Overview of LRFD - Wisconsinon.dot.wi.gov/dtid_bos/extranet/structures/LRFD/Training/Intro to... ·...
Transcript of Overview of LRFD - Wisconsinon.dot.wi.gov/dtid_bos/extranet/structures/LRFD/Training/Intro to... ·...
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Overview of LRFD
Firas I. Sheikh Ibrahim, Ph.D., P.E.Firas I. Sheikh Ibrahim, Ph.D., P.E.
Senior Codes & Specifications EngineerSenior Codes & Specifications Engineer
Office of Bridge Technology Federal Highway Administration
Washington, DC
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Evolution Of Design Specifications1931 - First AASHO Specs
Evolved into AASHTO Standard Specs (SLD, and LFD), and became a patch document with inconsistencies and gaps
1994 - Load and Resistance Factor Design (LRFD)
1998 - 2nd Edition of LRFD
2004 - 3rd Edition of LRFD
2007 – 4th Edition of LRFD
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Service Load DESIGN
QR
NominalNominalResistanceResistanceRRn
Nominal Load Effect, Nominal Load Effect, QQn < nRRFSFS
Service Load Design (SLD):(ft)D + (ft)L ≤ 0.55Fy, or1.82(ft)D + 1.82(ft)L ≤ Fy
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LFD Design EquationΣΣ γγi QQi << φφRRnwhere:where:γγi == Load factorLoad factorγγi QQi == Factored load, Factored load,
required capacity required capacity φφ == Resistance factorResistance factorφφ RRn== CapacityCapacity
nRφ
nRnQ
nQγ
Load Factor Design (LFD):1.3[1.0(ft)D + 5/3(ft)L] ≤ φFy, or1.3(ft)D + 2.17(ft)L ≤ φFy (φ by judgment)
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Reliability of the Standard Specs
0
4
0 30 60 90 120 2000
4
0 30 60 90 120 2000
4
0 30 60 90 120 200
SPAN LENGTH (Feet)SPAN LENGTH (Feet)
RE
LIA
BIL
ITY
IND
EX
RE
LIA
BIL
ITY
IND
EX
1
2
3
1
2
3
1
2
1
2
3
555
4
5
0 30 60 90 120 200
NORMALLY DISTRIBUTEDQ AND R:
LOGNORMALLY DISTRIBUTEDQ AND R
2 2R Q
R-Qβ=σ +σ
⎛ ⎞⎜ ⎟⎝ ⎠2 2
R Q
RlnQ
β=V +V
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Design Life is Design Life is 50 years
Service Life could be less than 50Service Life could be less than 50
Design & Service Life forThe Standard Specifications
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LRFD Design SpecificationsLonger Design Life (Longer Design Life (75 years))
Allows use of High Performance Material; Service Allows use of High Performance Material; Service Life (>75 years)Life (>75 years)
Consistent Reliability and Safety Factors for all Consistent Reliability and Safety Factors for all bridges,bridges,
More Realistic Live Load Model, and Distribution More Realistic Live Load Model, and Distribution FactorsFactors
State of the Art Provisions and Design ProceduresState of the Art Provisions and Design Procedures
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Basic LRFD Design EquationΣΣ ηηi γγi QQi << φφRRn = = RRrwhere:where:ηηii == ηηD ηηR ηηI
ηηii == Load modifierLoad modifierγγi == Load factorLoad factorQQi == Nominal force effect Nominal force effect φφ == Resistance factorResistance factorRRn== Nominal resistanceNominal resistanceRRr == Factored resistance = Factored resistance = φφRRn
nRφ
nRnQ
nQγ
Sample LRFD Design Equation:1.25(ft)D + 1.75(ft)L ≤ φFy (φ by calibration)
(new live-load model)
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LRFD = More Identifiable Limit States
SERVICE LIMIT STATESERVICE LIMIT STATErelating to stress, deformation, and cracking relating to stress, deformation, and cracking
FATIGUE & FRACTURE LIMIT STATEFATIGUE & FRACTURE LIMIT STATErelating to stressrelating to stress range and crack growth under repetitive loads, and range and crack growth under repetitive loads, and material toughnessmaterial toughness
STRENGTH LIMIT STATE STRENGTH LIMIT STATE relating to strength and stability relating to strength and stability
-- (CONSTRUCTIBILITY)(CONSTRUCTIBILITY)
EXTREME EVENT LIMIT STATE EXTREME EVENT LIMIT STATE relating to events such as earthquakes, ice load, and vehicle anrelating to events such as earthquakes, ice load, and vehicle and d vessel collisionvessel collision
