Baldhill_Dam_Joint_Repair_Geotechnical_Report_W912ES19T0115.pdf
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Baldhill Dam Joint Repair Geotechnical Report W912ES19T0115
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CONCRETE CORING AND TESTING
BALDHILL DAM FACILITY
VALLEY CITY, NORTH DAKOTA
PREPARED FOR:
U.S. ARMY CORPS OF
ENGINEERS-ST. PAUL DISTRICT
JUNE 15, 2018
CEC PROJECT NO. 18217
CONCRETE CORING AND TESTING
BALDHILL DAM FACILITY
VALLEY CITY, NORTH DAKOTA
PREPARED FOR:
U.S. ARMY CORPS OF ENGINEERS-ST. PAUL DISTRICT
JUNE 15, 2018
CEC PROJECT NO. 18217
Prepared By:
COLEMAN ENGINEERING COMPANY
635 Circle Drive Iron Mountain, Michigan 49801
TABLE OF CONTENTS
PAGE #
I. INTRODUCTION
II. FIELD PROCEDURES
III. LABORATORY PROCEDURES
IV. LIMITATIONS OF SUBSURFACE EXPLORATION
APPENDIX
APPENDIX A. PROJECT LOCATION
Project Location Drawing Core Location Drawing
APPENDIX B. CORING LOGS
APPENDIX C. PHOTOGRAPHS
Field Coring Concrete Cores
APPENDIX D. INFILTRATION TESTING
APPENDIX E. PETROGRAPHIC EXAMINATION
APPENDIX F. COMPRESSIVE STRENGTH
APPENDIX A
PROJECT LOCATION
Project Location Drawing Core Location Drawing
APPENDIX B
CORING LOGS
13.2Run 11 CONCRETE, gray, rounded to subangular aggregate, max. aggregate size 2", air voids throughout with max size of 3/8", fresh to slightly weathered joints at 2.2', 5.5', 11.6' and 12.0'
13.4'
End of Coring
DRILLING METHOD:
C. Rasmussen hours
(tsf)
13.4BORING DEPTH:
JOB NO.:
B-1-1
HOLE CLOSURE:
CLIENT:
Sta. 17+38.2, 27" SW of gate seal - See soil coring location drawing
-3ST-3" Shelby Tube
(tsf) -4
-2ST-2" Shelby Tube
BORING NO.:
COMMENTS
18217.GPJ
BORING NO.:
+4
W A
T E
R T
A B
L E
OF
DRILL CREW:
6/1/18
-2SS-2" Split Spoon
RIG TYPE:
DATE COMPLETED:
-AS-Auger Sample while drilling
588 Non-Shrink Grout
-PS-Piston Tube
D E
P T
H
F T
R E
C O
V E
R Y
SOIL DESCRIPTION
1249.30 +/-ELEV.:
5/1/18 5/2/18 qa qu
BORING LOCATION:
1249.3
1244.3
1239.3
1234.3
1229.3
B L
O W
S /6
N
TEST RESULTS
S P
T V
A L
U E
S
E L
E V
(F
T after
-RC-Rock-Core
SAMPLE
REVIEWED BY:
B-1-1
Con-Cor / CEC
DATE STARTED:
Telephone: (906)-774-3440 Fax: (906)-774-7776
COLEMAN ENGINEERING COMPANY
635 CIRCLE DRIVE
IRON MOUNTAIN, MICHIGAN 49801
TLL
PL
C O
N T
E N
T
DATE:
PROJECT:
4" Single Tube Coring
M O
IS
T
U R
E
-200
U.S. Army Corps of Engineers
L E
G E
N D
-3SS-3" Split Spoon
240 volt Electric Coring Machine
(tsf) after drilling
-GS-Grab Sample
N U
M B
E R
Baldhill Dam
-MC-Macrocore
13.3Run 11 CONCRETE, gray, rounded to subangular throughout with max size of 3/8", fresh to slightly weathered joints at 0.2', 2.2', 3.8', 6.4' and 9.0'
13.4'
End of Coring
DRILLING METHOD:
C. Rasmussen hours
(tsf)
13.4BORING DEPTH:
JOB NO.:
B-1-2
HOLE CLOSURE:
CLIENT:
Sta. 17+46, 27" SW of gate seal - See soil coring location drawing
-3ST-3" Shelby Tube
(tsf) -4
-2ST-2" Shelby Tube
BORING NO.:
COMMENTS
18217.GPJ
BORING NO.:
+4
W A
T E
R T
A B
L E
OF
DRILL CREW:
6/1/18
-2SS-2" Split Spoon
RIG TYPE:
DATE COMPLETED:
-AS-Auger Sample while drilling
588 Non-Shrink Grout
-PS-Piston Tube
D E
P T
H
F T
R E
C O
V E
R Y
SOIL DESCRIPTION
1249.30 +/-ELEV.:
5/2/18 5/3/18 qa qu
BORING LOCATION:
1249.3
1244.3
1239.3
1234.3
1229.3
B L
O W
S /6
N
TEST RESULTS
S P
T V
A L
U E
S
E L
E V
(F
T after
-RC-Rock-Core
SAMPLE
REVIEWED BY:
B-1-2
Con-Cor / CEC
DATE STARTED:
Telephone: (906)-774-3440 Fax: (906)-774-7776
COLEMAN ENGINEERING COMPANY
635 CIRCLE DRIVE
IRON MOUNTAIN, MICHIGAN 49801
TLL
PL
C O
N T
E N
T
DATE:
PROJECT:
4" Single Tube Coring
M O
IS
T
U R
E
-200
U.S. Army Corps of Engineers
L E
G E
N D
-3SS-3" Split Spoon
240 volt Electric Coring Machine
(tsf) after drilling
-GS-Grab Sample
N U
M B
E R
13.1Run 11 CONCRETE, gray, rounded to subangular throughout with max size of 3/8", fresh to slightly weathered joints at 0.1', 0.2', 2.2', 3.3', 4.5', 5.5', 6.3', 7.3', 7.9', 8.6', 9.5', 10.6', 12.2', 13.1'
13.4'
End of Coring
Driller's note: Core came out of hole in small pieces
DRILLING METHOD:
C. Rasmussen hours
(tsf)
13.4BORING DEPTH:
JOB NO.:
B-1-3
