christopher byrum, ph.d., p.e. - michigan …...christopher r. byrum, phd, pe (sme) and douglas...
TRANSCRIPT
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Christopher Byrum, Ph.D., P.E. Geotechnical Engineering/Research
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1. Help You Think Like Bridge Geotechnical Engineer.
2. Help You Better Understand Foundations.
3. Build Appreciation for the Bridge Approach Embankments.
4. Discuss Cofferdam Design and Construction.
5. Some Foundation/Embankment Case Studies.
6. Better understand Load and Resistance Factor Design (LRFD)
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8:00 Geotechnical Engineering and Michigan Geology Christopher R. Byrum, PhD, PE (SME) 8:45 MDOT Perspectives on Geotechnical Engineering for Bridges Ryan W. Snook, PE and/or Richard B. Endres, PE (MDOT) 9:30 Cofferdam Design and Construction Basics: Anthony Pietrangelo, PE (MDOT) 10:00 Break (15 minutes) 10:15 Bridge Abutment Analysis and Design Example: Evaluation through Construction Christopher R. Byrum, PhD, PE (SME) and Douglas Parmerlee, PE (AECOM)
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1:00 Increased LRFD Axial Resistance Factors for Piling Using Static Load Test and PDA Christopher G. Naida, PE (SME) and Christopher Johnecheck, PE (MDOT) 1:35 Bridge Replacements on I‐196: Teamwork between the Bridge and Geotechnical Engineers Jonathan Zaremski, PE et al (SOMAT) 2:15 Rock Engineering ‐ I‐196 WB Bridge over the Grand River, Grand Rapids MI Melinda L. Bacon, PE (SME) 3:00 Break (15 minutes)
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3:00 Break (15 minutes) 3:15 Wadhams Road Bridge Replacement: Bridging Over a Moving Site Douglas Parmerlee, PE, et al (AECOM) 4:00 Geosynthetics and Lightweight Fills for Bridge Abutments and Approaches Christopher R. Byrum, PhD, PE (SME) 4:45 FHWA’s GEOTECHTOOLS software and closing remarks Christopher R. Byrum, PhD, PE (SME)
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MICHIGAN’S GEOLOGY
REFERENCE: “Geology of Michigan” Dorr & Eschman. University of Michigan Press
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Mantle
Core
Inner Core
1800 Miles
3160 Miles
3975 Miles
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Pre-Cambrian Mountains2.5 to 3 billion Years Ago
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Unconformity
2.5 Billion+(brown) 0.6 Billion-
(tan)
2.9 Billion+(green)
1.65 Billion+/-
1.2 Billion+/-
0.6 Billion-
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410 million
280 million
Jurassic Seds.140 million
The Michigan Basin
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DEPOCENTER = Bottom of down-warpedbowl-like layers DOW CHEMICAL
Optimum location to mine various BRINES
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About 15,000 years ago
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About 15,000 years agoC. Byrum
State Fossil: Mastadon
Mastadon Finds
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About 8,000 years agoRetreat Rate ≈ 500’/yr
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HURON RIVER
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HURON RIVER
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HURON RIVER
Artesian Zone
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From MDOT’s “Field Manual of Soils Engineering”
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Fort Wayne
Initial Glacial Lakebed Clay Deposition
From Dorr & Eschman “Geology of Michigan”
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Fort WayneDefiance
Glacial Re-Advance, Over-Consolidates initial Lakebed Clay New Lakebed Clay Deposition
Upper Clays SPT = 10-30 bpfLower Clays SPT = 50-100+ bpf
From Dorr & Eschman “Geology of Michigan”
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MechanismsFor
Preconsolidationof
Lakebed Clays
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Highly Overconsolidated Till and Rock
SPT > 80-100 bpf
Continental Glacier Lobe
STAGE 1 – Full Ice Lobe Weight during the Deep Freeze
G.W.T.