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Load Combinations and Load Factors
Use One of These at a
Tim e
Load Com bination
Lim it State
DC DD DW EH EV ES
LL IM CE BR PL LS
WA
WS
WL
FR
TU CR SH
TG
SE
EQ
IC
CT
CV
STRENGTH-I
γp
1.75
1.00
-
-
1.00
0.50/1.20
γTG
γSE
-
-
-
-
STRENGTH-II γp
1.35
1.00
-
-
1.00
0.50/1.20
γTG
γSE
-
-
-
-
STRENGTH-III γp
-
1.00
1.40
-
1.00
0.50/1.20
γTG
γSE
-
-
-
-
STRENGTH-IV EH, EV, ES, DW DC ONLY
γp
1.5
-
1.00
-
-
1.00
0.50/1.20
-
-
-
-
-
-
STRENGTH-V
γp
1.35
1.00
0.40
1.00
1.00
0.50/1.20
γTG
γSE
-
-
-
-
EXTREM E-I
γp
γEQ
1.00
-
-
1.00
-
-
-
1.00
-
-
-
EXTREM E-II γp
0.50
1.00
-
-
1.00
-
-
-
-
1.00
1.00
1.00
SERVICE-I
1.00
1.00
1.00
0.30
0.30
1.00
1.00/1.20
γTG
γSE
-
-
-
-
SERVICE-II 1.00
1.30
1.00
-
-
1.00
1.00/1.20
-
-
-
-
-
-
SERVICE-III 1.00
0.80
1.00
-
-
1.00
1.00/1.20
γTG
γSE
-
-
-
-
FATIGUE-LL, IM & CE ONLY
-
0.75
-
-
-
-
-
-
-
-
-
-
-
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Load Factors for PermanentLoads, γp
Load FactorType of Load Maximum Minimum
DC: Component andAttachments
1.25 0.90
DD: Downdrag 1.80 0.45DW: Wearing Surfacesand Utilities
1.50 0.65
EH: Horizontal EarthPressure
• Active• At-Rest
1.501.35
0.900.90
EV: Vertical EarthPressure
• Overall Stability• Retaining
Structure• Rigid Buried
Structure• Rigid Frames
1.351.351.30
1.351.95
N/A1.000.90
0.900.90
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LRFD = More Accurate Live Load Model, HL-93Design Truck: ⇒
Design Tandem:Pair of 25.0 KIP axles spaced 4.0 FT apart
superimposed on
Design Lane Load 0.64 KLF uniformly distributed load 0.64 Kip/ft
+
or
or
25.0 KIP25.0 KIP
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LRFD Negative Moment Loading
For negative moment (between points of permanent-load contraflexure) & interior-pier reactions, check an additional load case:
> 50’-0”
0.9 x
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LRFD Fatigue Load
Design Truck only =>w/ fixed 30-ft rear-axle spacingPlaced in a single lane
1
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TABLE 4.6.2.2.1-1 COMMON DECK SUPERSTRUCTURES COVERED IN ARTICLES 4.6.2.2.2 AND 4.6.2.2.3.
SUPPORTING COMPONENTS TYPE OF DECK TYPICAL CROSS-SECTION Steel Beam
Cast-in-place concrete slab, precast concrete slab, steel grid, glued/spiked panels, stressed wood
Closed Steel or Precast Concrete Boxes
Cast-in-place concrete slab
Open Steel or Precast Concrete Boxes
Cast-in-place concrete slab, precast concrete deck slab
Cast-in-Place Concrete Multicell Box
Monolithic concrete
Cast-in-Place Concrete Tee Beam
Monolithic concrete
Precast Solid, Voided or Cellular Concrete Boxes with Shear Keys
Cast-in-place concrete overlay
Precast Solid, Voided, or Cellular Concrete Box with Shear Keys and with or without Transverse Posttensioning
Integral concrete
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Table 4.6.2.2.2b-1 Distribution of Live Loads Per Lane for Moment in Interior Beams.
Type of Beams
Applicable Cross-Section
from Table 4.6.2.2.1-1 Distribution Factors
Range of Applicability
One Design Lane Loaded: 0.10.4 0.3
30.0614 12.0
g
s
KS SL Lt
⎛ ⎞⎛ ⎞ ⎛ ⎞+ ⎜ ⎟⎜ ⎟ ⎜ ⎟⎝ ⎠ ⎝ ⎠ ⎝ ⎠
Two or More Design Lanes Loaded: 0.10.6 0.2
30.0759.5 12.0
g
s
KS SL Lt
⎛ ⎞⎛ ⎞ ⎛ ⎞+ ⎜ ⎟⎜ ⎟ ⎜ ⎟⎝ ⎠ ⎝ ⎠ ⎝ ⎠
3.5 16.020 2404.5 12.0
4s
b
SLt
N
≤ ≤≤ ≤≤ ≤≥
10,000 ≤ Kg ≤ 7,000,000
Concrete Deck, Filled Grid, Partially Filled Grid, or Unfilled Grid Deck Composite with Reinforced Concrete Slab on Steel or Concrete Beams; Concrete T-Beams, T- and Double T-Sections
a, e, k and also i, j
if sufficiently connected to act as a unit
use lesser of the values obtained from the equation above with Nb = 3 or the lever rule
Nb = 3
Live-Load Distribution FactorsMoments – Interior Beams
Notes: 1) Units are in LANES and not WHEELS!2) No multiple presence factor applied (tabulated equations)3) May be Different for Positive and Negative Flexure Locations!
