BUILDING STRONG®
BOLIVAR DAMGROUT CURTAIN CONSTRUCTION
Muskingum River Basin, OH
AEG Annual MeetingSeptember 2016
Mike Nield, GeologistU.S. Army Corps of Engineers, Huntington WVLRD Dam Safety Production CenterDam Safety Modification Mandatory Center of Expertise
For Official Use Only (FOUO) - Unclassified
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BOLIVAR DAM GROUTING - OUTLINE
A. SITE CONDITIONS
B. GROUT CURTAIN CONSTRUCTION
C. GROUT CURTAIN RESULTS
1. Project Location2. Site Geology3. Past Performance - Seepage
Slide 2 of 67
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MUSKINGUM WATERSHED Located in eastern Ohio,
within Muskingum River Watershed
Muskingum Watershed
OHIO
KYWV
MI
Tuscarawas River
Muskingum River
Walhonding River
USACE Dams
System of 16 USACEdams, most built in 1930’s
Dam/Levee Reevaluation Changing Criteria Poor Performance
During High-Water Events Portfolio of Dams
Prioritization based on Risk Assessments
This system of dams was the nation’s first to impound water for regional flood control
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BOLIVAR DAM
OHIO
MI
Tuscarawas River
Muskingum River
Walhonding River
USACE Dams
Earthen dam, constructed in 1938
Muskingum Watershed
KYWV
BOLIVAR DAM
“Run of River”
Located on Sandy Creek, a tributary of the Tuscarawas River
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Pool of Record – El. 951.630 year event
Dam Left Abutment
Dam Right Abutment)
Dam (main embankment)
Tailwater El. 906(backup from Dover Dam Pool)
BOLIVAR DAM
POOL OF RECORD – JAN 2005
Intake Structure
6,400’ Dam Length 87’ Dam Height (main) Founded Mostly on
Glacial Outwash Left Abutment Founded
on Bedrock
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GEOLOGY
BOLIVAR DAM
Near-horizontal sedimentary rock
Pennsylvanian aged Pottsville Group
Typically joints are high angled with smooth and planar surfaces.
Interbedded sandstone, shale, siltstone, claystonewith thin seams of coal and limestone
Solutioned discontinuities are common in thin limestone units.
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GLACIAL GEOLOGY
BOLIVAR DAM
Unglaciated
Located near the ice margins of Illinoian and Wisconsin glacial periods
Typically, +100 foot thick proglacial soil deposits within valley bottom.
Site geology Influenced by glacial lakes and outwash.
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LOCAL GLACIAL GEOLOGY
Wisconsin Ice Margin
IllinoianIce Margin
BOLIVAR DAM
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(El. 950 to 920 feet) Onsite Borrow Area for seepage blanket extension/augmentation work – downstream of right abutment
Dam Embankment
~200 feetfoundation thickness
~45 ft. terrace thickness
DAM FOUNDATION - PROFILE
Glacial Outwash (sands & gravel) Bedrock
Top of Rock
Bedrock
Left Abutment
Right Abutment
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SEEPAGE DURING FLOOD EVENTS
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Terrace Foundation Sand Eroded Out
Emergency Filter Placement on Terrace
Overflowing relief well nearing inundation by Dover Dam pool
Artesian flow from piezometer even with extension
Flow through open joints in bedrock in left abutment of dam
SEEPAGE DURING FLOOD EVENTS
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Pervious sands, gravels, & cobbles with open work gravel zones as well as thin silt lenses/ layers
highly erodible poorly graded
sands
RISK ASSESSMENT
Continuity of Erodible Sand Layers?