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STAGE 2 –Melting, Ice Lobe Floats, Soft Clay Deposition
Soft Clay
Floating Ice Mass
G.W.T.
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STAGE 3 – Re-Freeze and Water Table Lowering
Extreme Preconsolidation NoneG.W.T.
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Soft Clay
Floating Ice Mass
STAGE 4 – Melting, Ice Lobe Floats, Soft Clay DepositionG.W.T.
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Soft Clay
STAGE 5 – Re-Freeze and Water Table Lowering
G.W.T.Extreme Preconsolidation None
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Soft Clay
STAGE 6 – Continued Melting/Lowering, Occasional Contact
G.W.T.
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STAGE 7 – Glacial Lake Stanley!! Sun-Baking and Lowering
G.W.T.
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Very Soft Clay
STAGE 8 –Water Rising After Final Melting, Very Fine/Soft Clays
G.W.T.
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Soft Clay Baked Crus
STAGE 9 –Water Table Lowering and Sun Baking
G.W.T.
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Peat Marshes
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From MDOT’s “Field Manual of Soils Engineering”
Melt-water Clay/Silt Liner
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From MDOT’s “Field Manual of Soils Engineering”
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From MDOT’s “Field Manual of Soils Engineering”
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Soft Clay/Marl
Sedimentary-Amorphous Peat
Fibrous Peat
Woody Peat
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MDOT: Leader in Soft Soil Engineering, see 1920’s TRB proceedingsregarding MDOT swamp embankment research = great work!
Massive Method-B Treatment of Peat Marsh
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No Swamp – Like New
Continuously Breaking Up and Moving over Swamp
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Exposed Piers Due to Bed Degradation
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Pier Failure, California
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RIVER SCOURNormal Flow
Flood Events500 yr. Surface
100 yr. Surface
500 yr. Channel
100 yr. Channel
Water Goes Up-Channel Goes DownWater Goes Down-Channel Fills InHigher Flow Velocity-Bigger Particles Suspended
CONTRACTION SCOUR
Normal Water Surface
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Flood Events500 yr. Surface
100 yr. Surface
LOCAL SCOUR
SCOUR WITH A PIER
The pier is an obstruction to flow. The eddie currents around the pier (small tornado-like features) chew up the channel bottom locally around the pier
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Design Factors:1. Local Scour Depth2. Ship Impact3. Debris Impact4. Ice Impact/Flow5. Vertical/Lateral Loads6. Wind/Earthquake Loading7. Combinations of above
DESIGN FOR SCOUR
Check:1. Stiff enough laterally?2. How deep below scour?3. How to get that deep?4. Abutment Stability
MV
Pv Pl (pin connection)
Soil
Piles
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Abutment Failure in Iowa
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LRFD- Basic Concepts
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# of
Eng
inee
rs
0 1 2Predicted/Actual Load Magnitude
0 1 2Predicted/Actual Soil Resistance
Structures ResearchGeotechnical Research
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# of
Eng
inee
rs
0 1 2Predicted/Actual (Normalized) Values
LRFD Research
Plot shows:Load Factor = 1Resistance Factor = 1
Mix random Geo-Engineer with random Structural Engineer and Failure Probability isrelatively high here.
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# of
Eng
inee
rs
0 1 2Factored Normalized Resistances
Old School FS = 2 Concept
Plot shows:Load Factor = 1Resistance Factor = 0.5
Probability of Failure isrelated to area of small yellow zone
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# of
Eng
inee
rs
0 1 2Factored Normalized Resistances
LRFD Research
Plot shows:Load Factor = 1/0.6 = 1.67 Resistance Factor = 1/1.3 = 0.77
Approx. FS = 1.67/0.77 = 2.17
Probability of Failure isrelated to area of small yellow zone
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# of
Eng
inee
rs
0 1 2Factored Normalized Resistances
Geotechnical ResearchBest Procedure = 1/1.35 0.75Overestimation biased = 1/1.45 0.7Underestimation biased = 1/1.55 0.65
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