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Table 4.6.2.2.3a-1 Distribution of Live Load per Lane for Shear in Interior Beams.
Type of Superstructure
Applicable Cross-Section
from Table 4.6.2.2.1-1
One Design Lane Loaded
Two or More Design Lanes Loaded
Range of Applicability
0.3625.0
S+
2.0
0.212 35S S⎛ ⎞+ − ⎜ ⎟
⎝ ⎠
3.5 16.020 2404.5 12.0
4s
b
SLt
N
≤ ≤≤ ≤≤ ≤
≥
Concrete Deck, Filled Grid, Partially Filled Grid, or Unfilled Grid Deck Composite with Reinforced Concrete Slab on Steel or Concrete Beams; Concrete T-Beams, T-and Double T-Sections
a, e, k and also i, j if
sufficiently connected to act as a unit
Lever Rule Lever Rule Nb = 3
Live-Load Distribution FactorsShear – Interior Beams
Notes: Same for Positive and Negative Flexure Locations!
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Table 4.6.2.2.2d-1 Distribution of Live Loads Per Lane for Moment in Exterior Longitudinal Beams.
Type of Superstructure
Applicable Cross-Section from Table
4.6.2.2.1-1 One Design Lane
Loaded
Two or More Design Lanes
Loaded Range of
Applicability g = e ginterior
0.779.1
ede = + -1.0 < de < 5.5 Concrete Deck, Filled Grid,
Partially Filled Grid, or Unfilled Grid Deck Composite with Reinforced Concrete Slab on Steel or Concrete Beams; Concrete T-Beams, T- and Double T- Sections
a, e, k and also i, j
if sufficiently connected to act as a unit
Lever Rule
use lesser of the values obtained from the equation above with Nb = 3 or the lever rule
Nb = 3
Live-Load Distribution FactorsMoments – Exterior Beams
Notes: distribution factor for the exterior beam shall not be taken to be less than that which would be obtained by assuming that the cross-section deflects and rotates as a rigid cross-section (SPECIAL ANALYSIS).
2bN
LNext
b
L
xeX
NN
=R ∑
∑+
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Table 4.6.2.2.3b-1 Distribution of Live Load per Lane for Shear in Exterior Beams.
Type of Superstructure
Applicable Cross-Section from Table
4.6.2.2.1-1 One Design Lane
Loaded Two or More Design
Lanes Loaded Range of
Applicability g = e ginterior
0.610
ede = +
-1.0 < de < 5.5 Concrete Deck, Filled Grid, Partially Filled Grid, or Unfilled Grid Deck Composite with Reinforced Concrete Slab on Steel or Concrete Beams; Concrete T-
a, e, k and also i, j
if sufficiently connected to act as a unit
Lever Rule
Lever Rule Nb = 3
Live-Load Distribution FactorsShear – Exterior Beams
Notes: distribution factor for the exterior beam shall not be taken to be less than that which would be obtained by assuming that the cross-section deflects and rotates as a rigid cross-section (SPECIAL ANALYSIS)
2bN
LNext
b
L
xeX
NN
=R ∑
∑+
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Live-Load Distribution FactorsExterior Girder – Lever Rule
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2bN
LNext
b
L
xeX
NN
=R ∑
∑+
R = reaction on exterior beam in terms of lanes
NL = number of loaded lanes under consideration
e = eccentricity of a lane from the center of gravity of the pattern of girders (ft)
x = horizontal distance from the center of gravity of the pattern of girders to eachgirder (ft)
Xext = horizontal distance from the center of gravity of the pattern of girders to theexterior girder (ft)
Nb = number of beams or girders
Live-Load Distribution FactorsExterior Girder - Special
Analysis
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Stay Tuned!