Risk assessment resulted in actionable failure modes (internal erosion through foundation sands) DSAC II rating (urgent)
Tolerable Risk Limit
ACTION WARRANTED
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SEEPAGE BARRIER* 4,519 FEET LONG* UP TO 144 FEET DEEP* 2 FEET MIN. THICK
GROUT CURTAIN* DOUBLE LINE* 394 FEET LONG* 65 FOOT AVG. DEPTH
SEEPAGE REMEDIATION MEASURES SEEPAGE BARRIER & GROUT CURTAIN
INTAKE STRUCTURE
SPILLWAY
UPSTREAM
DOWNSTREAM
STILLING BASIN
DAM
DAM
COMPLETED REMEDIATION MEASURESSlope FiltersDownstream Filter BermsRehab Relief WellsADAS Instrumentation
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BOLIVAR DAM GROUTING - OUTLINE
A. SITE CONDITIONS
B. GROUT CURTAIN CONSTRUCTION
C. GROUT CURTAIN RESULTS
1. Project Location2. Site Geology3. Past Performance - Seepage
1. Potential Failure Mode2. Grout Curtain Design3. Construction Methods
Slide 23 of 67
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STILLING BASIN
INTAKE STRUCTURE
APPROXIMATE LOCATION OF SEEPAGE BARRIER
BEDROCK SEEPAGE – LOCATION
LEFT ABUTMENT
HYPOTHETICAL SEEPAGE PATHS
FLOOD EVENT
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2005 FLOOD EVENT 1991 FLOOD EVENT
BEDROCK SEEPAGE – LEFT ABUTMENT
LOCATION ABOVE STILLING BASIN
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LIMESTONE
LEFT ABUTMENT – GEOLOGY
TOP OF ROCK
Soil: (colluvium – fines w/ rock frag.) approx. 16’ thick Bedrock: Near horizontal, interbedded, sedimentary bedrock Two thin limestone units (Upper and Lower Mercer Limestone)
Profile Along Grout Curtain Centerline – Looking Upstream
SOIL
BEDROCKOUTLET TUNNELS
SPILLWAY
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UPPER AND LOWER MERCER LIMESTONE
DOWN-THE-HOLE CAMERA IMAGESOPEN FRACTURES AT SURFACE
SEEPAGE DURING FLOOD EVENT
LOWER MERCER LIMESTONE
Limestone Units: thin (3’ to 5’ thick), regionally continuous, very hard, high UCS (as high as 32,000 psi).
Joints: high angle, solutioned, approx. 5’ spacing, joint set at 90o, interconnected, avenues for groundwater flow.
Bedding planes: low angle, open, solutioned and continuous.
Exposed in stilling basin and spillway.
Feet
HIGH ANGLED JOINT
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UPPER MERCER LIMESTONE
LOWER MERCER LIMESTONE
LIMESTONE EXCAVATION / OUTCROP
STILLING BASIN – CONSTRUCTION PHOTO (1936)
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STILLING BASIN
INTAKE STRUCTURE APPROXIMATE
LOCATION OF SEEPAGE BARRIER
BEDROCK SEEPAGE – POTENTIAL FAILURE MODE
EXISTING SPILLWAY SILL GROUT CURTAIN (1989)
LEFT ABUTMENT
SCOUR/EROSION OF DAM EMBANKMENT
HYPOTHETICAL SEEPAGE PATHS
FLOOD EVENT
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STILLING BASIN
INTAKE STRUCTURE APPROXIMATE
LOCATION OF SEEPAGE BARRIER
BEDROCK SEEPAGE – REMEDIATION
EXISTING SPILLWAY SILL GROUT CURTAIN (1989)
LEFT ABUTMENT
HYPOTHETICAL SEEPAGE PATHS
LOCATION OF GROUT CURTAIN
FLOOD EVENT
EXTEND SEEPAGE BARRIER KEYED INTO BEDROCK
REDUCED GROUNDWATER VELOCITY
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GROUT CURTAIN – GENERAL DESIGN
PLAN VIEW
GROUT CURTAIN (394’ LENGTH)
SEEPAGE BARRIER
EXISTING SPILLWAY GROUT CURTAIN (1989)
10’ OVERLAPOVERLAP
400’ length grout curtain
N
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GROUT CURTAIN – GENERAL DESIGN Double line grout curtain, 10’ spacing between grout lines
All Primary and Secondary holes were grouted. Higher order grout holes were split spaced, when needed.
3” diameter grout holes
400’ length grout curtain
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GROUT CURTAIN – GENERAL DESIGN
1000
950
900
4+00G3+00G2+00G1+00G0+00G64+00B63+00B62+00B
Existing Spillway
Existing TunnelsBedrock
Soil
Top of RockTop of Ground
Seepage Barrier
Shale, Siltstone & Coal Sandstone LimestoneSoil (colluvium)
Grout Curtain (1989)
BOTTOM OF CURTAIN (elev. 924)
BOTTOM OF ZONE (elev. 950)
ZONE 1
ZONE 2
Double line grout curtain, 10’ spacing between grout lines 3” diameter grout holes
65’ depth, bottom elev. 924 (below limestone units) Two zones (treat upper and lower limestones separately)
400’ length grout curtain
GEOLOGIC PROFILE – LEFT ABUTMENT (looking upstream)
All Primary and Secondary holes were grouted. Higher order grout holes were split spaced, when needed.