HOLE CLOSURE:
CLIENT:
Sta. 17+54, 27" SW of gate seal - See soil coring location drawing
-3ST-3" Shelby Tube
(tsf) -4
-2ST-2" Shelby Tube
BORING NO.:
COMMENTS
18217.GPJ
BORING NO.:
+4
W A
T E
R T
A B
L E
OF
DRILL CREW:
6/1/18
-2SS-2" Split Spoon
RIG TYPE:
DATE COMPLETED:
-AS-Auger Sample while drilling
588 Non-Shrink Grout
-PS-Piston Tube
D E
P T
H
F T
R E
C O
V E
R Y
SOIL DESCRIPTION
1249.30 +/-ELEV.:
5/1/18 5/2/18 qa qu
BORING LOCATION:
1249.3
1244.3
1239.3
1234.3
1229.3
B L
O W
S /6
N
TEST RESULTS
S P
T V
A L
U E
S
E L
E V
(F
T after
-RC-Rock-Core
SAMPLE
REVIEWED BY:
B-1-3
Con-Cor / CEC
DATE STARTED:
Telephone: (906)-774-3440 Fax: (906)-774-7776
COLEMAN ENGINEERING COMPANY
635 CIRCLE DRIVE
IRON MOUNTAIN, MICHIGAN 49801
TLL
PL
C O
N T
E N
T
DATE:
PROJECT:
4" Single Tube Coring
M O
IS
T
U R
E
-200
U.S. Army Corps of Engineers
L E
G E
N D
-3SS-3" Split Spoon
240 volt Electric Coring Machine
(tsf) after drilling
-GS-Grab Sample
N U
M B
E R
13.5Run 11 CONCRETE, gray, rounded to subangular throughout with max size of 3/8", fresh to slightly weathered joints at 0.2', 2.2', 6.7', 12.1', and 12.3', mechanical breaks at 4.9', 5.7', 7.5', 8.8', 11.4', concrete fragments from 12.1' to 12.3'
13.6'
End of Coring
Driller's note: Core came out of hole in short pieces
DRILLING METHOD:
C. Rasmussen hours
(tsf)
13.6BORING DEPTH:
JOB NO.:
B-1-4
HOLE CLOSURE:
CLIENT:
Sta. 17+61.7, 27" SW of gate seal - See soil coring location drawing
-3ST-3" Shelby Tube
(tsf) -4
-2ST-2" Shelby Tube
BORING NO.:
COMMENTS
18217.GPJ
BORING NO.:
+4
W A
T E
R T
A B
L E
OF
DRILL CREW:
6/1/18
-2SS-2" Split Spoon
RIG TYPE:
DATE COMPLETED:
-AS-Auger Sample while drilling
588 Non-Shrink Grout
-PS-Piston Tube
D E
P T
H
F T
R E
C O
V E
R Y
SOIL DESCRIPTION
1249.30 +/-ELEV.:
5/2/18 5/3/18 qa qu
BORING LOCATION:
1249.3
1244.3
1239.3
1234.3
1229.3
B L
O W
S /6
N
TEST RESULTS
S P
T V
A L
U E
S
E L
E V
(F
T after
-RC-Rock-Core
SAMPLE
REVIEWED BY:
B-1-4
Con-Cor / CEC
DATE STARTED:
Telephone: (906)-774-3440 Fax: (906)-774-7776
COLEMAN ENGINEERING COMPANY
635 CIRCLE DRIVE
IRON MOUNTAIN, MICHIGAN 49801
TLL
PL
C O
N T
E N
T
DATE:
PROJECT:
4" Single Tube Coring
M O
IS
T
U R
E
-200
U.S. Army Corps of Engineers
L E
G E
N D
-3SS-3" Split Spoon
240 volt Electric Coring Machine
(tsf) after drilling
-GS-Grab Sample
N U
M B
E R
14.0Run 11 CONCRETE, gray, rounded to subangular throughout with max size of 3/8", fresh to slightly weathered joints at 0.3', 4.8', and 11.2', mechanical breaks at 2.3', 5.9', 7.4', 9.7', 10.1' and 12.8'
14.0'
End of Coring
DRILLING METHOD:
C. Rasmussen hours
(tsf)
14.0BORING DEPTH:
JOB NO.:
B-2-1
HOLE CLOSURE:
CLIENT:
Sta. 17+88.2, 27" SW of gate seal - See soil coring location drawing
-3ST-3" Shelby Tube
(tsf) -4
-2ST-2" Shelby Tube
BORING NO.:
COMMENTS
18217.GPJ
BORING NO.:
+4
W A
T E
R T
A B
L E
OF
DRILL CREW:
6/1/18
-2SS-2" Split Spoon
RIG TYPE:
DATE COMPLETED:
-AS-Auger Sample while drilling
588 Non-Shrink Grout
-PS-Piston Tube
D E
P T
H
F T
R E
C O
V E
R Y
SOIL DESCRIPTION
1249.30 +/-ELEV.:
5/3/18 5/3/18 qa qu
BORING LOCATION:
1249.3
1244.3
1239.3
1234.3
1229.3
B L
O W
S /6
N
TEST RESULTS
S P
T V
A L
U E
S
E L
E V
(F
T after
-RC-Rock-Core
SAMPLE
REVIEWED BY:
B-2-1
Con-Cor / CEC
DATE STARTED:
Telephone: (906)-774-3440 Fax: (906)-774-7776
COLEMAN ENGINEERING COMPANY
635 CIRCLE DRIVE
IRON MOUNTAIN, MICHIGAN 49801
TLL
PL
C O
N T
E N
T
DATE:
PROJECT:
4" Single Tube Coring
M O
IS
T
U R
E
-200
U.S. Army Corps of Engineers
L E
G E
N D
-3SS-3" Split Spoon
240 volt Electric Coring Machine
(tsf) after drilling
-GS-Grab Sample
N U
M B
E R
13.5Run 11 CONCRETE, gray, rounded to subangular throughout with max size of 3/8", fresh to slightly weathered joints at 0.3', 5.0' and 11.3', mechanical breaks at 6.3' and 9.5'
13.6'
End of Coring
Driller's note: Core came out of hole in short pieces
DRILLING METHOD:
C. Rasmussen hours
(tsf)
13.6BORING DEPTH:
JOB NO.:
B-2-2
HOLE CLOSURE:
CLIENT:
Sta. 17+96, 27" SW of gate seal - See soil coring location drawing
-3ST-3" Shelby Tube
