwallWingwall
Miscellaneous Design ConsiderationsMiscellaneous Design Considerations Page 32Page 32
Design loading forDesign loading forcantilevercantileverwingwallwingwall(1) Abutment(1) Abutment
WingwallWingwall
Miscellaneous Design ConsiderationsMiscellaneous Design Considerations
Page 33Page 33(2) Abutment Drainage(2) Abutment Drainage
Miscellaneous Design ConsiderationsMiscellaneous Design Considerations
Page 34Page 34(3) Abutment Slope Protection(3) Abutment Slope Protection
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Miscellaneous Design ConsiderationsMiscellaneous Design Considerations Page 35Page 35
(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
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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
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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
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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
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PiersPiers Page 51Page 51 PiersPiers Page 52Page 52
PierPier ShpesShpes
Page 53Page 53
PierPier ShpesShpes
Page 54Page 54
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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
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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
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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
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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.
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column cross-section)
Reinforced ConcreteReinforced Concrete SlenderSlender ColumnsColumns Page 71Page 71
Effective Length Factor, kEffective Length Factor, k
Reinforced ConcreteReinforced Concrete SlenderSlender ColumnsColumns Page 72Page 72
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
Reinforced ConcreteReinforced Concrete SlenderSlender ColumnsColumnsPage 73Page 73
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
Reinforced ConcreteReinforced Concrete SlenderSlender ColumnsColumnsPage 74Page 74
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
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M1/M2 is positive when it is bent
in single curvature.
Reinforced ConcreteReinforced Concrete SlenderSlender ColumnsColumns Page 75Page 75
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
Reinforced ConcreteReinforced Concrete SlenderSlender ColumnsColumns Page 76Page 76
Design of Slender ColumnsDesign of Slender Columns
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
Reinforced ConcreteReinforced Concrete SlenderSlender ColumnsColumnsPage 77Page 77
Coefficient Cm is equal to
40.04.06.02
1
M
MCm
Design of Slender ColumnsDesign of Slender Columns
Reinforced ConcreteReinforced Concrete SlenderSlender ColumnsColumnsPage 78Page 78
Design of Slender ColumnsDesign of Slender Columns
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."
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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
Reinforced ConcreteReinforced Concrete SlenderSlender ColumnsColumns Page 79Page 79
Design of Slender ColumnsDesign of Slender Columns
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)
CE 536 Bridge Engineering
Jordan University of Science and TechnologyJordan University of Science and Technology
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CE 536 Bridge Engineering
Prepared by:Prepared by: Dr. RajaiDr. RajaiAlrousanAlrousan
Chapter 10Chapter 10
Bridge Management SystemsBridge Management Systems
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CE 536 Bridge Engineering
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CE 536 Bridge Engineering
Prepared by:Prepared by: Dr. RajaiDr. RajaiAlrousanAlrousan
Chapter 11Chapter 11
InspectionInspection
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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
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:
11.3 WHAT TO LOOK FOR11.3 WHAT TO LOOK FOR11.3.1 Superstructures11.3.1 Superstructures
Page 06Page 06
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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
11.3 WHAT TO LOOK FOR11.3 WHAT TO LOOK FOR11.3.1 Superstructures11.3.1 Superstructures
11.3.1.1.111.3.1.1.1 Cracking:Cracking:
Alkali Silica ReactionAlkali Silica Reaction
Page 08Page 08
11.3 WHAT TO LOOK FOR11.3 WHAT TO LOOK FOR11.3.1 Superstructures11.3.1 Superstructures
11.3.1.1.111.3.1.1.1 Cracking:Cracking:
Page 09Page 09
11.3 WHAT TO LOOK FOR11.3 WHAT TO LOOK FOR11.3.1 Superstructures11.3.1 Superstructures
11.3.1.1.111.3.1.1.1 Cracking:Cracking:
Page 10Page 10
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Shrinkage CracksShrinkage Cracks Temperature changesTemperature changes
11.3 WHAT TO LOOK FOR11.3 WHAT TO LOOK FOR11.3.1 Superstructures11.3.1 Superstructures
11.3.1.1.111.3.1.1.1 Cracking:Cracking:
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
11.3 WHAT TO LOOK FOR11.3 WHAT TO LOOK FOR11.3.1 Superstructures11.3.1 Superstructures
11.3.1.1.111.3.1.1.1 Cracking:Cracking:
Page 13Page 13
11.3 WHAT TO LOOK FOR11.3 WHAT TO LOOK FOR11.3.1 Superstructures11.3.1 Superstructures
11.3.1.1.111.3.1.1.1 Cracking:Cracking:
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
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Crack width measuring ruleCrack width measuring rule
11.3.1.111.3.1.1 Inspection of concrete decks and slabsInspection of concrete decks and slabs
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
11.3.1.111.3.1.1 Inspection of concrete decks and slabsInspection of concrete decks and slabs
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
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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:
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Jordan University of Science and TechnologyJordan University of Science and Technology
CE 536 Bridge Engineering
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Prepared by:Prepared by: Dr. Rajai AlrousanDr. Rajai Alrousan
AppendixAppendix
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Page 02Page 02
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Chapter 02:Chapter 02:Preliminary DesignPreliminary Design
Page 01Page 01
Page 03Page 03
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Page 04Page 04
Live Load PlacementLive Load Placement Design EquationDesign Equation
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Chapter 04:Chapter 04:Loads on BridgeLoads on Bridge
Page 05Page 05 Page 06Page 06
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Live Load PlacementLive Load Placement Design ChartDesign Chart
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Page 09Page 09 Page 10Page 10
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Chapter 06:Chapter 06:
f l b ff l b f
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Design of Slab forDesign of Slab forBridge DeckBridge Deck
Page 13Page 13 Page 14Page 14
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Page 17Page 17 Page 18Page 18
Chapter 07:Chapter 07:
D i RC TD i RC T
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Design a RC TDesign a RC T--beam bridgebeam bridge
Page 19Page 19 Page 19Page 19