Load & Resistance Factor Design
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1 Load & Resistance Factor Design Bridge Design Manual Updates Sean Meddles, P.E. Bridge Standard Engineer
2 Topics Covered: New Section 1000 Modifications to existing BDM sections Status of Standard Drawings
3 BDM Section 1000 (ODOT LRFD Bridge Design Specifications) Complement to AASHTO LRFD Bridge Design Specifications Provides: ODOT commentary Exceptions to AASHTO provisions Recommendations for optional provisions DRAFT VERSION - Subject to change
4 BDM Section 1000 (Continued) Article references parallel LRFD Specifications 1001 Introduction 1002 General Design and Location Features 1003 Loads and Load Factors 1004 Structural Analysis and Evaluation 1005 Concrete Structures 1006 Steel Structures 1007 Aluminum Structures 1008 Wood Structures 1009 Decks and Deck Systems 1010 Foundations 1011 Abutments, Piers and Walls 1012 Buried Structures & Tunnel Liners 1013 Railings 1014 Joints and Bearings
5 BDM Section 1000 (Continued) Article references parallel LRFD Specifications 1001 Introduction 1002 General Design and Location Features 1003 Loads and Load Factors 1004 Structural Analysis and Evaluation 1005 Concrete Structures 1006 Steel Structures 1007 Aluminum Structures 1008 Wood Structures 1009 Decks and Deck Systems 1010 Foundations 1011 Abutments, Piers and Walls 1012 Buried Structures & Tunnel Liners 1013 Railings 1014 Joints and Bearings
6 LRFD Load Modifiers (η-factors) φr Basic LRFD equation: i i i n Where: η = Load Modifier for Importance, Redundancy and Ductility γ = Load Factor Q = Force effect N = Resistance Factor R n = Nominal Resistance η γ Q
7 LRFD Load Modifiers (η-factors) φr Basic LRFD equation: i i i n Where: η = Load Modifier for Importance, Redundancy and Ductility γ = Load Factor Q = Force effect N = Resistance Factor R n = Nominal Resistance η γ Q
8 Load Modifier for Ductility (η D ) For bridge components designed in accordance with AASHTO LRFD and the BDM: η D = 1.00 for all limit states
9 Load Modifier for Redundancy (η R ) For non-redundant components: η R = 1.05 for the strength limit states η R = 1.00 for all other limit states For redundant components: η R = 1.00 for all limit states
10 Load Modifier for Redundancy (η R ) Applied at the Component level
11 Non-Redundant Superstructures 3 or fewer girders regardless of spacing
12 Non-Redundant Superstructures 4 girders spaced at 12-0 or greater
13 Non-Redundant Substructures Single Column Piers
14 Non-Redundant Substructures Two Column Piers
15 Non-Redundant Substructures T-type Piers Stem height-to-width = 3-to-1 or greater Example: Height = 51.0 ft Width = 16.0 ft Ratio = 3.19 NON-REDUNDANT
16 Redundancy For additional information: NCHRP Report 458, Redundancy in Highway Bridge Substructures NCHRP Report 406, Redundancy inhighway Bridge Superstructures
17 Foundation Redundancy η R = 1.0 for all foundations Non-redundant foundations Reduce Resistance Factor (N) by 20% Pile Foundations: 4 piles per substructure unit Drilled Shaft Foundations: Single shaft foundations
18 Load Modifier for Importance (η I ) For important bridges: η I = 1.05 for the strength limit states η I = 1.00 for all other limit states Important bridge criteria: Design ADT 60,000, or Detour length 50 miles, or Span length 500 ft.