Simpler more reliable LL DF Eqns are proposed for ballot in
2007
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Des
ign
Req
uire
men
tD
esig
n R
equi
rem
ent
TimeTime
First useFirst use
FailureFailure
TimeTime--tested satisfactory tested satisfactory performanceperformance
LRFD Calibration is Scientific & based on performance of prior design specs &
existing bridge inventory
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Existing Existing bridgesbridges
(Standard (Standard Specs)Specs)
Determine Determine β β from reliability from reliability analysis analysis
Determine Target Determine Target Reliability Reliability ββTT
For LRFD Equation:For LRFD Equation:
Optimize Optimize γγii for all types of loads, load for all types of loads, load combinations, and bridgescombinations, and bridgesDetermine φ for elements and materials from reliability analysis
Σ ηiγiQi ≤ φRn
0
4
0 30 60 90 120 2000
4
0 30 60 90 120 2000
4
0 30 60 90 120 200
SPAN LENGTH (Feet)SPAN LENGTH (Feet)
RE
LIA
BILI
TY IN
DEX
REL
IAB
ILIT
Y IN
DE
X
1
2
3
1
2
3
1
2
1
2
3
555
4
5
0 30 60 90 120 2000
4
0 30 60 90 120 2000
4
0 30 60 90 120 2000
4
0 30 60 90 120 200
SPAN LENGTH (Feet)SPAN LENGTH (Feet)
RE
LIA
BILI
TY IN
DEX
REL
IAB
ILIT
Y IN
DE
X
1
2
3
1
2
3
1
2
1
2
3
555
4
5
1
2
3
1
2
3
1
2
1
2
3
1
2
3
1
2
3
1
2
1
2
3
555
4
5555
4
5
0 30 60 90 120 200
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Reliability and Calibration ofStandard & LRFD Specifications
SPAN LENGTH (Feet)SPAN LENGTH (Feet)
1
2
3
1
2
3
1
2
1
2
3
555
4
5
00 30 60 90 120 200
3.5
00 30 60 90 120 200
00 30 60 90 120 200
RE
LIA
BIL
ITY
IND
EX
RE
LIA
BIL
ITY
IND
EX
0 30 60 90 120 200
NORMALLY DISTRIBUTEDQ AND R:
LOGNORMALLY DISTRIBUTEDQ AND R
2 2R Q
R-Qβ=σ +σ
⎛ ⎞⎜ ⎟⎝ ⎠2 2
R Q
RlnQ
β=V +V
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Unified Steel Specifications
StraightCurved
One Specs!
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Lateral Force Effects & “One-Third” Rule
Bending stress due to vertical loads
ytfbu
ncfbu
Fff
Fff
φ
φ
≤+
≤+
l
l
3131
lf
buf
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Modified Compression Field Theory
01170801
2
1
2
22222
..f
f
])()([ff
'c
max
'c
'c
max
≤+
=
−=
ε
εε
εε
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NodalZonesP
2
P
P2
CC
T T
C CStrut
Fill
Fill
Tie
Fill
Strut and Tie Method
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Doremus Avenue Viaduct(Newark, NJ)
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Rt. 9, Nacote Creek Bridge (South Jersey)
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WSDOT Spliced I-GirdersTwisp River Bridge, Twisp, WA
SingleSingle--span span spliced concrete girders spanning concrete girders spanning 195 ft
2002 PCI
Award
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21,542’ long bridge bridge Channel Spans: 207Channel Spans: 207’’--257257’’--250250’’--257257’’--207207’’continuouscontinuousPost-tensioned bulb-tee girders
FLDOTSt. George Island Bridge Apalachicola, FL
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FLDOTHathaway Bridge , Panama City, FL
3,815’ longTwin 80Twin 80’’ wide wide roadwaysroadways330330’’ typical spantypical spanSegmental boxes
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Long Span Bridges in LRFD? (Cooper River Bridge, SC)
Longest cable stay span in Longest cable stay span in North America, 1,546 feet. North America, 1,546 feet. (LRFD for Cable Loss)(LRFD for Cable Loss)
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Long Span Bridges in LRFD? (Great River Bridge, Desha County, AR)
682 ft 682 ft -- 1,520 ft 1,520 ft –– 682 ft Cable682 ft Cable--Stay BridgeStay Bridge
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Long Span Bridges in LRFD? (Hoover Dam Bypass Project)
Composite Composite Concrete Deck Concrete Deck Arch BridgeArch Bridge(~2,000 ft)(~2,000 ft)
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Comprehensive and rationalComprehensive and rationalResult in more reliable structuresResult in more reliable structuresDesign Life is Design Life is ???? years years
SUMMARYLRFD
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Comprehensive and rationalComprehensive and rationalResult in more reliable structuresResult in more reliable structuresDesign Life is Design Life is 75 years years
SUMMARYLRFD
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THANK YOU
Firas I. Sheikh Ibrahim, Ph.D., P.E.Firas I. Sheikh Ibrahim, Ph.D., P.E.Senior Codes & Specifications EngineerSenior Codes & Specifications Engineer
Office of Bridge Technology Federal Highway Administration
HIBT-10, Room 3203 400 7th. St. SW
Washington, DC 20590 (202) 366-4598
FREE Assistance
from Uncle SAM