(tsf) -4
-2ST-2" Shelby Tube
BORING NO.:
COMMENTS
18217.GPJ
BORING NO.:
+4
W A
T E
R T
A B
L E
OF
DRILL CREW:
6/1/18
-2SS-2" Split Spoon
RIG TYPE:
DATE COMPLETED:
-AS-Auger Sample while drilling
588 Non-Shrink Grout
-PS-Piston Tube
D E
P T
H
F T
R E
C O
V E
R Y
SOIL DESCRIPTION
1249.30 +/-ELEV.:
5/4/18 5/4/18 qa qu
BORING LOCATION:
1249.3
1244.3
1239.3
1234.3
1229.3
B L
O W
S /6
N
TEST RESULTS
S P
T V
A L
U E
S
E L
E V
(F
T after
-RC-Rock-Core
SAMPLE
REVIEWED BY:
B-2-2
Con-Cor / CEC
DATE STARTED:
Telephone: (906)-774-3440 Fax: (906)-774-7776
COLEMAN ENGINEERING COMPANY
635 CIRCLE DRIVE
IRON MOUNTAIN, MICHIGAN 49801
TLL
PL
C O
N T
E N
T
DATE:
PROJECT:
4" Single Tube Coring
M O
IS
T
U R
E
-200
U.S. Army Corps of Engineers
L E
G E
N D
-3SS-3" Split Spoon
240 volt Electric Coring Machine
(tsf) after drilling
-GS-Grab Sample
N U
M B
E R
13.6Run 11 CONCRETE, gray, rounded to subangular throughout with max size of 3/8", fresh to slightly weathered joints at 6.3' and 11.2', mechanical breaks at 4.7', 8.3', 9.4' and 10.1'
13.6'
End of Coring
Driller's note: Core came out of hole in three pieces, and broke while removing core from retriever
DRILLING METHOD:
C. Rasmussen hours
(tsf)
13.6BORING DEPTH:
JOB NO.:
B-2-3
HOLE CLOSURE:
CLIENT:
Sta. 18+04, 27" SW of gate seal - See soil coring location drawing
-3ST-3" Shelby Tube
(tsf) -4
-2ST-2" Shelby Tube
BORING NO.:
COMMENTS
18217.GPJ
BORING NO.:
+4
W A
T E
R T
A B
L E
OF
DRILL CREW:
6/1/18
-2SS-2" Split Spoon
RIG TYPE:
DATE COMPLETED:
-AS-Auger Sample while drilling
588 Non-Shrink Grout
-PS-Piston Tube
D E
P T
H
F T
R E
C O
V E
R Y
SOIL DESCRIPTION
1249.30 +/-ELEV.:
5/3/18 5/3/18 qa qu
BORING LOCATION:
1249.3
1244.3
1239.3
1234.3
1229.3
B L
O W
S /6
N
TEST RESULTS
S P
T V
A L
U E
S
E L
E V
(F
T after
-RC-Rock-Core
SAMPLE
REVIEWED BY:
B-2-3
Con-Cor / CEC
DATE STARTED:
Telephone: (906)-774-3440 Fax: (906)-774-7776
COLEMAN ENGINEERING COMPANY
635 CIRCLE DRIVE
IRON MOUNTAIN, MICHIGAN 49801
TLL
PL
C O
N T
E N
T
DATE:
PROJECT:
4" Single Tube Coring
M O
IS
T
U R
E
-200
U.S. Army Corps of Engineers
L E
G E
N D
-3SS-3" Split Spoon
240 volt Electric Coring Machine
(tsf) after drilling
-GS-Grab Sample
N U
M B
E R
12.9Run 11 CONCRETE, gray, rounded to subangular throughout with max size of 3/8", fresh to slightly weathered joint at 0.2', 3.3', 4.4', 8.3' and 11.2', mechanical break at 0.8'
14.0'
End of Coring
DRILLING METHOD:
C. Rasmussen hours
(tsf)
13.6BORING DEPTH:
JOB NO.:
B-2-4
HOLE CLOSURE:
CLIENT:
Sta. 18+11.8, 27" SW of gate seal - See soil coring location drawing
-3ST-3" Shelby Tube
(tsf) -4
-2ST-2" Shelby Tube
BORING NO.:
COMMENTS
18217.GPJ
BORING NO.:
+4
W A
T E
R T
A B
L E
OF
DRILL CREW:
6/1/18
-2SS-2" Split Spoon
RIG TYPE:
DATE COMPLETED:
-AS-Auger Sample while drilling
588 Non-Shrink Grout
-PS-Piston Tube
D E
P T
H
F T
R E
C O
V E
R Y
SOIL DESCRIPTION
1249.30 +/-ELEV.:
5/4/18 5/4/18 qa qu
BORING LOCATION:
1249.3
1244.3
1239.3
1234.3
1229.3
B L
O W
S /6
N
TEST RESULTS
S P
T V
A L
U E
S
E L
E V
(F
T after
-RC-Rock-Core
SAMPLE
REVIEWED BY:
B-2-4
Con-Cor / CEC
DATE STARTED:
Telephone: (906)-774-3440 Fax: (906)-774-7776
COLEMAN ENGINEERING COMPANY
635 CIRCLE DRIVE
IRON MOUNTAIN, MICHIGAN 49801
TLL
PL
C O
N T
E N
T
DATE:
PROJECT:
4" Single Tube Coring
M O
IS
T
U R
E
-200
U.S. Army Corps of Engineers
L E
G E
N D
-3SS-3" Split Spoon
240 volt Electric Coring Machine
(tsf) after drilling
-GS-Grab Sample
N U
M B
E R
14.0Run 11 CONCRETE, gray, rounded to subangular throughout with max size of 3/8", fresh to slightly weathered joint at 6.3', mechanical breaks at 9.8' and 11.5'
14.0'
End of Coring
Driller's note: Core came out of hole in two pieces divided at 6.3', and broke while removing core from lifter
DRILLING METHOD:
C. Rasmussen hours
(tsf)
14.0BORING DEPTH:
JOB NO.:
B-3-1
HOLE CLOSURE:
CLIENT:
Sta. 18+38.2, 27" SW of gate seal - See soil coring location drawing
-3ST-3" Shelby Tube
(tsf) -4
-2ST-2" Shelby Tube
BORING NO.:
COMMENTS
18217.GPJ
BORING NO.:
+4
W A
T E
R T
A B
L E
OF