19 Load Modifier for Importance (η I ) For Less Important bridges: η I = 0.95 for the strength limit states η I = 1.00 for all other limit states Less Important bridge criteria: Design ADT 400, and Detour length 10 miles
20 Load Modifier for Importance (η I ) For typical bridges: η I = 1.00 for all limit states
21 Load Modifier for Importance (η I ) Detour Length: Shortest route available to emergency vehicles if the bridge is taken out of service
22 Load Modifier for Importance (η I ) Applied at the Global level Exceptions: Decks on beams/girders Railings
23 Protection of Structures (LRFD Article 3.6.5) Piers located within: 30.0 ft of roadway 50.0 ft of RR track Require protection consisting of: Embankment 54.0 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
24 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 600 Non-Redundant Piers within 30.0 ft. of roadway: Design in accordance with LRFD Article 3.6.5
25 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
26 Seismic Requirements Seismic Zone Acceleration coefficient Extreme Event live load factor: ( EQ = 0.0 Semi-integral & Integral Abutments: Additional seismic restraint not required at abutments Seismic restraint required at piers for multiple spans
27 Concrete Deck Design (LRFD Article 9.7.2) Empirical Design Method Bottom layer steel = 0.27 in 2 /ft Top layer steel = 0.18 in 2 /ft Spacing not to exceed 18.0 in.
28 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: T min = (S+17)(12) 36 8½ in. Spacing of Top and Bottom transverse mats shall coincide. ODOT Design example will be included
29 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 ft. Uniform spacings 4 or more beam/girder lines 42 BR-1 concrete barrier (TL-5 loading)
30 Deck Overhang Design (LRFD Article A13.4) ODOT Design Aid & Design Example Design Cases: 1. Extreme Event ~ Transverse vehicle collision Failure mode should be in barrier not deck Collision Force = Smaller Barrier Capacity of 1.33 BDM will include table for strength of standard barrier shapes F t
31 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 railings 3.Strength ~ HL-93 vehicle on overhang
32 Deck Overhang Design (LRFD Article A13.4) For Extreme Event design cases: Design overhang < 7-0 ( LL = 0.00 Design overhang 7-0 ( LL = 0.50
33 Control of Cracking (LRFD Article ) Spacing of mild reinforcement: s 700γ β s f s e 2d c Where: β s = d c ( h d ) c ( e = 0.75 for decks and slabs d c & h Deduct 1 M.W.S. from each
34 Foundation Recommendation (BDM Section ) Required with Structure Type Study Consists of: General Foundation Type Typed Boring Logs Some lab test results: Soil: Water content, particle size, liquid & plastic limits Rock: RQD
35 Foundation Recommendation (BDM Section ) Required with Structure Type Study Consists of: General Foundation Type Typed Boring Logs Some lab test results: Soil: Water content, particle size, liquid & plastic limits Rock: RQD
36 Foundation Recommendation (BDM Section ) Foundation Type: Deep foundations ~ Type Only!! (Size, no., length & loads not required) Shallow foundations ~ Require estimates: Bearing Loads/Pressures Bearing Resistance Settlement
37 Spread Footings (BDM Section ) Design according to LRFD 10.6 Site Plan Footing elevations General Notes Factored Pressure & Factored Resistance Foundation Report: Footing Size Predicted Settlements Factored Bearing Resistances Adjust footing size as necessary during Detail Design
38 Pile Foundations (BDM Section ) Site Plan Pile type, size & estimated length General Notes Pile loads Adjust Estimated length & loads during Detail Design
39 Pile Foundations (Continued) ODOT Satisfied with current design ODOT 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
40 Pile Foundations (Continued) Geotech. Capacity Design Load Smaller of Structural Capacity Geotechnical Capacity: Resistance provided by soil or rock Controls for Friction Piles Structural Capacity: Resistance provided by pile Controls for End Bearing Piles
41 Friction Piles (BDM Section b) Site Plan Estimated Length General Notes Ultimate Bearing Value
42 Friction Piles (BDM Section b) Current BDM: Ultimate Bearing Value (R ndr ) R ndr = Q (F.S.) Where: F.S. = 2.0 F.S. = γ φ Q = Total Unfactored Load LRFD BDM: Ultimate Bearing Value (R ndr ) R ndr i i = η γ φ dyn Q ( i = Load Factor Q i = Unfactored Load N dyn = Resist. Factor i
