bridge-section 11-abutments piers and walls
TRANSCRIPT
AASHTO LRFD Section 11 AASHTO LRFD Section 11 Abutments, Piers, and WallsAbutments, Piers, and Walls
AASHTO Section 11AASHTO Section 11
Design specifications for: Conventional gravity/semigravity walls Non-gravity cantilevered walls Anchored walls Mechanically Stabilized Earth (MSE)
walls Prefabricated modular walls
Common Load Groups for WallsCommon Load Groups for Walls
GroupGroupDCDC EVEV EHEH
(Active)(Active)ESES LSLS
Strength IaStrength Ia 0.900.90 1.001.00 1.501.50 1.501.50 1.751.75
Strength IbStrength Ib 1.251.25 1.351.35 1.501.50 1.501.50 1.751.75
Service IService I 1.001.00 1.001.00 1.001.00 1.001.00 1.001.00
Load DefinitionsLoad Definitions DC – dead load of structural components DC – dead load of structural components
and attachmentsand attachments EV – vertical pressure from dead load of EV – vertical pressure from dead load of
earth fillearth fill EH – horizontal earth pressure loadEH – horizontal earth pressure load ES – earth surcharge loadES – earth surcharge load LS – live load surcharge (transient load)LS – live load surcharge (transient load)
Surcharge LoadsSurcharge Loads
Earth surcharge Earth surcharge AASHTOAASHTO Section Section 3.11.6.1 and 3.11.6.23.11.6.1 and 3.11.6.2
Live load surcharge Live load surcharge AASHTOAASHTO 3.11.6.43.11.6.4
Conventional Retaining WallsConventional Retaining Walls Strength Limit StatesStrength Limit States
SlidingSliding Bearing resistanceBearing resistance EccentricityEccentricity
Service Limit StatesService Limit States Vertical settlementVertical settlement Lateral wall movementLateral wall movement Overall stabilityOverall stability
External Failure MechanismsExternal Failure Mechanisms
Sliding FailureSliding Failure Overturning FailureOverturning Failure
Bearing FailureBearing FailureDeep-Seated Deep-Seated Sliding FailureSliding Failure
1.25
DC
1.25
DC
0.90
DC
0.90
DC
1.00
WA
1.00
WA VV
1.00
WA
1.00
WA VV
1.50 1.50
EHcos(EHcos())1.50 1.50
EHcos(EHcos())
1.50 EH1.50 EH 1.50 EH1.50 EH1.
35 E
V1.
35 E
V
1.00
EV
1.00
EV
1.50 EHsin(1.50 EHsin()) 1.50 EHsin(1.50 EHsin())
1.00 WA1.00 WAHH 1.00 WA1.00 WAHH
Load Factors for Load Factors for Bearing Bearing
ResistanceResistance
Load Factors for Load Factors for Sliding and Sliding and EccentricityEccentricity
Load Factors for Conventional WallsLoad Factors for Conventional Walls
Conventional Walls - SummaryConventional Walls - Summary Use resistance factors for spread footings Use resistance factors for spread footings
or deep foundations, as appropriate or deep foundations, as appropriate (Section 10.5)(Section 10.5)
Eccentricity limited to:Eccentricity limited to: e/B < 0.25 for soil (compare to ASD 0.167)e/B < 0.25 for soil (compare to ASD 0.167) e/B < 0.375 for rock (compare to ASD 0.25)e/B < 0.375 for rock (compare to ASD 0.25)
Non-gravity Cantilevered WallsNon-gravity Cantilevered Walls
Strength Limit StatesStrength Limit States Bearing resistance of embedded portion of wallBearing resistance of embedded portion of wall Passive resistance of embedded portion of wallPassive resistance of embedded portion of wall Flexural resistance of wall/facing elementsFlexural resistance of wall/facing elements
Service Limit StatesService Limit States Vertical wall movementVertical wall movement Lateral wall movementLateral wall movement Overall stabilityOverall stability
Resistance FactorsResistance Factors
Bearing ResistanceBearing ResistancePassive ResistancePassive ResistanceFlexural ResistanceFlexural Resistance
Section 10.5Section 10.51.001.000.900.90
Code allows increase in Resistance Factors Code allows increase in Resistance Factors for temporary walls but specific guidance is for temporary walls but specific guidance is not provided not provided
Pressure Diagrams – Discrete ElementsPressure Diagrams – Discrete Elements
ASDASD
LRFDLRFD
Non-gravity Cantilevered WallsNon-gravity Cantilevered Walls
