Load & Resistance Factor Design - Pages & Resistance Factor Design ... 1003 – Loads and Load...
Transcript of Load & Resistance Factor Design - Pages & Resistance Factor Design ... 1003 – Loads and Load...
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Load & Resistance Factor Design
Bridge Design Manual UpdatesSean Meddles, P.E.
Bridge Standard Engineer
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Topics Covered:
New Section 1000Modifications to existing BDM sectionsStatus of Standard Drawings
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BDM Section 1000(ODOT LRFD Bridge Design Specifications)
Complement to AASHTO LRFD Bridge Design SpecificationsProvides:• ODOT commentary• Exceptions to AASHTO provisions• Recommendations for optional provisionsDRAFT VERSION - Subject to change
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BDM Section 1000(Continued)
Article references parallel LRFD Specifications
1014 – Joints and Bearings1007 – Aluminum Structures1013 – Railings1006 – Steel Structures
1012 – Buried Structures & Tunnel Liners
1005 – Concrete Structures
1011 – Abutments, Piers and Walls
1004 – Structural Analysis and Evaluation
1010 – Foundations1003 – Loads and Load Factors
1009 – Decks and Deck Systems
1002 – General Design and Location Features
1008 – Wood Structures1001 – Introduction
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BDM Section 1000(Continued)
Article references parallel LRFD Specifications
1014 – Joints and Bearings1007 – Aluminum Structures1013 – Railings1006 – Steel Structures
1012 – Buried Structures & Tunnel Liners
1005 – Concrete Structures
1011 – Abutments, Piers and Walls
1004 – Structural Analysis and Evaluation
1010 – Foundations1003 – Loads and Load Factors
1009 – Decks and Deck Systems
1002 – General Design and Location Features
1008 – Wood Structures1001 – Introduction
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LRFD Load Modifiers (η-factors)
Basic LRFD equation:Where:η = Load Modifier for Importance, Redundancy and
Ductilityγ = Load FactorQ = Force effectN = Resistance FactorRn = Nominal Resistance
∑ φ≤γη niii RQ
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LRFD Load Modifiers (η-factors)
Basic LRFD equation:Where:η = Load Modifier for Importance, Redundancy
and Ductilityγ = Load FactorQ = Force effectN = Resistance FactorRn = Nominal Resistance
∑ φ≤γη niii RQ
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Load Modifierfor Ductility (ηD)
For bridge components designed in accordance with AASHTO LRFD and the BDM:
ηD = 1.00 for all limit states
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Load Modifierfor Redundancy (ηR)
For non-redundant components:ηR = 1.05 for the strength limit statesηR = 1.00 for all other limit states
For redundant components:ηR = 1.00 for all limit states
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Load Modifierfor Redundancy (ηR)
Applied at the Component level
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Non-Redundant Superstructures
3 or fewer girders regardless of spacing
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Non-Redundant Superstructures
4 girders spaced at 12’-0” or greater
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Non-Redundant Substructures
Single Column Piers
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Non-Redundant Substructures
Two Column Piers
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Non-RedundantSubstructures
T-type PiersStem height-to-width =
3-to-1 or greater
Example:Height = 51.0 ftWidth = 16.0 ftRatio = 3.19
NON-REDUNDANT
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Redundancy
For additional information:NCHRP Report 458, Redundancy in Highway Bridge Substructures
NCHRP Report 406, Redundancy inHighway Bridge Superstructures
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Foundation Redundancy
ηR = 1.0 for all foundationsNon-redundant foundations → Reduce Resistance Factor (N) by 20%Pile Foundations:• ≤ 4 piles per substructure unit
Drilled Shaft Foundations:• Single shaft foundations
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Load Modifierfor Importance (ηI)
For important bridges:ηI = 1.05 for the strength limit statesηI = 1.00 for all other limit states
Important bridge criteria:• Design ADT ≥ 60,000, or• Detour length ≥ 50 miles, or• Span length ≥ 500 ft.