43 Friction Piles (BDM Section b) N dyn =Resistance factor for driven piles (LRFD Table ) Function of method used to determine driving criteria (i.e. Blow Count) Static Load Tests (N dyn = ) Dynamic Load Tests (N dyn = 0.65) Wave equation (N dyn = 0.40) Gates Formula (N dyn = 0.40) ENR Formula (N dyn = 0.10)
44 Friction Piles (BDM Section b) N dyn =Resistance factor for driven piles (LRFD Table ) Function of method used to determine driving criteria (i.e. Blow Count) Static Load Tests (N dyn = ) Dynamic Load Tests (N dyn = 0.65) Wave equation (N dyn = 0.40) Gates Formula (N dyn = 0.40) ENR Formula (N dyn = 0.10)
45 Friction Piles (BDM Section b) Another look: ηiγiqi R ndr = γ and remember F.S. = = 2. 0 φ φ dyn γ > 1.0 (e.g. γ DC =1.25; ( DW =1.50; ( LL =1.75) Q is larger (HL-93 includes truck & lane) If N dyn is too small, R ndr will be larger and More Piles & Longer Piles
46 Friction Piles (BDM Section b) ODOT Modification: For piles driven according to C&MS 507 & 523: N dyn = 0.70
47 Friction Piles (BDM Section b) Pipe Pile Diameter 12 inch 14 inch 16 inch Maximum R ndr 250 kips 300 kips 390 kips H-pile Size HP10x42 HP12x53 HP14x73 Maximum R ndr 443 kips 543 kips 757 kips Increase in Maximum R ndr attributed to: Structural capacity and minimum pile thickness per C&MS Drivability analysis required by LRFD Article to verify Ultimate Bearing Value.
48 Friction Piles (BDM Section b) Estimated Pile Length: R ndr = R S + R P Where: i iqi R ndr = η γ φ dyn R S = Unfactored side resistance calculated by Static Methods R P = Unfactored tip resistance calculated by Static Methods
49 Piles Driven to Refusal on Bedrock (BDM Section a) Estimated Length Elevation at top of rock core at closest boring General Notes Total Factored Load (Highest loaded pile at each substructure) η γ i i Q φr = i n R r
50 Piles Driven to Refusal on Bedrock (BDM Section a) Maximum Factored Structural Resistance (R r max ) H Pile Size HP10X42 HP12X53 HP14X73 R r max 310 kips 380 kips 530 kips
51 Piles Driven to Refusal on Bedrock (BDM Section a) R r max Assumptions: Axially loaded pile with negligible moment Negligible section loss due to deterioration Fy = 50 ksi Severe driving conditions Pile fully braced along its length
52 Piles Driven to Refusal on Bedrock (BDM Section a) R r max Assumptions: Axially loaded pile with negligible moment Negligible section loss due to deterioration Fy = 50 ksi Severe driving conditions Pile fully braced along its length R r max for Capped Pile Piers or Piles in scour zone should be calculated separately
53 Standard Bridge Drawings Affected Drawings: Continuous Slab Single Span Slab Barriers Approach Slab Capped Pile Pier Capped Pile Abutment Non-composite Box Beam Design Data Sheets
54 Standard Bridge Drawings Affected Drawings: Continuous Slab Single Span Slab Barriers Approach Slab Capped Pile Pier Capped Pile Abutment Non-composite Box Beam Design Data Sheets
55 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.
56 Protection of Users (LRFD Article ) For routes with design speed > 45 mph: Separate vehicle & pedestrian traffic with crash-tested barrier For routes with design speed 45 mph: Separate vehicle & pedestrian traffic with crash-tested barrier when pedestrian railing is not crash worthy.
57 Dynamic Load Allowance (LRFD Article 3.6.2) For Deck Joints: IM = 125% static effect of design truck IM = 100% static effect of design tandem
58 Uniform Temperature (LRFD Article ) AASHTO LRFD allows two methods: Procedure A Same as Standard Spec. Procedure B Calibrated for specific bridge types ODOT recommends Procedure A Cold Climate
59 Spiral Reinforcement (LRFD Article ) ρ s A 0.45 A For columns, this provision only applies when at the Strength Limit State: Axial Capacity < 1.5 Axial Load Otherwise use #4 spiral with 4.5 in. pitch g c 1 f c f y
60 Tension Stresses (LRFD Article ) Prestressed concrete stress check: Service III Limit State: ( LL = 0.80 Assume severe corrosive environment: Includes exposure to deicing salts Stress Limit = 3 f c (psi)
61 Questions?
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