DRILL CREW:
6/1/18
-2SS-2" Split Spoon
RIG TYPE:
DATE COMPLETED:
-AS-Auger Sample while drilling
588 Non-Shrink Grout
-PS-Piston Tube
D E
P T
H
F T
R E
C O
V E
R Y
SOIL DESCRIPTION
1249.30 +/-ELEV.:
5/7/18 5/7/18 qa qu
BORING LOCATION:
1249.3
1244.3
1239.3
1234.3
1229.3
B L
O W
S /6
N
TEST RESULTS
S P
T V
A L
U E
S
E L
E V
(F
T after
-RC-Rock-Core
SAMPLE
REVIEWED BY:
B-3-1
Con-Cor / CEC
DATE STARTED:
Telephone: (906)-774-3440 Fax: (906)-774-7776
COLEMAN ENGINEERING COMPANY
635 CIRCLE DRIVE
IRON MOUNTAIN, MICHIGAN 49801
TLL
PL
C O
N T
E N
T
DATE:
PROJECT:
4" Single Tube Coring
M O
IS
T
U R
E
-200
U.S. Army Corps of Engineers
L E
G E
N D
-3SS-3" Split Spoon
240 volt Electric Coring Machine
(tsf) after drilling
-GS-Grab Sample
N U
M B
E R
14.01 CONCRETE, gray, rounded to subangular
throughout with max size of 3/8", fresh to slightly weathered joint at 6.3', mechanical breaks at 1.0', 2.6', 5.2', 8.4', 9.3', core break at 11.3' coming out of retriever, cored edge of pipe at 1.0'
14.0'
End of Coring
DRILLING METHOD:
C. Rasmussen hours
(tsf)
14.0BORING DEPTH:
JOB NO.:
B-3-2
HOLE CLOSURE:
CLIENT:
Sta. 18+46, 27" SW of gate seal - See soil coring location drawing
-3ST-3" Shelby Tube
(tsf) -4
-2ST-2" Shelby Tube
BORING NO.:
COMMENTS
18217.GPJ
BORING NO.:
+4
W A
T E
R T
A B
L E
OF
DRILL CREW:
6/1/18
-2SS-2" Split Spoon
RIG TYPE:
DATE COMPLETED:
-AS-Auger Sample while drilling
588 Non-Shrink Grout
-PS-Piston Tube
D E
P T
H
F T
R E
C O
V E
R Y
SOIL DESCRIPTION
1249.30 +/-ELEV.:
5/7/18 5/7/18 qa qu
BORING LOCATION:
1249.3
1244.3
1239.3
1234.3
1229.3
B L
O W
S /6
N
TEST RESULTS
S P
T V
A L
U E
S
E L
E V
(F
T after
-RC-Rock-Core
SAMPLE
REVIEWED BY:
B-3-2
Con-Cor / CEC
DATE STARTED:
Telephone: (906)-774-3440 Fax: (906)-774-7776
COLEMAN ENGINEERING COMPANY
635 CIRCLE DRIVE
IRON MOUNTAIN, MICHIGAN 49801
TLL
PL
C O
N T
E N
T
DATE:
PROJECT:
4" Single Tube Coring
M O
IS
T
U R
E
-200
U.S. Army Corps of Engineers
L E
G E
N D
-3SS-3" Split Spoon
240 volt Electric Coring Machine
(tsf) after drilling
-GS-Grab Sample
N U
M B
E R
13.21 CONCRETE, gray, rounded to subangular
throughout with max size of 3/8", fresh to slightly weathered joint at 6.4' and 11.2', mechanical breaks at 0.1', 1.4', 2.8', 3.9', 4.8', 8.2', 9.0', 9.5', 10.3' and 12.2'
13.6'
End of Coring
Driller's note: Core came out of hole in three pieces divided at 0.1', 6.4' & 13.2', and broke while removing core from lifter
DRILLING METHOD:
C. Rasmussen hours
(tsf)
13.6BORING DEPTH:
JOB NO.:
B-3-3
HOLE CLOSURE:
CLIENT:
Sta. 18+54, 27" SW of gate seal - See soil coring location drawing
-3ST-3" Shelby Tube
(tsf) -4
-2ST-2" Shelby Tube
BORING NO.:
COMMENTS
18217.GPJ
BORING NO.:
+4
W A
T E
R T
A B
L E
OF
DRILL CREW:
6/1/18
-2SS-2" Split Spoon
RIG TYPE:
DATE COMPLETED:
-AS-Auger Sample while drilling
588 Non-Shrink Grout
-PS-Piston Tube
D E
P T
H
F T
R E
C O
V E
R Y
SOIL DESCRIPTION
1249.30 +/-ELEV.:
5/7/18 5/7/18 qa qu
BORING LOCATION:
1249.3
1244.3
1239.3
1234.3
1229.3
B L
O W
S /6
N
TEST RESULTS
S P
T V
A L
U E
S
E L
E V
(F
T after
-RC-Rock-Core
SAMPLE
REVIEWED BY:
B-3-3
Con-Cor / CEC
DATE STARTED:
Telephone: (906)-774-3440 Fax: (906)-774-7776
COLEMAN ENGINEERING COMPANY
635 CIRCLE DRIVE
IRON MOUNTAIN, MICHIGAN 49801
TLL
PL
C O
N T
E N
T
DATE:
PROJECT:
4" Single Tube Coring
M O
IS
T
U R
E
-200
U.S. Army Corps of Engineers
L E
G E
N D
-3SS-3" Split Spoon
240 volt Electric Coring Machine
(tsf) after drilling
-GS-Grab Sample
N U
M B
E R
2.41 CONCRETE, gray, rounded to subangular
throughout with max size of 3/8", mechanical breaks at 0.3', 0.8' and 2.4'
2.4'
End of Coring Driller encountered void at 2.4'. At this point, water began flowing from hole and bubbling 6" above surface. Coring was terminated at direction of USACOE - St. Paul Disctrict. [Two wooden plugs were made to stem the flow. They slowed it to a trickle. This small flow was enough to wash the sealing grout out of the hole. 6" of 3/8" bentonite chips were used on top of the plugs to stop the flow and keep the grout in the hole.]
