tpf-5(264) passive force- deflection behavior for skewed...
TRANSCRIPT
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TPF-5(264) Passive Force-Deflection Behavior for Skewed Abutments
Kyle RollinsCivil & Environmental EngineeringBrigham Young University
T-3 Technical Committee for Seismic DesignAASHTO Bridge Sub-Committee Annual MeetingMinneapolis, Minnesota
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FHWA Pooled Fund Sponsors
Utah DOT – Lead Agency Oregon DOT Montana DOT California DOT New York DOT Minnesota DOT Wisconsin DOT FHWA
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Background Passive Pressure for non-skewed abutments (Maroney (1995),
Duncan and Mokwa (2001), Rollins and Sparks (2002), Rollins and Cole (2006), Lemnitzer et al (2009)
Passive force best estimated using log-spiral method Peak passive force mobilized at displacement of 0.03H to 0.05H Hyperbolic curve best represents passive force-displacement curve
PP
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Log Spiral Passive Force
γ = moist unit weightϕ = Soil friction angleδ = wall friction angleβ=backfill slope angleH= height of back wallWw = width of back wallKp=passive pressure
coefficient
Pp = 0.5γH2 Ww Kp
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Presumptive Passive Pressure in Guide Spec.
pp=uniform passive pressure on wall (ksf)Hw = height of back wall (ft)Ww= width of back wall (ft)
pp=2Hw/3 for cohesionless soil (<30% fines)pp=5 ksf for cohesive soil (>15% clay) with undrained strength > 4 ksf
Pp = ppHw Ww
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Background
Unclear: Effect of skew on passive force
PP
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Skewed Bridge Abutment Overview ≈ 40% of 600,000 bridges in US are skewed Current AASHTO design code does not
consider any effect of skew on passive force Observations of poor performance of skewed
bridges
Shamsabadi et al. 2006
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Damage to Skewed Integral Abutments
(Steinberg & Sargand, 2010)
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Earthquake Damage to Skewed Bridges(Paine, Chile)
Top Bridge
Bottom Bridge
Top Bridge
Bridge decks have rotated and bridge was demolished
Bottom Bridge
Bridge deck was offset and was eventually demolished
Top Bridge
Bridge remained in service after the earthquake
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Damage rate for skewed bridges was twice that of non-skewed bridges (Toro et al 2013)
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Passive Force From Inertia
Passive force contributes to resistanceUsing smaller passive force (lower Kp)
may be conservative
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Passive Force from Lateral Spreading
Passive force often drives displacement Selection of smaller passive force (lower Kp)
may be unconservative
Liquefaction
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Driving Force on Skewed Abutments
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Interaction of Forces on Bridge Abutment
Deck Length, L
Skew Angle, θ
PLPL
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Numerical Analysis of Skewed Abutments
(5th NSC, Shamsabadi et al., 2006)
23 m (75 ft) wide abutment with 2.4 m (8 ft) high backwall
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Results of Numerical Analysis
(5th NSC, Shamsabadi et al., 2006)
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Objectives1. Determine static passive force-displacement curves for
skewed abutments from large-scale tests2. Provide comparisons of behavior of skewed abutments
with that of normal abutments.3. Evaluate the effect of wingwalls on skewed abutment
response.4. Develop design procedures for calculating passive
force-displacement curves and shear-displacement or skewed abutments.
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“One good test is worth a thousand expert opinions.”
Werner Von Braun
Designer of Saturn V Moon Rocket
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Healthy Skepticism for Tests A theory is something nobody believes,
except the person who proposed it. An experiment (test) is something
everybody believes,
--Albert Einsteinperformed it
except the person who
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Initial Laboratory Testing
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Test Layout
No Skew
Plan view:
Elevation view:
1.22 m (4 ft)
0.6 m (2 ft)
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Test Procedure
Plan view:
Elevation view:
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Test Procedure
Plan view:
Elevation view:
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Test “Abutment”
15°
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Test “Abutment”
30°
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Test “Abutment”
45°
Displacement: 60 mm 2.5” (0.10H)Load measurements:• Longitudinal• Vertical• Transverse
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Rollers Below Base of “Abutment”
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Surface Failure Rupture - 30º Skew
30º
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Backfill Soil Properties Gradation and Strength
Property ValueClassification SP or A-1-b
Cu 3.7
Cc 0.7
Rc 98%
γ 17.8 kN/m3
ϕ 46ºδ 33.2º
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Passive Force-Displacement Curves
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Reduction Factor for Skew Effects
Rskew= PP(skew)/Pp (No-skew)
where Rskew is a function of skew angle, and wall width is equal to non-skewed (projected) width.