Below excavation line, multiply by 3b Below excavation line, multiply by 3b on passive side of wall and 1b on active on passive side of wall and 1b on active side of wall for discrete elementsside of wall for discrete elements
Look at forces separately below Look at forces separately below excavation line on passive side and excavation line on passive side and active side (because different load active side (because different load factors)factors)
Factor embedment by 1.2 for Factor embedment by 1.2 for continuous wall elementscontinuous wall elements
Do not factor embedment for discrete Do not factor embedment for discrete wall elements (conservatism of 3b wall elements (conservatism of 3b assumption)assumption)
Non-gravity Cantilevered WallsNon-gravity Cantilevered Walls
ExampleExample Cantilevered sheet pile wall retaining a Cantilevered sheet pile wall retaining a
10-ft deep cut in granular soils10-ft deep cut in granular soils Assume 36 ksi yield stress for sheet Assume 36 ksi yield stress for sheet
pilepile Compare required embedment depth Compare required embedment depth
and structural section for ASD and and structural section for ASD and LRFDLRFD
Load Factor of 1.5 used for EH (active)Load Factor of 1.5 used for EH (active)
= 125 pcfKa = 0.33
p = 1.5
Kp = 3j
p = 1
Factored Pa = p * 0.5 * (L+10)2 * Ka *
Factored Pp = jp * 0.5 * L2 * Kp *
Pa
LpLa
L
A
10'
Pp
Example GeometryExample Geometry
Example ResultsExample ResultsMethodMethod MMmaxmax
(k-ft)(k-ft)
EmbedmentEmbedment
(ft)(ft)
Section Section ModulusModulus
(in(in33/ft)/ft)
ASDASD 15.415.4 12.212.2 9.23 (S)9.23 (S)(elastic)(elastic)
LRFDLRFD 29.229.2 12.212.2 10.83 (Z)10.83 (Z)(plastic)(plastic)
Since Z is about 1.15 to 1.20 times S, similar section would be acceptable
Anchored WallsAnchored Walls Strength Limit StatesStrength Limit States
Bearing resistance of embedded portion of wallBearing resistance of embedded portion of wall Passive resistance of embedded portion of wallPassive resistance of embedded portion of wall Flexural resistance of wall/facing elementsFlexural resistance of wall/facing elements Ground anchor pulloutGround anchor pullout Tensile resistance of anchor tendonTensile resistance of anchor tendon
Service Limit StatesService Limit States Same as non-gravity cantilevered wallSame as non-gravity cantilevered wall
Apparent Earth Pressure Apparent Earth Pressure DiagramsDiagrams
Based on FHWA-sponsored researchBased on FHWA-sponsored research Builds upon well-known Terzaghi-Peck Builds upon well-known Terzaghi-Peck
envelopesenvelopes Appropriate for walls built in competent Appropriate for walls built in competent
ground where maximum wall height is ground where maximum wall height is critical design casecritical design case
Same diagram shape for single or Same diagram shape for single or multi-leveled anchored walls multi-leveled anchored walls
Recommended AEP for SandsRecommended AEP for SandsHH
HH 11 HH 11HH n
+1n+1
pp pp
22 // 33 H H
11
22 // 33 H H
1122 // 33
H Hn+
1n+
1
22 // 33 (H
-H (H
-H11))
11 // 33 H HTTh1h1
TTh1h1
TTh2h2
TThnhn
HH 22HH nn
RR RR
(a) Walls with one level(a) Walls with one levelof ground anchorsof ground anchors
(b) Walls with multiple(b) Walls with multiplelevels of ground anchorslevels of ground anchors
HKHLOADTOTALp A
32γ=
1n31131 HH-HLOADTOTALp
=
Guaranteed Ultimate Tensile Guaranteed Ultimate Tensile Strength (GUTS) Strength (GUTS)
Select tendon with:Select tendon with:
nTGUTS
iiQΣGUTS γ
LRFD Check on Tensile BreakageLRFD Check on Tensile Breakage
Resistance Factors for Ground Resistance Factors for Ground Anchors – Tensile RuptureAnchors – Tensile Rupture
Resistance factors are applied to Resistance factors are applied to maximum proof test loadmaximum proof test load
For high strength steel, apply resistance For high strength steel, apply resistance factor to GUTSfactor to GUTS
Mild SteelMild Steel 0.900.90High Strength SteelHigh Strength Steel 0.800.80
Comparison to ASD – Comparison to ASD – Tensile RuptureTensile Rupture