DRILLING METHOD:
C. Rasmussen hours
(tsf)
2.4BORING DEPTH:
JOB NO.:
B-3-4
HOLE CLOSURE:
CLIENT:
Sta. 18+61.8, 27" SW of gate seal - See soil coring location drawing
-3ST-3" Shelby Tube
(tsf) -4
-2ST-2" Shelby Tube
BORING NO.:
COMMENTS
18217.GPJ
BORING NO.:
+4
W A
T E
R T
A B
L E
OF
DRILL CREW:
6/1/18
-2SS-2" Split Spoon
RIG TYPE:
DATE COMPLETED:
-AS-Auger Sample while drilling
588 Non-Shrink Grout
-PS-Piston Tube
D E
P T
H
F T
R E
C O
V E
R Y
SOIL DESCRIPTION
1249.30 +/-ELEV.:
5/7/18 5/7/18 qa qu
BORING LOCATION:
1249.3
1244.3
1239.3
1234.3
1229.3
B L
O W
S /6
N
TEST RESULTS
S P
T V
A L
U E
S
E L
E V
(F
T after
-RC-Rock-Core
SAMPLE
REVIEWED BY:
B-3-4
Con-Cor / CEC
DATE STARTED:
Telephone: (906)-774-3440 Fax: (906)-774-7776
COLEMAN ENGINEERING COMPANY
635 CIRCLE DRIVE
IRON MOUNTAIN, MICHIGAN 49801
TLL
PL
C O
N T
E N
T
DATE:
PROJECT:
4" Single Tube Coring
M O
IS
T
U R
E
-200
U.S. Army Corps of Engineers
L E
G E
N D
-3SS-3" Split Spoon
240 volt Electric Coring Machine
(tsf) after drilling
-GS-Grab Sample
N U
M B
E R
APPENDIX C
PHOTOGRAPHS
Field Coring Concrete Core
Bay 1 overview Bay 2 coring
Field Coring
Valley City, ND CEC Project #GD-18217
Coring Bay 3 Bay 3 overview
Field Coring
Lifting core to top of dam Lifting equipment
Field Coring
Bay 1 Core 3 retrieving core Bay 2 Core 4 retrieving core
Field Coring
Bay 2 Core 4 Bay 2 Core 4 grouted
Field Coring
Bay 3 Core 4 Water flowing above ogee surface Bay 3 Core 4 grouted
Field Coring
Bay 1 Core 1 Box 1 of 3
Bay 1 Core 1 Box 2 of 3
Bay 1 Core 1 Box 3 of 3
Concrete Cores
Bay 1 Core 2 Box 1 of 3
Bay 1 Core 2 Box 2a of 3
Concrete Cores
Bay 1 Core 2 Box 2b of 3
Bay 1 Core 2 Box 3 of 3
Concrete Cores
Bay 1 Core 3 Box 1 o f 3
Bay 1 Core 3 Box 2 of 3
Bay 1 Core 3 Box 3 of 3
Concrete Cores
Bay 1 Core 4 Box 1 of 3
Bay 1 Core 4 Box 2 of 3
Bay 1 Core 4 Box 3 of 3
Concrete Cores
Bay 2 Core 1 Box 1 of 3
Bay 2 Core 1 Box 2 of 3
Bay 2 Core 1 Box 3 of 3
Concrete Cores
Bay 2 Core 2 Box 1 of 3
Bay 2 Core 2 Box 2 of 3
Bay 2 Core 2 Box 3 of 3
Concrete Cores
Bay 2 Core 3 Box 1 of 3
Bay 2 Core 3 Box 2 of 3
Bay 2 Core 3 Box 3 of 3
Concrete Cores
Bay 2 Core 4 Box 2 of 3
Bay 2 Core 4 Box 3 of 3
Bay 2 Core 4 Box 1 of 3
Concrete Cores
Bay 3 Core 1 Box 1 of 3
Bay 3 Core 1 Box 2 of 3
Bay 3 Core 1 Box 3 of 3
Concrete Cores
Bay 3 Core 2 Box 1 of 3
Bay 3 Core 2 Box 2 of 3
Bay 3 Core 2 Box 3 of 3
Concrete Cores
Bay 3 Core 3 Box 2 of 3
Bay 3 Core 3 Box 3 of 3
Bay 3 Core 3 Box 1 of 3
Concrete Cores
Bay 3 Core 4 Box 1 of 1
Concrete Cores
APPENDIX D
INFILTRATION TESTING
Infiltration Observations
Time Bay 1 Core 1
(ft)
Bay 1 Core 2
(ft)
Bay 1 Core 3
(ft)
Bay 1 Core 4
(ft) 5/3/2018
9:52:00 AM *12.80 1.80 1.80 1.80
9:56:00 AM 11.61
10:00:00 AM 8.96 1.96 1.95 1.96
10:04:00 AM 7.26 2.20 2.21 2.21
10:13:00 AM 6.41 2.18 2.20 2.20
10:21:00 AM 4.72 2.15 2.11 2.13
10:30:00 AM 3.78 2.13 2.11 2.13
10:40:00 AM 2.64 2.13 2.11 2.14
10:51:00 AM 1.86 1.86 1.87 1.90
11:00:00 AM 1.55 1.62 1.62 1.63
11:45:00 AM 1.21 1.23 1.22 1.26
12:07:00 PM 0.68 0.70 0.72 0.73
1:00:00 PM
Trickle Flowing 0.05 0.05 0.10
Elapsed Time 3 hrs:8 min.
*Water removed to a depth of 12.80 feet.
Observations:
Groundwater was observed entering through a joint at a depth of 2.2 feet in cores 1, 2, 3 and 4. As a result, Cores 1, 2, 3 and 4 filled with water to the surface of the ogee. Since Core 1 was just slightly lower in elevation, water flowed out of Core 1. Cores 2, 3 and 4 maintained a head of water just below the top of concrete.
Since water was flowing into Cores 1, 2, 3 and 4 a falling head infiltration test could not be performed in Bay 1. Instead, the groundwater was pumped out of Core 1 and the rate of infiltration to recharge the corehole was recorded.
When water was removed from Core 1 the water level in cores 2, 3 and 4 dropped to a depth of 2.2 feet. Water levels in Cores 2, 3 and 4 were measured and recorded as Core 1 recharged.
Bay 2 Core 1
(ft)
Bay 2 Core 2
(ft)
Bay 2 Core 3
(ft)
Bay 2 Core 4
(ft) 5/5/2018
7:26:00 AM *1.58 *1.58 *1.59 *1.54
7:40:00 AM 0.0 0.0 0.0 0.0
7:45:00 AM 0.07 0.05 0.12 0.07
7:50:00 AM 0.13 0.12 0.17 0.15
7:55:00 AM 0.18 0.16 0.22 0.18
8:00:00 AM 0.23 0.20 0.28 0.23
8:05:00 AM 0.28 0.26 0.32 0.27
8:10:00 AM 0.32 0.31 0.36 0.32
8:15:00 AM 0.36 0.34 0.40 0.36
8:45:00 AM 0.58 0.55 0.62 0.58
9:45:00 AM 0.95 0.94 1.01 0.97
10:45:00 AM 1.20 1.19 1.22 1.19
11:45:00 AM 1.39 1.41 1.44 1.42
12:45:00 PM 1.58 1.58 1.62 1.59
1:45:00 AM 1.78 1.76 1.81 1.76
2:45:00 AM 1.85 1.85 1.92 1.85
3:45:00 AM 1.85 1.85 1.91 1.85
Elapsed Time 8 hrs 19 min
* Water level prior to infiltration test. 19 hours after coring.
Bay 3 Core 1
(ft)
Bay 3 Core 2
(ft)
Bay 3 Core 3
(ft)
Bay 3 Core 4
(ft) 5/8/2018
8:30:00 AM Full Full Flowing
Grouted at 2.3' due to flow through joint at 2.4'
9:45:00 AM 6.3 10.9 6.3
9:50:00 AM 6.3 8.3 6.3
9:55:00 AM 6.11 6.1 6.08
9:59:00 AM 5.22 5.25 5.19
10:02:00 AM 4.30 4.31 4.02
10:05:00 AM 3.20 3.24 3.26
10:10:00 AM 2.23 2.28 2.22
10:15:00 AM 1.46 1.48 1.43
10:20:00 AM 0.73 0.72 0.75
10:22:00 AM 0.24 0.22 0.26
10:25:00 AM 0.05
Trickle Flowing
Trickle Flowing
Core 4 encountered a joint at a depth of 2.4 feet which exhibited flowing of water approximately 6 inches above the surface of the ogee. Per direction of the US Army Corps of Engineers, coring was terminated at that depth and the corehole was backfilled.