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1000
950
900
4+00G3+00G2+00G1+00G0+00G64+00B63+00B62+00B
Grout Holes
Existing Spillway
Existing TunnelsBedrock
Soil
Top of RockTop of Ground
Seepage Barrier
Shale, Siltstone & Coal Sandstone LimestoneSoil (colluvium)
Downstream holes inclined 30o toward spillway (intersect high angled joints)
Double line grout curtain, 10’ spacing between grout lines 400’ length grout curtain.
3” diameter grout holes
65’ depth, bottom elev. 924 (below limestone units) Two zones (treat upper and lower limestones separately)
GROUT CURTAIN – GENERAL DESIGN
Grout Curtain (1989)
GEOLOGIC PROFILE – LEFT ABUTMENT (looking upstream)
All Primary and Secondary holes were grouted. Higher order grout holes were split spaced, when needed.
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1000
950
900
4+00G3+00G2+00G1+00G0+00G64+00B63+00B62+00B
Grout Holes
Existing Spillway
Existing TunnelsBedrock
Soil
Top of RockTop of Ground
Seepage Barrier
Shale, Siltstone & Coal Sandstone LimestoneSoil (colluvium)
Upstream holes inclined 30o toward dam/valley (intersect high angled joints) Downstream holes inclined 30o toward spillway (intersect high angled joints)
GROUT CURTAIN – GENERAL DESIGN
Grout Curtain (1989)
GEOLOGIC PROFILE – LEFT ABUTMENT (looking upstream)
Double line grout curtain, 10’ spacing between grout lines 400’ length grout curtain.
All Primary and Secondary holes were grouted. Higher order grout holes were split spaced, when needed.
3” diameter grout holes
65’ depth, bottom elev. 924 (below limestone units) Two zones (treat upper and lower limestones separately)
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CONSTRUCTION Contract awarded to Treviicos
Seepage Barrier: panel method, excavated with hydromill, backfilled with low strength concrete
Grout Curtain: subcontracted to TerraFirm
Construction Award Cost: $44 million
Notice to Proceed Date: May 2014
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ClaystoneUpper Limestone
InterbeddedSH/SS/Coal
InterbeddedSH/SS/Coal
Not to Scale
TYPICAL GROUT HOLE
Top of Rock
Lower Limestone
Soil
Top of Ground
Temporary Casing
Grout Seal
DRILLING THROUGH SOIL & INSTALL CASING Grouting was subcontracted to Terra Firm Hole location and drill mast orientation was surveyed Auger drilling method through soil without drilling
fluids, used crawler-mounted Davey Kent drills Installed temporary casing (PVC pipe) Place grout seal and grout annulus in two lifts
AUGER DRILL RIG
CASING
SURVEY
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ClaystoneUpper Limestone
InterbeddedSH/SS/Coal
InterbeddedSH/SS/Coal
Not to Scale
Top of Rock
Lower Limestone
Soil
Top of Ground
Temporary Casing
Grout Seal
924
TYPICAL GROUT HOLE
DRILLING THROUGH BEDROCK Water actuated down-hole hammer with crawler-mounted Gill Beetle drills Drill 3” diameter hole Bottom of grout curtain at elev. 924 Maximum drill length of 115’ Inclination 0o to 70o from vertical Hole sidewalls were cleaned Hole deviation was measured using
Boretrak or Gyroshot
DOWN-HOLE-HAMMER DRILL RIG
BORETRAK
CLEANING NOZZLE
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ClaystoneUpper Limestone
InterbeddedSH/SS/Coal
InterbeddedSH/SS/Coal
Not to Scale
Top of Rock
Lower Limestone
Soil
Top of Ground
Temporary Casing
Grout Seal
924
924
ZONE 1
ZONE 2
950Packer
To Water Pump
TYPICAL GROUT HOLE
PRESSURE TESTING Two Zones to treat upper and lower
limestone units separately Upstage grouting – preferred method Set double packer within zone Pressure is limited during pressure
testing and grouting to prevent hydraulic jacking
Computer monitored, using pressure transducers and flow meters
PRESSURE TEST CART
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ClaystoneUpper Limestone
InterbeddedSH/SS/Coal
InterbeddedSH/SS/Coal
Not to Scale
Top of Rock
Lower Limestone
Soil
Top of Ground
Temporary Casing
Grout Seal
924
924
ZONE 1
ZONE 2
950Packer
Grout Filled Fractures
To Grout Mixer
TYPICAL GROUT HOLE
GROUTING Six balanced stabilized grout mixes (range of viscosity and specific
gravity, <1% bleed, <0.05 Pressure Filtration, <16hr final set) Computer monitored grouting and pressure testing (Jean Lutz system) Typically start with thinner mixes and
incrementally increase viscosity Grouting refusal set at 0.5 gal/min
GROUT PLANT
GROUT MONITORING
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ClaystoneUpper Limestone
InterbeddedSH/SS/Coal
InterbeddedSH/SS/Coal
Not to Scale
Top of Rock
Lower Limestone
Soil
Top of Ground
Temporary Casing
Grout Seal
924
Void
TYPICAL GROUT HOLE
DOWNSTAGE GROUTING Downstage grouting if significant
drill water loss is encountered (+50%), indicating open foundation conditions.