ASDASD 0.8 GUTS > 1.33 Design Load 0.8 GUTS > 1.33 Design Load
(DL = EH + LS)(DL = EH + LS) 0.8 GUTS > 1.33 EH + 1.33 LS0.8 GUTS > 1.33 EH + 1.33 LS
LRFDLRFD GUTS > GUTS > pp EH + 1.75 LS EH + 1.75 LS 0.8 GUTS > 1.5 EH + 1.75 LS0.8 GUTS > 1.5 EH + 1.75 LS
Maximum proof test load must be at Maximum proof test load must be at least equal to the factored loadleast equal to the factored load
Anchor Bond LengthAnchor Bond Length
a
nb(min) Q
TL
=
LLbb = anchor bond length = anchor bond length TTnn = factored anchor load = factored anchor load QQaa = nominal anchor pullout resistance = nominal anchor pullout resistance
Nominal Anchor Pullout Nominal Anchor Pullout ResistanceResistance
baa LdQ =
QQaa = nominal anchor pullout capacity = nominal anchor pullout capacity d = anchor hole diameterd = anchor hole diameter aa = nominal anchor bond stress = nominal anchor bond stress LLbb = anchor bond length = anchor bond length
Preliminary Evaluation Only Preliminary Evaluation Only
Bond stress values in AASHTO Bond stress values in AASHTO should be used for FEASIBILITY should be used for FEASIBILITY evaluationevaluation
AASHTO values for cohesionless AASHTO values for cohesionless and cohesive soil and rockand cohesive soil and rock
Anchor/Soil TypeAnchor/Soil Type(Grout Pressure)(Grout Pressure)
Soil Compactness or SPT Soil Compactness or SPT ResistanceResistance
Presumptive Presumptive Ultimate Bond Ultimate Bond Stress, Stress, nn (ksf) (ksf)
Gravity Grouted AnchorsGravity Grouted Anchors(<50 psi)(<50 psi)Sand or Sand-Gravel MixturesSand or Sand-Gravel Mixtures Medium Dense to Dense 11-50Medium Dense to Dense 11-50 1.5 to 2.91.5 to 2.9
Pressure Grouted AnchorsPressure Grouted Anchors(50 to 400 psi)(50 to 400 psi)Fine to Medium SandFine to Medium SandMedium to Coarse Sand w/GravelMedium to Coarse Sand w/Gravel
Silty SandsSilty Sands
Sandy GravelSandy Gravel
Glacial TillGlacial Till
Medium Dense to Dense 11-50Medium Dense to Dense 11-50Medium Dense 11-30Medium Dense 11-30Dense to Very Dense 30-50Dense to Very Dense 30-50
----------
Medium Dense to Dense 11-40Medium Dense to Dense 11-40Dense to Very Dense 40-50+Dense to Very Dense 40-50+Dense 31-50Dense 31-50
1.7 to 7.91.7 to 7.92.3 to 142.3 to 145.2 to 205.2 to 20
3.5 to 8.53.5 to 8.5
4.4 to 29 4.4 to 29 5.8 to 295.8 to 296.3 to 116.3 to 11
Presumptive Nominal Bond Stress Presumptive Nominal Bond Stress in Cohesionless Soilsin Cohesionless Soils
Resistance Factors – Resistance Factors – Anchor PulloutAnchor Pullout
1)1) Using presumptive values for preliminary Using presumptive values for preliminary design onlydesign only
2)2) Where proof tests conducted to at least 1.0 Where proof tests conducted to at least 1.0 times the factored anchor loadtimes the factored anchor load
Cohesionless (Granular) Cohesionless (Granular) SoilsSoils 0.650.65(1)(1)
Cohesive SoilsCohesive Soils 0.700.70(1)(1)
RockRock 0.500.50(1)(1)
Where Proof Tests Where Proof Tests PreformedPreformed 1.001.00(2)(2)
FS1LSEH(ASD)Lb(min)
=
=1.75LS
EH1.5(LRFD)Lb(min)
LRFD
/ASD
LRFD
/ASD
1.051.051.11.1
1.01.0
0.950.95
0.90.9
0.850.85
0.80.800 55 1010 1515 2020
Dead Load / Live LoadDead Load / Live Load
Rock (FS = 3.0, Rock (FS = 3.0, = 0.50) = 0.50)
Sand (FS = 2.5, Sand (FS = 2.5, = 0.65) = 0.65)
Clay (FS = 2.5, Clay (FS = 2.5, = 0.70) = 0.70)
Comparison to ASD – Comparison to ASD – Anchor PulloutAnchor Pullout
Final Anchor DesignFinal Anchor Design Section 11.9.4.2 Anchor Pullout Section 11.9.4.2 Anchor Pullout
CapacityCapacity ““For final design, the contract documents For final design, the contract documents
shall require that verification tests or shall require that verification tests or pullout tests on sacrificial anchors in each pullout tests on sacrificial anchors in each soil unit be conducted …”soil unit be conducted …”
Different than current ASD practice, but Different than current ASD practice, but intent is not to require, in general, pullout intent is not to require, in general, pullout testingtesting