Upon coring 1,2 and 3, water was observed to recharge just below the concrete surface at Core 1 and trickling out of Cores 2 and 3.
Since water was flowing into cores 1, 2, and 3 a falling head infiltration test could not be performed in Bay 3. Instead, water was removed from Core 2 and a recharge rate was measured to fill the corehole.
When core 2 was pumped the water level in Cores 1 and 3 dropped to a depth of 6.3 feet indicating water was communicating between Cores 1, 2 and 3 at this depth. The water level in Cores 1 and 3 were measured and recorded as Core 2 recharged.
Observations:
APPENDIX E
PETROGRAPHIC EXAMINATION
(Universal Construction Testing, Inc.)
CHICAGO
61 Garlisch Dr.
Elk Grove Village, IL 60007 P 847-459-9090 F 847-459-9015
DALLAS / FT WORTH
SAN ANTONIO / SO. TEXAS
AUSTIN / WACO
HOUSTON
MIAMI
972.432.6666 210.775.1637 512.551.0336 281.446.7363 954.676.4147
PROJECT NUMBER:
PROJECT NAME:
DATE:
18113 Baldhill Dam – Laboratory Studies of Concrete Core Samples 06.11.2018
PAGE | 1
Mr. John E. Edlebeck jedlebeck@coleman-engineering.com
President Coleman Engineering Company 635 Circle Drive Iron Mountain, MI 49801
Re: Laboratory Studies of Concrete Core Samples
Valley City, North Dakota
Dear Mr. Edlebeck:
Universal Construction Testing, Ltd. (UCT) has completed laboratory studies of three (3) concrete core samples delivered to our laboratories on May 23, 2018.
Reportedly, the cores were excised from the ogee spillway at the Baldhill Dam, with each core representing one (1) of three (3) different gate bays. According to information provided, the surface/exposed concrete at the ogee spillway is exhibiting deterioration.
The requested scope of our work consisted of air-void system analysis and petrographic examination of all three (3) cores, directed to assess the condition of the interior concrete in order to help determine the main source causing the surface distress observed at the spillway.
Refer to Table 1 below for provided sample identification.
Table 1 - Sample Identification and Test Program
Core ID Sample Description
Bay 1 Core 4
4.8-inch segment representing approximately the 2.26’-2.64’ portion of a 13.5-foot core
Bay 2 Core 4
5-inch segment representing approximately the 2.00’-2.42’ portion of a 12.9-foot core
Bay 3 Core 2
4.9-inch segment representing approximately the 2.63’-3.05’ portion of a 14-foot core mailto:jedlebeck@coleman-engineering.com
Elk Grove Village, IL 60007 P 847-459-9090 F 847-459-9015
DALLAS / FT WORTH
SAN ANTONIO / SO. TEXAS
AUSTIN / WACO
HOUSTON
MIAMI
972.432.6666 210.775.1637 512.551.0336
DATE:
18113
PAGE | 2
SUMMARY OF FINDINGS
This report covers the results of laboratory studies of the segments of three
(3) concrete core samples removed from three (3) different gate bays located at the ogee spillway of the Baldhill Dam in North Dakota.
The concrete segments submitted to our studies represent the interior body of the dam spillway, leaving out the exterior portions, which reportedly manifest distress.
Air-Void Analysis: The concrete represented by Cores 1, 2 and 3 is air-entrained, however, a majority of the voids are filled/packed with secondary deposits. Air-void system analysis was conducted solely counting voids free and/or partially free of secondary deposits in order to reflect current, in-service conditions.
Measured air-contents range from 3.6% to 6.1% (Table 2). The air-void parameters suggest that the counted voids predominately represent entrapped air. Smaller, spherical voids are present within the concrete, though, a majority of these voids represent voids filled/packed with secondary deposits and thus were not counted as part of the available air-void system.
Petrographic Examination: The concrete represented by Cores 1, 2 and 3 is compositionally similar and was produced using a fairly well-graded, 1-inch (13 mm) maximum size (some larger particles observed), siliceous/carbonate gravel coarse aggregate and a natural siliceous/carbonate sand fine aggregate, both dispersed uniformly in a hardened Portland-cement paste.
Interpreted water-cementitious materials ratio (based on paste properties) is considered to be moderately low to low. Due to the age of the concrete and continued hydration, a numeric estimation of water-cementitious materials ratio would be strictly speculative.
Paste along the top surface of Core 1 (worn fracture surface) is soft and friable (crumbles easily) and discolored light-beige. These paste characteristics suggest potential corrosive attack (external sulfate attack) of the concrete along this exposed fracture surface, however, further exfoliation of the surface and associated cracking were not observed.
A band of cement-paste, with minimal to no fine aggregate present, is located approximately 0.5 inches (13 mm) to 1 inch (25 mm) from the top surface of Core 2, and extends almost the full width of the core. The material appears to fill a possible area of poor consolidation (consolidation void).
Elk Grove Village, IL 60007 P 847-459-9090 F 847-459-9015
DALLAS / FT WORTH
SAN ANTONIO / SO. TEXAS
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HOUSTON
MIAMI
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DATE:
18113
PAGE | 3
Evidence of consolidation issues was observed in all three (3) cores examined, with entrapped air-voids ranging in size from at least 0.3 inches (8 mm) to over 1 inch (25 mm).
The concrete represented by Cores 1, 2 and 3 is air-entrained, however, a majority of the smaller voids are completely filled with ettringite, which essentially lowers the overall void space available to accommodate displaced water and is problematic for freeze-thaw durability.
Ettringite is a high sulfate calcium sulfoaluminate mineral that is commonly found as secondary deposits in concrete. The presence of secondary ettringite in the concrete is an indication of moisture transmission through the concrete as would be anticipated in the exposure conditions of this concrete.
Aggregate appears sound and in good condition with no deleterious reactions currently occurring with the paste of either Core sample examined. Rims of carbonated paste were observed surrounding some limestone aggregate particles, however, no deleterious cracking was observed relating to this reaction.
Elk Grove Village, IL 60007 P 847-459-9090 F 847-459-9015
DALLAS / FT WORTH
SAN ANTONIO / SO. TEXAS
AUSTIN / WACO
HOUSTON
MIAMI
972.432.6666 210.775.1637 512.551.0336
DATE:
18113
PAGE | 4
LABORATORY STUDIES
Air-Void System Analysis: The analysis was performed in general accordance with the applicable provisions of the modified point-count method of ASTM Standard C457 - Standard Test Method for Microscopical Determination of Parameters of the Air-Void System in Hardened Concrete. Refer to Table 3 below for parameters of the air-void systems.