Stage is pressure tested and grouted prior to deepening the hole.
924
950
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BOLIVAR DAM GROUTING - OUTLINE
A. SITE CONDITIONS
B. GROUT CURTAIN CONSTRUCTION
C. GROUT CURTAIN RESULTS1. Grout Takes2. Closure Criteria3. Lessons Learned
1. Potential Failure Mode2. Grout Curtain Design3. Construction Methods
Slide 42 of 67
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GROUT RECORDS – UPSTREAM LINE
GROUT PROFILE – PRIMARY & SECONDARY HOLES(looking downstream)
ZONE 1
ZONE 2
950
924
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GROUT RECORDS – UPSTREAM LINE
Shale, Siltstone & Coal Sandstone LimestoneSoil (colluvium)
Downstage GroutingSeepage Barrier
GROUT PROFILE – PRIMARY & SECONDARY HOLES(looking downstream)
ZONE 1
ZONE 2
924
950
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GROUT RECORDS – DOWNSTREAM LINE
GROUT PROFILE – PRIMARY & SECONDARY HOLES(looking downstream)
ZONE 1
ZONE 2
950
924
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GROUT RECORDS – DOWNSTREAM LINE
Shale, Siltstone & Coal Sandstone LimestoneSoil (colluvium)
Downstage GroutingSeepage Barrier
GROUT PROFILE – PRIMARY & SECONDARY HOLES(looking downstream)
ZONE 1
ZONE 2
950
924
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Soil (colluvium)
GROUT PLACEMENT – DOWNHOLE IMAGES
Shale, Siltstone & Coal Sandstone Limestone
Seepage Barrier
GEOLOGIC PROFILE – SHOWING DOWNSTAGE GROUT (looking downstream)
0+00 -0+500+501+502+002+503+003+50 1+004+00
1000
950
900
1000
950
900
Downstage Grouting
ZONE 1
ZONE 2950
UPP
ER M
ERC
ER L
IMES
TON
E
924
HOLE P140U - 30o21’
25’
26’
22’
23’
24’
CLA
YSTO
NE
GROUT
GROUT
CLA
YSTO
NE
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GROUT PLACEMENT – DOWNHOLE IMAGES
Shale, Siltstone & Coal Sandstone LimestoneSoil (colluvium)
Seepage Barrier
GEOLOGIC PROFILE – SHOWING DOWNSTAGE GROUT (looking downstream)
0+00 -0+500+501+502+002+503+003+50 1+004+00
1000
950
900
1000
950
900
Downstage Grouting
ZONE 1
ZONE 2950
924
HOLE P140U - 30o
GROUT
GROUT
56’
59’
57’
58’
60’
61’
LOW
ER M
ERC
ER L
IMES
TON
EC
LAYS
TON
E
BUILDING STRONG®
GROUT PLACEMENT – DOWNHOLE IMAGES
Shale, Siltstone & Coal Sandstone LimestoneSoil (colluvium)
Seepage Barrier
GEOLOGIC PROFILE – SHOWING DOWNSTAGE GROUT (looking downstream)
0+00 -0+500+501+502+002+503+003+50 1+004+00
1000
950
900
1000
950
900
Downstage Grouting
ZONE 1
ZONE 2950
924
GROUT
GROUT
LOW
ER M
ERC
ER L
IMES
TON
ESH
ALE
53’
56’
54’
55’
57’
HOLE P190U - 30o
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GROUT PLACEMENT – DOWNHOLE IMAGES
Shale, Siltstone & Coal Sandstone LimestoneSoil (colluvium)
Seepage Barrier
GEOLOGIC PROFILE – SHOWING DOWNSTAGE GROUT (looking downstream)
0+00 -0+500+501+502+002+503+003+50 1+004+00
1000
950
900
1000
950
900
Downstage Grouting
ZONE 1
ZONE 2950
924
GROUT
GROUT
23’
26’
24’
25’
27’
28’
UPP
ER M
ERC
ER L
IMES
TON
EC
LAYS
TON
E
HOLE T145U - 30o
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Grout Curtain - Closure Criteria
Specified criteria for split-spaced higher-order grout holes was grout take being greater than 100 gallons.