Bearing Resistance of Wall Bearing Resistance of Wall ElementElement
Assume all vertical loads carried by portion Assume all vertical loads carried by portion of wall below excavation levelof wall below excavation level
Code refers designer to section on spread or Code refers designer to section on spread or deep foundations for analysis methodsdeep foundations for analysis methods
Resistance factors used are for static Resistance factors used are for static capacity evaluation of piles or shafts (i.e., capacity evaluation of piles or shafts (i.e., = = 0.3 to 0.5 0.3 to 0.5 FS ~ 3.0 to 4.5) FS ~ 3.0 to 4.5)
Resistance factors should be modified to Resistance factors should be modified to correlate to FS = 2.0 to 2.5 for bearing correlate to FS = 2.0 to 2.5 for bearing resistance evaluation resistance evaluation
MSE WallsMSE Walls Strength Limit StatesStrength Limit States
Same external stability checks as for Same external stability checks as for conventional gravity wallsconventional gravity walls
Tensile resistance of reinforcementTensile resistance of reinforcement Pullout resistance of reinforcementPullout resistance of reinforcement Structural resistance of face elements and face Structural resistance of face elements and face
element connectionelement connection
Service Limits StatesService Limits States Same as for conventional gravity wallsSame as for conventional gravity walls
MSE Walls – External StabilityMSE Walls – External Stability
MSE Walls – Internal StabilityMSE Walls – Internal Stability Check pullout and tensile Check pullout and tensile
resistance at each reinforcement resistance at each reinforcement level and compare to maximum level and compare to maximum factored load, Tfactored load, Tmaxmax
Apply factored load to the reinforcements Apply factored load to the reinforcements
HH = factored horizontal soil stress at = factored horizontal soil stress at reinforcement (ksf)reinforcement (ksf)
SSvv = vertical spacing of reinforcement = vertical spacing of reinforcement
vHmax SσT =
AASHTO 11.10.6.2.1-2
Maximum Factored LoadMaximum Factored Load
Factored Horizontal StressesFactored Horizontal Stresses Factored Horizontal StressFactored Horizontal Stress
PP = load factor (=1.35 for EV) = load factor (=1.35 for EV) kkrr = pressure coefficient = pressure coefficient VV = pressure due to resultant of gravity forces from soil = pressure due to resultant of gravity forces from soil
self weight self weight HH = horizontal stress = horizontal stress
HrVPH Δσkσσ =
AASHTO 11.10.6.2.1-1
TTalal = Nominal long-term = Nominal long-term reinforcement design strengthreinforcement design strength
= Resistance factor for tensile = Resistance factor for tensile resistanceresistance
calmax RTT
AASHTO 11.10.6.4.1-1
Reinforcement Tensile Reinforcement Tensile ResistanceResistance
Resistance Factors for Tensile Resistance Factors for Tensile ResistanceResistance
Metallic Metallic ReinforcementReinforcement
Strip ReinforcementStrip Reinforcement• Static loadingStatic loading• Combined static/earthquake loadingCombined static/earthquake loadingGrid ReinforcementGrid Reinforcement• Static loadingStatic loading• Combined static/earthquake loadingCombined static/earthquake loading
0.750.751.001.00
0.650.650.850.85
Geosynthetic Geosynthetic ReinforcementReinforcement
• Static loadingStatic loading• Combined static/earthquake loadingCombined static/earthquake loading
0.900.901.201.20
ASD/LRFD Tensile BreakageASD/LRFD Tensile Breakage
Example of Steel Strip ReinforcementExample of Steel Strip ReinforcementASD LRFD
Tmax = hSv
Tmax = (vkr + h) Sv
Tal = (0.55 Fy Ac) / b Tal / Tmax = 0.55 / 1 = 0.55
Tmax = phSv
Tmax = 1.35 (vkr + h) Sv
Tal = ( Fy Ac) / b with = 0.75 Tal / Tmax = 0.75 / 1.35 = 0.55
Other DevelopmentsOther Developments LRFD for Soil Nails – NCHRP 24-21LRFD for Soil Nails – NCHRP 24-21
Draft LRFD Design and Construction Draft LRFD Design and Construction Specification for MicropilesSpecification for Micropiles
? TheEnd