Table 3 - Parameters of Air Void System
Core ID
Parameters
1* (Bay 1)
2* (Bay 2)
3* (Bay 3)
Recommended Parameters
(ACI 318)
Air Content, % 5.5 3.6 6.1 6% (-1 to +2)
Spacing Factor, in. 0.021 0.014 0.018 0.004 to 0.008 in.(0.1 to 0.2 mm)
Specific Surface, in.2/in.3 215 360 248 600 to 1100(square in. per cubic in.)
Void Frequency (voids per inch) 3.0 3.3 3.8 Approximately 2X air content
Area Traversed, in.2 12 12 12 12 in.2 (minimum surface area of sample)
Traverse Length, in. 95 95 95 95 in. (minimum length required)
Points Counted 1464 1464 1464 1425 (minimum points required)
Remarks: *) Core sample represents in-service concrete, with a majority of the air-voids filled/packed with secondary deposits. Only voids free/partially free of secondary deposits were counted in-order to reflect current in-service conditions.
Below are the ACI recommended parameters for adequate freeze-thaw resistance of concrete exposed to cyclic freezing and thawing conditions or other aggressive agents.
Air Content: Properly air-entrained concrete with 1-inch (25 mm) maximum size aggregate is expected to have an air content of 6% (-1 to + 2%).
Spacing Factor: The distance between air voids, with a maximum value of
0.008 inches (0.20 mm) for concrete subjected to moderate exposure.
Specific Surface: An indication of the surface area or size of the air voids. Given the same air content, concrete that contains many small air voids has a higher specific surface than concrete that contains a few large air voids.
Void Frequency (number of voids per inch): Is expected to be approximately two (2) times the determined air content.
Petrographic Examination: The examination was performed in general accordance with applicable provisions of ASTM Standard C856 - Standard Practice for Petrographic Examination of Hardened Concrete.
Individual results of the petrographic examination are summarized below.
Elk Grove Village, IL 60007 P 847-459-9090 F 847-459-9015
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18113
PAGE | 5
Core Sample 1 (Bay 1, Core 4)
General The core is 3.7 inches (94 mm) in diameter and 4.8 inches (122 mm) long. The core represents a segment of a 13.5-foot core that was drilled from Bay 1 of the Ogee Spillway. The top surface of the core is a worn fracture/separation surface, passing through and around coarse aggregate particles, with discolored paste – paste appears light-beige. A fracture/separation bisects the top surface of the core. The bottom surface of the core is a saw-cut surface. The concrete shows signs of potential consolidation issues (entrapped air-voids observed) with no signs of segregation.
Figure 1 - Core 1 as received for examination (top surface oriented to the left). Note fracture/separation located near the top surface of the core (red arrows).
Reinforcement
No reinforcement present within the core sample.
Cracks/Deterioration Paste along the top surface of the core is discolored light beige and is weak and friable
– crumbles easily. Paste discoloration is non-uniform with a maximum observed depth of approximately 0.1 inches (3 mm). No associated cracking observed.
A sub-vertical fracture/separation, oriented perpendicular to the core surface, extends from the top surface of the core to a depth of approximately 2.5 inches (64 mm) – passing through coarse aggregate particles. Cracked carbonate aggregate observed along this fracture surface.
No major cracking or microcracking observed within the core sample.
Unit Weight
The unit weight of the concrete sample, as received, is 149.9 pcf.
Elk Grove Village, IL 60007 P 847-459-9090 F 847-459-9015
DALLAS / FT WORTH
SAN ANTONIO / SO. TEXAS
AUSTIN / WACO
HOUSTON
MIAMI
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DATE:
18113
PAGE | 6
Air Content The concrete is air-entrained, however, a majority of the voids are filled/packed with secondary deposits. Only voids free or mostly free of secondary deposits were counted during the air-void analysis to reflect current, in-service conditions – measured at 5.5%.
Secondary Deposits Abundant white secondary deposits (ettringite) observed lining/filling voids.
Water-Cementitious Materials Ratio The water-cementitious materials ratio is estimated to be moderately-low to low.
Paste Properties
Physical Paste Properties (stereomicroscope)
Color Medium to Dark Gray
Hardness Moderately Hard
Luster Sub-vitreous
Paste Volume 25.9%
Microscopical Paste Morphology (petrographic microscope)
Portland Cement Residual Clinker Particles
Supplementary Cementitious Material None
Calcium Hydroxide Small-Sized Crystals
Hydration Normal
Paste-Aggregate Bond
The paste-aggregate bond is moderately weak to moderately tight; fractures created in the laboratory pass around quartz-rich coarse aggregate and through limestone coarse aggregate particles.
Aggregate The aggregate is fairly well-graded and uniformly distributed with a volume of 68.4%.
The aggregate appears sound exhibiting no evidence of deleterious reactions with the paste. Minor carbonation rims observed surrounding some carbonate aggregates, however, associated cracking and deterioration is not present.
The coarse aggregate is a siliceous/carbonate mixed gravel consisting primarily of granite and limestone, with a 1-inch (25 mm) top size – some larger 1 ¼-inch (33 mm) particles observed. The aggregate particles range from angular to rounded, with a blocky to elongate sphericity.
The fine aggregate is sand composed primarily of quartz and limestone, with minor amounts of feldspar, mica, amphibole and other rocks and minerals. Individual sand grains range from irregular/blocky to spherical in shape.
Elk Grove Village, IL 60007 P 847-459-9090 F 847-459-9015
DALLAS / FT WORTH
SAN ANTONIO / SO. TEXAS
AUSTIN / WACO
HOUSTON
MIAMI
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DATE:
18113
PAGE | 7
Figure 2 – Photo illustrating cracked carbonate aggregate observed along the sub-vertical fracture/separation surface present in Core 1 (red arrow).
Figure 3 – Photomicrograph illustrating the fragile, discolored paste along the top surface of Core 1 (yellow arrows).
2 mm
Elk Grove Village, IL 60007 P 847-459-9090 F 847-459-9015
DALLAS / FT WORTH
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MIAMI
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DATE:
18113
PAGE | 8
Figure 4 – Photomicrograph illustrating the air-void system in Core 1. Note voids filled with white secondary deposits (yellow arrows).
Figure 5 - Thin-section photomicrograph illustrating the hardened cementitious-paste microstructure in Core 1 (200X magnification, plane-polarized light). Red arrows indicate air-voids filled with secondary deposits (ettringite).
125 µm
0.5 mm
Elk Grove Village, IL 60007 P 847-459-9090 F 847-459-9015
DALLAS / FT WORTH
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DATE:
18113
PAGE | 9
Figure 6 – Cross section of Core 1 showing the general appearance and condition of the aggregates (top surface oriented to the left). Red arrows indicate sub-vertical fracture/separation surface.