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Load Modifierfor Importance (ηI)
For “Less Important” bridges:ηI = 0.95 for the strength limit statesηI = 1.00 for all other limit states
“Less Important” bridge criteria:• Design ADT ≤ 400, and• Detour length ≤ 10 miles
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Load Modifierfor Importance (ηI)
For typical bridges:ηI = 1.00 for all limit states
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Load Modifierfor Importance (ηI)
Detour Length: Shortest route available to emergency vehicles if the bridge is taken out of service
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Load Modifierfor Importance (ηI)
Applied at the Global levelExceptions:• Decks on beams/girders• Railings
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Protection of Structures(LRFD Article 3.6.5)
Piers located within:30.0 ft of roadway50.0 ft of RR track
Require protection consisting of:Embankment54.0 in. high barrier (<10.0 ft to obstruction) 42.0 in. high barrier (≥10.0 ft to obstruction)
Or, design for 400 kip impact load
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Protection of Structures(LRFD Article 3.6.5)
ODOT Requirement:Redundant Piers within 30.0 ft. of roadway:• Provide protection according to L&D
Manual, Section 600Non-Redundant Piers within 30.0 ft. of roadway:• Design in accordance with LRFD Article
3.6.5
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Protection of Structures(LRFD Article 3.6.5)
ODOT Requirement:All Piers 25.0 ft. or less from centerline of RR tracks:• Wall type or T-type design, or• Protected by crashwall
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Seismic Requirements
Seismic Zone 1• 0.025 ≤ Acceleration coefficient ≤ 0.090
Extreme Event live load factor: (EQ = 0.0Semi-integral & Integral Abutments:• Additional seismic restraint not required at
abutments• Seismic restraint required at piers for
multiple spans
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Concrete Deck Design(LRFD Article 9.7.2)
Empirical Design Method• Bottom layer steel = 0.27 in2/ft • Top layer steel = 0.18 in2/ft• Spacing not to exceed 18.0 in.
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Concrete Deck Design(LRFD Article 9.7.3)
Traditional Design• Calculation of force effects requires
continuous beam analysis• ODOT minimum deck thickness will be
retained:•Tmin = (S+17)(12) ÷ 36 ≥ 8½ in.
• Spacing of Top and Bottom transverse mats shall coincide.
• ODOT Design example will be included
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Concrete Deck Design(LRFD Article 9.7.3)
ODOT Design Aid:Provides required deck steel for:• Interior bays• Overhangs
Assumptions:• Beam/Girder spacings: 7.0 ft. – 14.5 ft.• Uniform spacings• 4 or more beam/girder lines• 42” BR-1 concrete barrier (TL-5 loading)
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Deck Overhang Design(LRFD Article A13.4)
ODOT Design Aid & Design ExampleDesign Cases:1.Extreme Event ~ Transverse vehicle collision
• Failure mode should be in barrier not deck
•• BDM will include table for strength of
standard barrier shapes
⎩⎨⎧
=tF33.1
CapacityBarrierofSmallerForceCollision
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Deck Overhang Design(LRFD Article A13.4)
Design Cases: (Continued)2.Extreme Event ~ Vertical vehicle collision
• Does not apply to concrete barriers• Check for punching shear for metal
railings3.Strength ~ HL-93 vehicle on overhang
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Deck Overhang Design(LRFD Article A13.4)
For Extreme Event design cases:Design overhang < 7’-0” → (LL = 0.00Design overhang ≥ 7’-0” → (LL = 0.50
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Control of Cracking(LRFD Article 5.7.3.4)
css
e d2f
700s −
βγ
≤ ( )c
cs dh7.0
d1
−+=β
Spacing of mild reinforcement:
Where:
(e = 0.75 for decks and slabsdc & h → Deduct 1” M.W.S. from each
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Foundation Recommendation(BDM Section 201.2.6)
Required with Structure Type StudyConsists of:• General Foundation Type • Typed Boring Logs• Some lab test results:
•Soil: Water content, particle size, liquid & plastic limits
•Rock: RQD
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Foundation Recommendation(BDM Section 201.2.6)
Required with Structure Type StudyConsists of:• General Foundation Type• Typed Boring Logs• Some lab test results:
•Soil: Water content, particle size, liquid & plastic limits
•Rock: RQD
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Foundation Recommendation(BDM Section 201.2.6)
Foundation Type:• Deep foundations ~ Type Only!!