Rskew= 8x10-5θ2 – 0.018 θ + 1.0
(ASCE, J. of Bridge Engrg., Rollins and Jessee 2013)
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Passive Force Reduction Factor vs. Skew
Rskew = 8x10-05θ2 - 0.018θ + 1R² = 0.98
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0 15 30 45 60 75 90
Red
uctio
n Fa
ctor
, Rsk
ew
Skew Angle, θ [degrees]
Lab Tests
Numerical Analysis
Proposed Reduction Line
(ASCE, J. of Bridge Engrg., Rollins and Jessee 2013)
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Passive & Shear Stress vs. Skew
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Passive Force-Displacement Curves
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Large Scale Field Testing
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Field Test Setup - Plan View
12.75 inch Dia. Steel Pipe Piles
11 ft wide x 5.5 ft high Pile Cap
24 ft
22 ft
Transverse Wingwalls2 x 4 ft Reinforced Concrete blocks
4 ft Dia. Bored PileSheet Pile Wall Section AZ-18
2 – 600 kip Actuators
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Field Test Setup Elevation View
11 ft m wide x 5.5 ft high x 15 ft long Pile Cap
6 ft6.4m
4 ft Dia. Bored PileSheet Pile Wall Section AZ-18
2 – 600 kip Actuators 12.75 inch Dia. Steel Pipe Piles
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Sand backfill properties
Poorly graded sand (SP/A-1-b) 96% relative compaction ϕ = 41° c = 100 lbs/ft2
γmax = 111.5lbs/ft3
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No Skew - 0° Test Setup
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15° Skew Test Setup
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30° Skew Test Setup
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45° Skew Test Setup
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Test completed at 3.21 in (81.6 mm) of displacement
Test completed at 3.43 in (87.2 mm) of displacement
Heave Geometry at Test Completion0º Skew 45º Skew
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Field Test Methodology 0 2 4 6 8
0
1,000
2,000
3,000
4,000
5,000
0
200
400
600
800
1,000
1,200
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50
Pile Cap Deflection [cm]
Long
itudi
nal F
orce
[kN
]
Long
itudi
nal F
orce
[kip
s]
Pile Cap Deflection [in]
Total Load
Baseline Resistance
Lateral Backfill Resistance
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Passive Force vs. Displacement0 2 4 6 8 10
0
500
1,000
1,500
2,000
2,500
0
100
200
300
400
500
600
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0
Pile Cap Deflection [cm]
Pass
ive
Forc
e [k
N]
Pass
ive
Forc
e [k
ips]
Pile Cap Deflection [in]
0° Skew15° Skew30° Skew45° Skew
0.02
H
0.03
H
0.04
H
0.05
H
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Passive Force Reduction Factor vs. Skew
Rskew = 8x10-05θ2 - 0.018θ + 1R² = 0.98
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0 15 30 45 60 75 90
Red
uctio
n Fa
ctor
, Rsk
ew
Skew Angle, θ [degrees]
Lab TestsNumerical AnalysisField Tests (This Study)Proposed Reduction Line
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Failure Geometry for Zero-Skew Test
0 1 2 3 4 5 6-0.30
0.20
0.70
1.20
1.70
-1.0
0.0
1.0
2.0
3.0
4.0
5.0
6.00 5 10 15 20
Distance from Cap Face on Line Parallel to Direction of Push [m]
Elev
atio
n B
elow
Top
of C
ap [m
]
Elev
atio
n B
elow
Top
of C
ap [f
t]
Distance from Cap Face on Line Parallel to Direction of Push [ft]
Upper Shear PlaneLower Shear PlaneHeave
𝜙𝜙𝑚𝑚𝑚𝑚𝑚𝑚𝑚𝑚 = 41°
𝛼𝛼 = 45 − 𝜙𝜙′/2
𝜙𝜙 ≈ 40°α
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Comparison of Failure GeometriesRankine Failure Geometry
Log-Spiral Failure Geometry
Ep
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Interface Forces with Respect to Skew
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Shear force vs. transverse displacement
020406080
100120140160180200
-0.3 -0.25 -0.2 -0.15 -0.1 -0.05 0
App
lied
Shea
r For
ce [k
ip]
Transverse Displacement [in]
30° skew15° skew
45º skew
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Test Setup for MSE Wingwall Tests
15° Skew 30°
Skew
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Welded Wire Grid Reinforcement (SSL)
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No Skew - 0° Test Setup
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15º Skew Test with MSE Wingwalls
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Field Test with 30º Skew & MSE Walls
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0.0
0.5
1.0
1.5
2.0
2.5
3.00.0 5.0 10.0 15.0 20.0 25.0
MSE
Win
gwal
l D
ispl
acem
ent (
in)
Distance From Pile Cap (ft)
0.24 0.831.72 2.733.18
0.0
0.5
1.0
1.5
2.0
2.5
3.00.0 5.0 10.0 15.0 20.0 25.0
MSE
Win
gwal
lD
ispl
acem
ent (
in)
Distance From Pile Cap (ft)
0.24 0.831.72 2.733.18
0ºSk
ew
3.35 m
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45ºS
kew
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11
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Passive Force-Displacement curves
0.01
H
0.02
H
0.03
H
0.04
H
0.05
H
0.0 2.0 4.0 6.0 8.0 10.0
0
500
1,000
1,500
2,000
2,500
3,000
0
100
200
300
400
500
600
700
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0
Pile Cap Displacement, Δ [cm]
Pass
ive
Forc
e [k
N]
Pass
ive
Forc
e [k
ips]
Backwall Displacement, Δ [in]
0 Degree Skew30 Degree Skew15 Degree Skew45 Degree Skew
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Passive Force Reduction Factor vs. Skew
Rskew = 8x10-05θ2 - 0.018θ + 1R² = 0.98
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0 15 30 45 60 75 90
Red
uctio
n Fa
ctor
, Rsk
ew
Skew Angle, θ [degrees]
Lab Tests
Numerical Analysis
Field Tests (This Study)
Proposed Reduction Line
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Geometry Effects? Field and Lab tests involved W/H ratios of 2.0
Does this ratio impact the results?