Sequential reduction of grout takes and pressure test values for higher order grout holes (reduction in bedrock permeability).
Additional criteria for split-spacing by reviewing pressure test results of the highest-order grout holes to determine a risk-based and practical upper bound values (lugeonvalues).
Specified criteria for refusal during grouting was 0.5 gallons per minute.
Specified that Primary and Secondary holes were to be drilled, pressure tested and grouted (min. 10’ spacing).
Consensus from a cadre of professionals, upon review of data.
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0+00 G0+50 G1+00 G2+00 G2+50 G 1+50 G3+00 G3+50 G900
950
BOTTOM OF GROUT CURTAIN 924
TOP OF GROUND
900
1,000
TOP OF ROCKZONE 1
ZONE 2
1,000
Review of Pressure Test Results – Zone 2
SPILLWAY
OUTLET TUNNELS
ZONE BOUNDARY 950
SOILDAM
Profile - Grout Curtain
SEEPAGE BARRIER WALL
950
Upper bound Lugeon value of 10 for highest-order, pre-grouted holes (marginally groutable). Final average Lugeon value below 5 Resulted in adding 10 Higher-Order holes.
Seepage within Zone 2 has a higher probability of dam failure than Zone 1. Higher hydraulic gradient Increased frequency of pools Longer pool duration
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0+00 G0+50 G1+00 G2+00 G2+50 G 1+50 G3+00 G3+50 G900
950
BOTTOM OF GROUT CURTAIN 924
TOP OF GROUND
900
1,000
TOP OF ROCKZONE 1
ZONE 2
1,000
SPILLWAY
OUTLET TUNNELS
ZONE BOUNDARY 950
SOILDAM
Profile - Grout Curtain
SEEPAGE BARRIER WALL
950
Review of Pressure Test Results – Zone 1
Seepage within Zone 1 has a lower probability of dam failure than Zone 2. Lower hydraulic gradient Decreased frequency of pools Shorter pool duration
Upper bound Lugeon value of 35 for highest-order grouted holes from sta 0+00G to 2+00G. Final average Lugeon value below 20 (higher than typical criteria) Resulted in adding 12 Higher Order holes.
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Upstream Grout Curtain – All Holes
0+00 G0+50 G1+00 G2+00 G2+50 G 1+50 G3+00 G3+50 G900
950
900
950
1,0001,000
Primary (20’)Secondary (10’)Tertiary (5’)Quaternary (2.5’)Quinary (1.25’)
Profile - Upstream Grout Curtain
Average hole spacing = 4.7’ 102 Total Holes, 50 Primary & Secondary, 52 Higher Order Holes Primary through Quinary Holes Approximately 4,600’ of grouted holes in bedrock 115,700 gal of grout
ZONE 1
ZONE 2
SOIL
TOP OF GROUND
TOP OF ROCK
ZONE BOUNDARY 950
BOTTOM OF GROUT CURTAIN 924
SPILLWAY
DAM
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Upstream Curtain – Zone 2 – Closure – Higher Risk
0+00 G0+50 G1+00 G2+00 G2+50 G 1+50 G3+00 G3+50 G900
950
900
950
1,0001,000
Q01
2.5U
T025
UQ
017.
5U
T035
UQ
042.
5UQ
047.
5UT0
55U
Q06
2.5U
Q06
7.5U
T075
U S030
U
QU
283.
8U
Q08
2.5U
Q08
7.5U
T095
U
T105
UT1
15U
T145
U
T155
U
S130
U
T175
U
T185
U
T195
UT2
05U
T215
U
T225
U
T165
U
T235
UT2
45U
T255
U
T275
U
T295
UQ
287.
5U
QU
281.
3U
S379
F0U
S377
F20U
S379
F40U
S377
F60U
T085
U
T045
U
Q26
2.5U
Q26
7.5U
0.8
11
0 –5 Lugeon5 -10 Lugeon10 –15 Lugeon+ 15 Lugeon
6
3.6 2.20.9
14 11
12
10 910 9
0.4 0.3
2.4 1.3
2.9
3
8.1 90
1.4
0.8 4.1
Primary (20’)Secondary (10’)Tertiary (5’)Quaternary (2.5’)Quinary (1.25’)
1.6 1
4.4
1.4 0.8
1.91.33.3
2.8
1.73.1 1.8
1.8
4.6 3.6
2.31.1 1.6
S303
F-40
UQ
302F
-27.