(Size, no., length & loads not required)• Shallow foundations ~ Require estimates:
•Bearing Loads/Pressures•Bearing Resistance•Settlement
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Spread Footings(BDM Section 202.2.3.1)
Design according to LRFD 10.6Site Plan → Footing elevationsGeneral Notes → Factored Pressure & Factored ResistanceFoundation Report:• Footing Size• Predicted Settlements• Factored Bearing Resistances
Adjust footing size as necessary during Detail Design
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Pile Foundations(BDM Section 202.2.3.2)
Site Plan → Pile type, size & estimated lengthGeneral Notes → Pile loadsAdjust Estimated length & loads during Detail Design
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Pile Foundations(Continued)
ODOT Satisfied with current designODOT’s LRFD Transition Objective:• Maintain similar number of required piles• Maintain similar estimated pile lengths
Design variables include:• Factored Loads• Resistance Factors• Allowable Pile Loads
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Pile Foundations(Continued)
⎩⎨⎧
≤CapacityStructuralCapacity.Geotech
ofSmallerLoadDesign
•Geotechnical Capacity:•Resistance provided by soil or rock•Controls for Friction Piles
•Structural Capacity:•Resistance provided by pile•Controls for End Bearing Piles
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Friction Piles (BDM Section 202.2.3.2.b)
Site Plan → Estimated LengthGeneral Notes → Ultimate Bearing Value
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Friction Piles (BDM Section 202.2.3.2.b)Current BDM:
Ultimate Bearing Value (Rndr)
LRFD BDM:Ultimate Bearing Value (Rndr)
dyn
iiindr
QR
φ
γη= ∑
⎟⎟⎠
⎞⎜⎜⎝
⎛φγ
=.S.F(i = Load Factor Qi = Unfactored LoadNdyn = Resist. Factor
Rndr = Q • (F.S.)
Where:F.S. = 2.0
Q = Total Unfactored Load
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Friction Piles (BDM Section 202.2.3.2.b)Ndyn =Resistance factor for driven piles
(LRFD Table 10.5.5.2.3-1)Function of method used to determine driving criteria (i.e. Blow Count)• Static Load Tests (Ndyn = 0.55 - 0.90)• Dynamic Load Tests (Ndyn = 0.65)• Wave equation (Ndyn = 0.40)• Gates Formula (Ndyn = 0.40)• ENR Formula (Ndyn = 0.10)
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Friction Piles (BDM Section 202.2.3.2.b)Ndyn =Resistance factor for driven piles
(LRFD Table 10.5.5.2.3-1)Function of method used to determine driving criteria (i.e. Blow Count)• Static Load Tests (Ndyn = 0.55 - 0.90)• Dynamic Load Tests (Ndyn = 0.65)• Wave equation (Ndyn = 0.40)• Gates Formula (Ndyn = 0.40)• ENR Formula (Ndyn = 0.10)
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Friction Piles (BDM Section 202.2.3.2.b)
Another look:
γ > 1.0 (e.g. γDC=1.25; (DW=1.50; (LL=1.75)Q is larger (HL-93 includes truck & lane)If Ndyn is too small, Rndr will be larger and…•More Piles & Longer Piles
dyn
iiindr
QR
φγη
= ∑ ⎟⎟⎠
⎞⎜⎜⎝
⎛=
φγ
= 0.2.S.Fand remember…
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Friction Piles (BDM Section 202.2.3.2.b)
ODOT Modification: For piles driven according to C&MS 507 & 523:
Ndyn = 0.70
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Friction Piles (BDM Section 202.2.3.2.b)
390 kips16 inch300 kips14 inch250 kips12 inch
Maximum Rndr
Pipe Pile Diameter
757 kipsHP14x73543 kipsHP12x53443 kipsHP10x42
MaximumRndr
H-pileSize
Increase in Maximum Rndr attributed to:•Structural capacity and minimum pile
thickness per C&MS 507.06.•Drivability analysis required by LRFD Article
10.7.8 to verify Ultimate Bearing Value.