Laboratory Wall
2 ft
4 ft
Field Wall
5.5 ft
11 ft
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Field Test with 3 ft Backfill - W/H=3.7
11 ft wide x 5.5 ft high x 15 ft long Pile Cap
3 ft
4 ft Dia. ReinforcedConcrete Shaft
12 in Dia. Steel Pipe Piles
2- 600 kip Actuators
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Passive Force-Displacement Curves
0
20
40
60
80
100
120
140
160
180
200
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00
Pass
ive
Forc
e [k
ips]
Pile Cap Displacement [in]
0 Degree Skew15 Degree Skew30 Degree Skew45 Degree Skew
0.01
H
0.02
H
0.03
H
0.04
H
0.05
H
0.06
H
0.07
H
0.08
H
0.09
H
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Passive Force Reduction Factor vs. Skew
Rskew = 8x10-05θ2 - 0.018θ + 1R² = 0.98
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0 15 30 45 60 75 90
Red
uctio
n Fa
ctor
, Rsk
ew
Skew Angle, θ [degrees]
Lab Tests
Numerical Analysis
Field Tests (This Study)
Proposed Reduction Line
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45º Skew with RC Wingwalls
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45º Skew with RC Wingwalls
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0º Skew with RC Wingwalls
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Tests with RC Wingwalls
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Passive Force Reduction Factor vs. Skew
Rskew = 8x10-05θ2 - 0.018θ + 1R² = 0.98
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0 15 30 45 60 75 90
Red
uctio
n Fa
ctor
, Rsk
ew
Skew Angle, θ [degrees]
Lab Tests
Numerical Analysis
Field Tests (This Study)
Proposed Reduction Line
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Heave and Crack Patterns
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Passive Force Reduction Factor vs. Skew
Rskew = 8x10-05θ2 - 0.018θ + 1R² = 0.98
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0 15 30 45 60 75 90
Red
uctio
n Fa
ctor
, Rsk
ew
Skew Angle, θ [degrees]
Lab Tests
Numerical Analysis
Field Tests (This Study)
Proposed Reduction Line
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Gravel Backfill Properties Sandy Gravel backfill material (A-1-a) Compacted to 95% of Modified Proctor Max. Density Proctor max density was 141 pcf at 6% optimum
moisture content GRS Select Backfill Gradation
Sieve Size Percent Passing
2 inch 100
1 inch85 - 100
3/8 inch60 – 75
No. 1030 – 42
No. 4014 – 24
No. 2006 –12
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0 1 2 3 4 5 6 7 8 9 10
0
200
400
600
800
1000
1200
1400
1600
050
100150200250300350400450500
0 1 2 3 4
Longitudinal Deflection [cm]
Pass
ive
Forc
e [k
N]
Pass
ive
Forc
e [k
ip]
Longitudinal Deflection [in]
0 deg 3.5ft
30 deg scaled to 3.5ft
0.01
H
0.09
H
0.08
H
0.07
H
0.06
H
0.05
H
0.04
H
0.03
H
0.02
H
Test with Gravel Backfill
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Passive Force Reduction Factor vs. Skew
Rskew = 8x10-05θ2 - 0.018θ + 1R² = 0.98
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0 15 30 45 60 75 90
Red
uctio
n Fa
ctor
, Rsk
ew
Skew Angle, θ [degrees]
Lab Tests
Numerical Analysis
Field Tests (This Study)
Proposed Reduction Line
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Passive Force Tests with GRS Backfill
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GRS fabric - 0° Test
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GRS fabric - 30° Test
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Passive Force-Deflection for GRS
0 1 2 3 4 5 6 7 8 9 10
0
200
400
600
800
1000
1200
1400
1600
0.0
50.0
100.0
150.0
200.0
250.0
300.0
350.0
400.0
0 1 2 3 4
Longitudinal Deflection [cm]
Pass
ive
Forc
e [k
N]
Pass
ive
Forc
e [k
ip]
Longitudinal Deflection [in]
0° 3.5 ft GRS
30° 3.5 ft GRS