5UQ
301F
-22.
5UT3
00.5
F-15
UQ
301F
12.5
UQ
300F
17.5
US3
01F0
UT3
00.5
F25U
8
17
LUGEON VALUES FROM PRE-GROUTED PRESSURE TESTS
Foundation Condition Median (Lu)
Average(Lu)
Standard Deviation
Hydraulic Conductivity
(cm/sec)Before Grouting(U/S primary holes) 15.5 30.8 35 4x10-4
Nearly Completed Grouting (highest-order grout holes) 2.4 3.9 3.7 5X10-5
Profile - Upstream Curtain – Highest-Order Grout Holes Only
Upper Bound Criteria = 10 Lu
BUILDING STRONG®
Upstream Curtain – Zone 1 – Closure – Low Risk
0+00 G0+50 G1+00 G2+00 G2+50 G 1+50 G3+00 G3+50 G900
950
900
950
1,0001,000
Q01
2.5U
T025
UQ
017.
5U
T035
UQ
042.
5UQ
047.
5UT0
55U
Q06
2.5U
Q06
7.5U
T075
U S030
U
QU
283.
8U
Q08
2.5U
Q08
7.5U
T095
U
T105
UT1
15U
T145
U
T155
U
S130
U
T175
U
T185
U
T195
UT2
05U
T215
U
T225
U
T165
U
T235
UT2
45U
T255
U
T275
U
T295
UQ
287.
5U
QU
281.
3U
S379
F0U
S377
F20U
S379
F40U
S377
F60U
T085
U
T045
U
Q26
2.5U
Q26
7.5U
8
36
0 –10 Lugeon10 -35 Lugeon35 –40 Lugeon+ 40 Lugeon
29
0.7
20 18
41 26
2.9
20 50
82
7 54
272.6 36
S303
F-40
UQ
302F
-27.
5UQ
301F
-22.
5UT3
00.5
F-15
UQ
301F
12.5
UQ
300F
17.5
US3
01F0
UT3
00.5
F25U
33
24
15
13
6
29
33
323.7
8
67
12311.8
2.1
29
624212091.22.2
43
4418
21.44.1
3.6
2.32.2
45
Primary (20’)Secondary (10’)Tertiary (5’)Quaternary (2.5’)Quinary (1.25’)
LUGEON VALUES FROM PRE-GROUTED PRESSURE TESTS
Foundation Condition Median (Lu)
Average (Lu)
Standard Deviation
Hydraulic Conductivity
(cm/sec)Before Grouting(U/S primary holes) 56.6 441 1,123 5x10-3
Nearly Completed Grouting (highest-order grout holes) 16.9 18.4 16.4 2X10-4
Profile - Upstream Curtain – Highest-Order Grout Holes Only
Upper Bound Criteria = 35 Lu
BUILDING STRONG®
0+00 G0+50 G1+00 G2+00 G2+50 G 1+50 G3+00 G3+50 G900
950
900
1,0001,000
Downstream Grout Curtain – All Holes
SPILLWAY
Primary (20’)Secondary (10’)Tertiary (5’)Quaternary (2.5’)Quinary (1.25’)
DAM
950
Profile - Downstream Grout Curtain
Average hole spacing = 7.7’ 68 Total Holes, 46 Primary & Secondary, 22 Higher Order Holes Primary through Quaternary Holes Approximately 3,100’ of grouted hole in bedrock 12,800 gal of grout
ZONE 1
ZONE 2
SOIL
TOP OF GROUND
TOP OF ROCK
ZONE BOUNDARY 950
BOTTOM OF GROUT CURTAIN 924
BUILDING STRONG®
0+00 G0+50 G1+00 G2+00 G2+50 G 1+50 G3+00 G3+50 G900
950
900
1,000
SPILLWAY
S-00
9F10
DS-
007F
30D
S010
D
S150
D
T025
D
S090
D
S050
D
T035
D
S070
D
T135
DT1
25D
Q11
2.5D
T105
D
Q11
7.5D
S270
D
T165
D
T175
D
Q19
7.5D
T185
DQ
192.