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Friction Piles (BDM Section 202.2.3.2.b)
Estimated Pile Length:Rndr = RS + RP
Where:
dyn
iiindr
QR
φ
γη= ∑
RS = Unfactored side resistance calculatedby Static Methods
RP = Unfactored tip resistance calculated byStatic Methods
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Piles Driven to Refusal on Bedrock(BDM Section 202.2.3.2.a)
Estimated Length → Elevation at top of rock core at closest boringGeneral Notes → Total Factored Load(Highest loaded pile at each substructure)
rniii RRQ =φ≤γη∑
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Piles Driven to Refusal on Bedrock(BDM Section 202.2.3.2.a)
Maximum Factored Structural Resistance (Rrmax)
530 kipsHP14X73
380 kipsHP12X53
310 kipsHP10X42
RrmaxH Pile Size
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Piles Driven to Refusal on Bedrock(BDM Section 202.2.3.2.a)
Rrmax Assumptions:Axially loaded pile with negligible momentNegligible section loss due to deteriorationFy = 50 ksiSevere driving conditionsPile fully braced along its length
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Piles Driven to Refusal on Bedrock(BDM Section 202.2.3.2.a)
Rrmax Assumptions:Axially loaded pile with negligible momentNegligible section loss due to deteriorationFy = 50 ksiSevere driving conditionsPile fully braced along its length
Rrmax for Capped Pile Piers or Piles in scour zone should be calculated separately
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Standard Bridge Drawings
Affected Drawings:Continuous SlabSingle Span SlabBarriersApproach SlabCapped Pile PierCapped Pile AbutmentNon-composite Box Beam Design Data Sheets
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Standard Bridge Drawings
Affected Drawings:Continuous SlabSingle Span SlabBarriersApproach SlabCapped Pile PierCapped Pile AbutmentNon-composite Box Beam Design Data Sheets
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Miscellaneous Items
The stiffness contribution of continuous concrete barriers, curbs, sidewalks should ALWAYS be ignored.The “Optional” live load deflections limits are NOT Optional.The “Optional” span-to-depth ratios are NOT Optional.
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Protection of Users(LRFD Article 2.3.2.2.2)
For routes with design speed > 45 mph:Separate vehicle & pedestrian traffic with crash-tested barrierFor routes with design speed ≤ 45 mph:Separate vehicle & pedestrian traffic with crash-tested barrier when pedestrian railing is not crash worthy.
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Dynamic Load Allowance(LRFD Article 3.6.2)
For Deck Joints:IM = 125% static effect of design truckIM = 100% static effect of design tandem
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Uniform Temperature(LRFD Article 3.12.2)
AASHTO LRFD allows two methods:• Procedure A – Same as Standard Spec.• Procedure B – Calibrated for specific
bridge typesODOT recommends Procedure A• Cold Climate
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Spiral Reinforcement(LRFD Article 5.7.4.6)
For columns, this provision only applies when at the Strength Limit State:
Otherwise use #4 spiral with 4.5 in. pitch
y
c
c
gs f
f1
AA
45.0′
⎟⎟⎠
⎞⎜⎜⎝
⎛−≥ρ
5.1LoadAxial
CapacityAxial<
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Tension Stresses (LRFD Article 5.9.4.2.2)
Prestressed concrete stress check:Service III Limit State:• (LL = 0.80
Assume severe corrosive environment:• Includes exposure to deicing salts
Stress Limit = (psi)cf3 ′
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Questions?