design and construction of farmers dam · design and construction of farmers dam doubletree by...
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Kwabena Ofori-Awuah, PE, ENV SP
Virginia Lakes & Watersheds Association
Virginia Water Conference
March 13 – 15, 2016
Design and Construction of Farmers Dam
DoubleTree by Hilton, Richmond-Midlothian
Practice Leader, Geotechnical Engineering
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Water Stress/Scarce
‘Falkenmark indicator’ or ‘water stress
index’.
• It defines water scarcity in terms of the total
water resources that are available to the
population of a region; measuring scarcity as
the amount of renewable freshwater that is
available for each person each year.
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“Water Stress and Water Scarce”
If the amount of renewable water in a
country is
• < 1,700 m3/p/yr, that country is said to be
experiencing water stress;
• <1,000 m3/p/yr - water scarcity;
• <500 m3/p/yr - absolute water scarcity
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“Water Scarce” Country
UN Water Commission Benchmark for
Water Scarcity
• 1000m3/p/yr
Barbados
• 210m3/p/yr
• Classified as Absolutely Water Scarce
Country
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Water Resources
No Naturally Occurring Fresh Water
Bodies/Sources
Few Spring-Fed Streams
Several Watersheds
High Annual Rainfall
• 1016 mm to 1524 mm (40 – 60 inches)
• Generally lost to the ocean with very little
water harvesting
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Topics
StudiesExplorations and
Design
Construction
Finished Product
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Farmers Plantation
Located about
12 km from
Bridgetown
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Farmers Plantation
16 Acres of Rolling Hillside
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Farmers Plantation
Topography Ranges from
• EL 240m to 260m
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Farmers Plantation
Two Spring-Fed Streams
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Why Dam at Farmers Plantation
New Development to spur growth
Source for feeding the water needs for the
New Development
Recreation
• All Pointed to Apes Hill and other future
development
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Engineers
Stantec – H&H Engineers
• Determined Suitability for Impoundment with initial capacity of about 190,000 m3
Stantec – Structural Engineers
• Spillway Design
KCI Technologies, Inc – Geotechnical Engineers
• Embankment Design and Construction Oversight
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General Geology
Oceanic Sediment
• Marine, highly organic
Sediments
• Coral
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Subsurface Exploration Plan
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Subsurface Exploration
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Subsurface Exploration
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Subsurface Exploration
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Recovered Samples
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Laboratory Program
Specific Gravity
Organic Content
Natural Moisture Content
Soil Classification
• Atterberg Limits
• Sieve Analysis
Standard Proctor
1-D Consolidation
Unconsolidated
Undrained Triaxial
USDA
California Bearing Ratio
Permeability
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Dam Geometry
Crest Width – 6 meters
Dam Length – 250 meters
Crest Elevation – EL 250 m asl (8-m high)
Upstream Slope – 4H: 1V
Downward Slopes – 3H:1V
Concrete Spillway (Pipe) with Riser
• Equipped with Non-Rising Screw Spindle
Clay-Coral embankment with HDPE Liner
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Dam Features and Appurtenant
Structures
Armored Sloped Embankment
Dam Service Road
Culvert No. 1 Extension
Culvert No. 2 Extension
Principal Spillway
Pump Station and Water Transfer Pipe
Existing Roadway Improvements
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Evaluations
Dam Geometry
Seepage Evaluations
Settlement Analysis
Stability Evaluations
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Dam Geometry
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Planimetric View of Site
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Profiles From Subsurface Studies
Section A-A’
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Subsurface Profiles Section B-B’
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Subsurface Profiles Section C-C’
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Subsurface Profiles Section D-D’
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Subsurface Profiles Sections E-E’ & F-F’
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Estimated Settlement
Cross Section
Si Sc Ss Stotal(inch) Stot(mm)
A-A’ 0.76 23.43 0.41 24.60 624.8
B-B’ 0.60 19.96 0.25 20.81 528.6
C-C’ 0.43 16.31 0.19 16.91 429.4
Foundation footprint to be undercut and replaced with compacted clay-coral composite
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Seepage Analysis Case 1– No Concrete
Spillway
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Seepage Analysis Case 2 - With Concrete
Spillway and Bedding
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Seepage Analysis Case 3 -– Concrete
Spillway, No Bedding
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Seepage Analyses - Results
Model PermeabilityOf Bedding
Material
Flow Rate per Linear ft of Dam
cm/sec Gals/day Litres/day
Without Spillway
- 6.44 24.39
With Spillway No Bedding
- 6.59 24.93
With Spillway and Bedding
1.00E-03 22.17 83.91
1.00E-04 17.29 65.45
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Slope Stability End of Construction
Minimum FS =1.3
Analysis Condition Minimum of FS
Two-Zone Dam A-A’, Downstream Slope 1.85
Impoundment Slope, D-D’ 2.24
Impoundment Slope, E-E’ 1.54
Impoundment Slope, F-F’ 1.98
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Slope Stability Long-Term Steady State
Conditions
Minimum FS =1.5
Analysis Condition Minimum of FS
Two-Zone Dam A-A’, Downstream Slope 1.48
Impoundment Slope, D-D’ 2.33
Impoundment Slope, E-E’ 1.89
Impoundment Slope, F-F’ 2.22
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Rapid Drawdown
Minimum FS =1.1
Analysis Condition Minimum of FS
Two-Zone Dam A-A’, Downstream Slope 1.75
Impoundment Slope, D-D’ 1.88
Impoundment Slope, E-E’ 1.53
Impoundment Slope, F-F’ 1.93
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Seismic
Minimum FS =1.1
Analysis Condition Minimum of FS
Two-Zone Dam A-A’, Downstream Slope 1.21
Impoundment Slope, D-D’ 1.48
Impoundment Slope, E-E’ 1.15
Impoundment Slope, F-F’ 1.76
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Questions?