Elk Grove Village, IL 60007 P 847-459-9090 F 847-459-9015
DALLAS / FT WORTH
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AUSTIN / WACO
HOUSTON
MIAMI
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DATE:
18113
PAGE | 10
Core Sample 2 (Bay 2, Core 4)
The core is 3.7 inches (94 mm) in diameter and 5 inches (127 mm) long. The core represents a segment of a 12.9-foot core that was drilled from Bay 2 of the Ogee Spillway. Both the top and bottom of the core are saw-cut surfaces. The concrete shows signs of potential consolidation issues (possible minor consolidation void present) with no signs of segregation.
Figure 7 - Core 2 as received for examination (top surface oriented to the left).
A band of cement-paste (minimal to no fine aggregate present) is located approximately 0.5 inches (13 mm) to 1 inch (25 mm) from the top surface of the core, and extends almost the full width of the core. The material appears to fill a possible area of poor consolidation (consolidation void).
No major cracking or microcracking observed within the core sample.
The unit weight of the concrete sample, as received, is 150.2 pcf.
Elk Grove Village, IL 60007 P 847-459-9090 F 847-459-9015
DALLAS / FT WORTH
SAN ANTONIO / SO. TEXAS
AUSTIN / WACO
HOUSTON
MIAMI
972.432.6666 210.775.1637 512.551.0336
DATE:
18113
PAGE | 11
secondary deposits. Only voids empty of secondary deposits were counted during the air-void analysis to reflect current, available, in-service air-content – measured at 3.6%.
Abundant white secondary deposits (ettringite) observed lining/filling voids.
Color Medium to dark gray
Hardness Moderately Hard
Luster Sub-vitreous
Paste Volume 22.0%
Microscopical Paste Morphology (petrographic microscope)
Portland Cement Residual Clinker Particles
Supplementary Cementitious Material None
The aggregate is fairly well-graded and uniformly distributed with a volume of 74.3%.
The aggregate appears sound exhibiting no evidence of deleterious reactions with the
Elk Grove Village, IL 60007 P 847-459-9090 F 847-459-9015
DALLAS / FT WORTH
SAN ANTONIO / SO. TEXAS
AUSTIN / WACO
HOUSTON
MIAMI
972.432.6666 210.775.1637 512.551.0336
DATE:
18113
PAGE | 12
Figure 8 – Photo illustrating band of cement-paste (roughly denoted by yellow dotted line) present in the upper 1-inch (25 mm) of Core 2. Paste-rich material appears to fill an area of poor consolidation (consolidation void).
Figure 9 - Thin-section photomicrograph showing the hardened cementitious-paste microstructure in Core 2 (100X magnification, plane-polarized light). Red arrows indicate Portland cement particles.
250 µm
Elk Grove Village, IL 60007 P 847-459-9090 F 847-459-9015
DALLAS / FT WORTH
SAN ANTONIO / SO. TEXAS
AUSTIN / WACO
HOUSTON
MIAMI
972.432.6666 210.775.1637 512.551.0336
DATE:
18113
PAGE | 13
Figure 10 – Cross section of Core 2 showing the general appearance and condition of the aggregates (top surface oriented to the left). Yellow dotted lines roughly denotes band of cement-paste material.
Elk Grove Village, IL 60007 P 847-459-9090 F 847-459-9015
DALLAS / FT WORTH
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HOUSTON
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DATE:
18113
PAGE | 14
Core Sample 3 (Bay 3, Core 2)
The core is 3.7 inches (94 mm) in diameter and 4.9 inches (124 mm) long. The core represents a segment of a 14-foot core that was drilled from Bay 3 of the Ogee Spillway. The top surface of the core is a fracture/separation surface, passing through and around coarse aggregate particles – potential partial joint surface. The bottom surface of the core is a saw-cut surface. The concrete shows signs of potential consolidation issues (entrapped air-voids observed) with no signs of segregation.
Figure 11 - Core 3 as received for examination (top surface oriented to the left).
A sub-vertical crack, oriented perpendicular to the core surface, extends from the top surface of the core to a depth of approximately 2 inches (51 mm) – passing through
The unit weight of the concrete sample, as received, is 147.9 pcf.
Elk Grove Village, IL 60007 P 847-459-9090 F 847-459-9015
DALLAS / FT WORTH
SAN ANTONIO / SO. TEXAS
AUSTIN / WACO
HOUSTON
MIAMI
972.432.6666 210.775.1637 512.551.0336
DATE:
18113
PAGE | 15
secondary deposits. Only voids empty of secondary deposits were counted during the air-void analysis to reflect current, available, in-service air-content – measured at 6.1%.
Abundant secondary deposits observed lining/filling void surfaces.
Color Medium to dark gray
Hardness Moderately Hard
Luster Sub-vitreous
Paste Volume 26.6%
Microscopical Paste Morphology (petrographic microscope)
Portland Cement Residual Clinker Particles
Supplementary Cementitious Material None
The aggregate is fairly well-graded and uniformly distributed with a volume of 67.4 %.
The aggregate appears sound exhibiting no evidence of deleterious reactions with the
Elk Grove Village, IL 60007 P 847-459-9090 F 847-459-9015
DALLAS / FT WORTH
SAN ANTONIO / SO. TEXAS
AUSTIN / WACO
HOUSTON
MIAMI
972.432.6666 210.775.1637 512.551.0336
DATE:
18113
PAGE | 16
Figure 12 – Photomicrograph illustrating the air-void system in Core 3. Note voids filled with white secondary deposits (yellow arrows).
Figure 13 - Thin-section photomicrograph showing the hardened cementitious-paste microstructure in Core 3 (200X magnification, plane-polarized light). Red arrows indicate portland cement particles. Yellow arrow indicates void filled with secondary deposits.
0.5 mm
125 µm
Elk Grove Village, IL 60007 P 847-459-9090 F 847-459-9015
DALLAS / FT WORTH
SAN ANTONIO / SO. TEXAS
AUSTIN / WACO
HOUSTON
MIAMI
972.432.6666 210.775.1637 512.551.0336
DATE:
18113
PAGE | 17
Figure 14 – Cross section of Core 3 showing the general appearance and condition of the aggregates (top surface oriented to the left).
We appreciate the opportunity to be of service to you. Should you have any questions, please do not hesitate to contact us.
Sincerely yours, Universal Construction Testing, Ltd.
Jacqueline Kowalik Petrographer
Elena I. Emerson Operations Manager
Sample(s) will be discarded after ninety (90) days unless other disposition is requested by you.
APPENDIX F
COMPRESSIVE STRENGTH
C O L E M A N E N G I N E E R I N G C O M PA N Y
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