5D
S250
D
S230
D
S210
D
Q29
2.5D
T285
D
Q29
7.5D
S301
F-40
D
S376
F60D
S377
F20D
S379
F40D
T378
.5F5
DT3
84F0
D
S030
D
0.6 2.5 0.9 0.5 1.3 1.2 3 0.8 4.310 9 715 137
2 3.7
10 0.9
0.6
2.2 0.7
0.7
2.7 4
0.311 0 1.2
517
Downstream Curtain – Zone 2 – Closure – Higher Risk
0.8
11
0 –5 Lugeon5 -10 Lugeon10 –15 Lugeon+ 15 Lugeon
6
Primary (20’)Secondary (10’)Tertiary (5’)Quaternary (2.5’)Quinary (1.25’)
17
950
LUGEON VALUES FROM PRE-GROUTED PRESSURE TESTS
Foundation Condition Median (Lu)
Average(Lu)
Standard Deviation
Hydraulic Conductivity
(cm/sec)Before Grouting(U/S primary holes) 15.5 30.8 35 4x10-4
Nearly Completed Grouting (highest-order grout holes) 2.6 4.5 4.7 6X10-5
Profile - Downstream Curtain – Highest-Order Grout Holes Only
Upper Bound Criteria = 10 Lu
BUILDING STRONG®
0+00 G0+50 G1+00 G2+00 G2+50 G 1+50 G3+00 G3+50 G900
950
900
1,000
SPILLWAY
S-00
9F10
DS-
007F
30D
S010
D
S150
D
T025
D
S090
D
S050
D
T035
D
S070
D
T135
DT1
25D
Q11
2.5D
T105
D
Q11
7.5D
S270
D
T165
D
T175
D
Q19
7.5D
T185
DQ
192.
5D
S250
D
S230
D
S210
D
Q29
2.5D
T285
D
Q29
7.5D
S301
F-40
D
S376
F60D
S377
F20D
S379
F40D
T378
.5F5
DT3
84F0
D
S030
D
8
36
0 –10 Lugeon10 -35 Lugeon35 –40 Lugeon+ 40 Lugeon
29
45
Primary (20’)Secondary (10’)Tertiary (5’)Quaternary (2.5’)Quinary (1.25’)
9501.4 2713
15 2812 31 22 17 260.9
0.7
0.82
0
651
48 46 52 1115
0
16 1210
772.4
1.72.7
Downstream Curtain – Zone 1 – Closure – Low Risk
Profile - Downstream Grout Curtain
LUGEON VALUES FROM PRE-GROUTED PRESSURE TESTS
Foundation Condition Median (Lu)
Average (Lu)
Standard Deviation
Hydraulic Conductivity
(cm/sec)Before Grouting(U/S primary holes) 56.6 441 1,123 5x10-3
Nearly Completed Grouting (highest-order grout holes) 11.9 15.8 16.0 2X10-4
Profile - Downstream Curtain – Highest-Order Grout Holes Only
Upper Bound Criteria = 35 Lu
BUILDING STRONG®
Grout Placed – All Holes
0
20,000
40,000
60,000
80,000
Grout Placed - All Holes (gal)
Downstream Upstream
GROUT PLACED - All Holes (gal)Upstream Downstream subtotal
Primary 78,627 8,453 87,081Secondary 33,953 3,412 37,365Tertiary 2,421 857 3,278Quaternary 588 80 668Quinary 81 81
subtotal: 115,671 12,802
128,473:Total Grout Placed (gal)
0
20
40
60
80
PrimarySecondary Tertiary
QuaternaryQuinary
Grout Placed Per Linear Foot (gal/lf)
Downstream Upstream
GROUT PLACED PER LINEAR FOOT (gal/lf)Upstream Downstream subtotal
Primary 63.66 7.61 37.12Secondary 30.89 3.13 17.07Tertiary 1.64 1.43 1.58Quaternary 0.89 0.27 0.80Quinary 0.80 0.80
subtotal: 25.26 4.13
16.73:Grout Placed Per Linear Foot (gal/lf)
Total Cement Placed (cf): 8,659 Cement Placed per LF (cf/lf): 1.13 (estimated 0.33)
BUILDING STRONG®
Grout Placed – Grout Line/Zone
0
20,000
40,000
60,000
80,000
Grout Placed - Upstream Line (gal)
Zone 2 Zone 1
GROUT PLACED - UPSTREAM LINE (gal)Zone 1 Zone 2 subtotal
Primary 52,014.1 26,613.3 78,627Secondary 11,973.9 21,979.4 33,953Tertiary 723.5 1,697.7 2,421Quaternary 319.8 268.5 588Quinary 14.4 66.4 81
subtotal: 65,046 50,625
115,671:Total Grout Placed - Upstream (gal)
0
2,000
4,000
6,000
8,000
10,000
Grout Placed - Downstream Line (gal)
Zone 2 Zone 1 Grout Placed: 54% Zone 1, 46% Zone 2 Grout Placed: 90% Upstream Line, 10% Downstream