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Passive Force Reduction Factor vs. Skew
Rskew = 8x10-05θ2 - 0.018θ + 1R² = 0.98
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0 15 30 45 60 75 90
Red
uctio
n Fa
ctor
, Rsk
ew
Skew Angle, θ [degrees]
Lab Tests
Numerical Analysis
Field Tests (This Study)
Proposed Reduction Line
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Overall Best Fit – Without 90º Skew Point
00.10.20.30.40.50.60.70.80.9
1
0 15 30 45 60 75 90
Redu
ctio
n fa
ctor
, Rsk
ew
Skew Angle, θ (Degrees)
Shamsabadi & Rollins 2014
Rskew = e(-ϴ/45°)
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Conclusions: Significant decrease in passive force with increase in
skew angle.• Numerical Analysis• 8 Small Scale Lab Tests• 11 Large Scale Field tests
Simple reduction factor can account for the effect of skew angle on passive force
Reduction factor not much affected by wall W/H ratio Reduction factor not much affected by sand, gravel, or
GRS backfill type Passive force typically mobilized at Δ/H ≈ 3 to 5% Shear resistance largely mobilized with 0.2 to 0.3 inches
of movement at interface
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Proposed Revisions to Guide SpecWhen an abutment is skewed at an angle,θ,relative to the alignment as shown in Figure XX, the passive force, Pp, shall be reduced using the equation
Pp = Pp no-skew Rskew
Where: Pp no-skew is the passive force obtained using analysis procedures or presumptive pressures for no skew and Rskew = e-(θ /45) and where, θ, is the skew angle in degrees. The backwall width, Ww, shall be measured normal to the lane width.
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Proposed Revisions to Guide Spec
When an abutment is skewed at an angle,θ, relative to the alignment as shown in Figure XX, the passive force, Pp, shall be reduced using the equation
Pp = Pp no-skew Rskew
Where: Pp no-skew is the passive force obtained using analysis procedures or presumptive pressures for no skew and Rskew = e-(θ /45) and where, θ, is the skew angle in degrees. The backwall width, Ww, shall be measured normal to the lane width.
Ww
θ
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Adjustment for Width & Skew
PpH = 28.5 k/ft
50 ft
θ = 30º
For 0º skew conditionPpH = (28.5 k/ft) (50ft) = 1425 k
Compute skew reduction factorRskew= e(-ϴ/45º) = e(-30º/45º) = 0.51
For 30º skew conditionPpH = (1425 k)(0.51) = 727 k
PpH
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Passive Force-Displacement
50 ft
θ = 30ºPpH
PpH
Displacement (in)
For a 6 ft high backwall:Peak at 0.03H = 0.03(6 ft)(12in/ft)
= 2.2 in
2.2 in
727 k
= 727k
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Shear Force-Displacement
50 ft
θ = 30º For a δ=28º = 0.70φT = cA + PpHtanδ
= 0 + (727 k) tan(28º) = 387k
PpH=727k
T
Displacement (in)
Peak at 0.25 in
0.25 in
387k
T = 387k
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Bi-linear Passive Force vs. Displacement
0 2 4 6 8 10
0
500
1,000
1,500
2,000
2,500
0
100
200
300
400
500
600
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0
Pile Cap Deflection [cm]
Pass
ive
Forc
e [k
N]
Pass
ive
Forc
e [k
ips]
Pile Cap Deflection [in]
0° Skew15° Skew30° Skew45° Skew
0.02
H
0.03
H
0.04
H
0.05
H
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Hyperbolic Passive Force vs. Displacement
0 2 4 6 8 10
0
500
1,000
1,500
2,000
2,500
0
100
200
300
400
500
600
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0
Pile Cap Deflection [cm]
Pass
ive
Forc
e [k
N]
Pass
ive
Forc
e [k
ips]
Pile Cap Deflection [in]
0° Skew15° Skew30° Skew45° Skew
0.02
H
0.03
H
0.04
H
0.05
H
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Questions?
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