GROUT PLACED - DOWNSTREAM LINE (gal)Zone 1 Zone 2 subtotal
Primary 2,671 5,782 8,453Secondary 1,069 2,343 3,412Tertiary 167 690 857Quaternary 8 72 80Quinary 0
subtotal: 3,916 8,887
12,802:Total Grout Placed - Downstream (gal)
BUILDING STRONG®
Pressure Test & Downstages
0
20
40
60
PrimarySecondary Tertiary
QuaternaryQuinary
Pre-grouted Pressure Test (Median Lu)
Downstream Upstreasm
PRESSURE TEST - MEDIAN LUGEONUpstream Downstream
Primary 41.5 17.4Secondary 28.5 15.0Tertiary 8.9 8.6Quaternary 7.9 1.5Quinary 2.3
01020
30
40
50
60
PrimarySecondary Tertiary
QuaternaryQuinary
Total Number of Downstages (ea)
Downstream Upstream
TOTAL NUMBER OF DOWNSTAGES (ea)Upstream Downstream subtotal
Primary 57 7 64Secondary 18 5 23Tertiary 3 3Quaternary 0Quinary 0
subtotal: 78 12
90:Total Number of Downstages (ea)
80% of grout placed during downstaging
BUILDING STRONG®
Grout Placed – Grout Mix
0
2
4
6
Mix A Mix B Mix C Mix D Mix E Mix F
Grout Placed – Downstream Line - By Mix (gal/lf)
Quinary Quaternary Tertiary Secondary Primary
GROUT PLACED - UPSTREAM LINE - BY MIX (gal/lf)Mix A Mix B Mix C Mix D Mix E Mix F
(36 sec) (41 sec) (58 sec) (127 sec) (high gum) (sanded)
Primary 23.42 13.50 7.75 5.47 1.93 11.58Secondary 10.46 5.25 2.97 1.75 1.25 9.21Tertiary 1.60 0.04Quaternary 0.89Quinary 0.80
0
5
10
15
20
25
Mix A1 Mix B Mix C Mix D Mix E Mix F
Grout Placed - Upstream Line -By Mix (gal/lf)
Quinary Quaternary Tertiary Secondary Primary
GROUT PLACED - DOWNSTREAM LINE - BY MIX (gal/lf)Mix A Mix B Mix C Mix D Mix E Mix F
(36 sec) (41 sec) (58 sec) (127 sec) (high gum) (sanded)
Primary 5.11 1.70 0.59 0.10Secondary 1.90 0.44 0.19Tertiary 1.43Quaternary 0.27Quinary
BUILDING STRONG®
Grouting Quantities
DESCRIPTION UNITORIGINAL QUANTITY (+ mod 28)
FINAL ESTIMATED QUANTITY
PERCENT (+/-)
Drilling and Grouting - Mobilization and Demobilization JOB 1 1 0
Hole Drilling in Overburden and Casing Installation LF 2,200 2,122 -4
Hole Drilling in Rock LF 7,070 8,889 26
Hole Re-Drilling LF 2,100 1,071 -49
Reconnections for Downstaging EA 55 86 56
Pressure Testing EA 321 446 39
Optical Televiewer Survey LF 580 243 -58
Placing Grout HR 240 426 78
Stand-by Time for Grouting HR 17 0 -100
Portland Cement In Grout CF 2,400 8,712 263
Sand in Grout LBS 4,465 84,365 1789
Bentonite in Grout LBS 5,850 22,397 283
Admixtures in Grout GAL 510 4,790 839
Modification 0028 expanded the scope of the grout curtain, as a result of IEPR comments.Quantities are approximate and have not been finalized at the time of this presentation.
BUILDING STRONG®
Lessons Learned
“You’re done when you’re done” (need for closure criteria)
“Been There – Done That” doesn’t always apply to “Being Here – Doing This”
“I don’t need no stinking Microsoft Access” (need for data management)
“We’ve rarely use a sanded mix” (estimating quantities)
Only one more slide!
BUILDING STRONG®
FINALIZING SITE WORK
GROUT CURTAIN COMPLETED NOVEMBER 2015
SEEPAGE BARRIER & GROUTING: STATUS
SEEPAGE BARRIER COMPLETED APRIL 2016
BUILDING STRONG®Marietta OH1913 Flood
BOLIVAR DAMGROUT CURTAIN CONSTRUCTION
Muskingum River Basin, OH
Thank you!