2008-18
MnROAD Cell 54:
Cell Constructed With Mesabi-Select (Taconite-Overburden) Aggregate;
Construction and Early Performance
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Transportation Research
Technical Report Documentation Page
1. Report No.
2.
3. Recipients Accession No.
MN/RC 2008-18
4. Title and Subtitle
5. Report Date
MnROAD Cell 54:
Cell Constructed With Mesabi-Select (Taconite-Overburden)
Aggregate; Construction and Early Performance
June 2008
7. Author(s)
8. Performing Organization Report No.
6.
Bernard Igbafen Izevbekhai, P.E.
Ryan Rohne
9. Performing Organization Name and Address
10. Project/Task/Work Unit No.
Minnesota Department Of Transportation
Office Of Materials
1400 Gervais Avenue
Maplewood, Minnesota 55109
11. Contract (C) or Grant (G) No.
12. Sponsoring Organization Name and Address
13. Type of Report and Period Covered
Minnesota Department of Transportation
395 John Ireland Boulevard Mail Stop 330
St. Paul, Minnesota 55155
Final Report
14. Sponsoring Agency Code
15. Supplementary Notes
http://www.lrrb.org/PDF/200818.pdf
16. Abstract (Limit: 200 words)
Cell 54 was constructed on October 22nd 2004 on the straight portion of the MnROAD low-volume loop
coterminous with the curved portion on the south-east side. It is made up of 8-inches of concrete underlain by
variable depth of class 5 aggregate base and approximately 3 in. of compacted in-situ fill.
Mn/DOT constructed thus cell to study properties of Mesabi-Select as aggregate in Concrete. This mineral
aggregate that contains less iron than the ore, was obtained from overburdens in the iron ore ledges in northern
Minnesota. There is no record of a previous cell constructed to study the suitability of Mesabi-Select in concrete.
This project consisted of a 192-ft jointed-plain-dowelled concrete pavement comprising two lanes of 12- by 15-ft
slabs paved by slip-form construction process on October 22, 2004. The longitudinal joints were tied and unsealed.
Mn/DOT obtained samples and laboratory tested them for mechanical properties after rheological properties had
been field evaluated.
The inside lane and the outside lane will be loaded with the standard MnROAD 80-kip and 110-kip truck in the
same frequency and load spectrum as other parts of the load volume road. Performance data will be continuously
obtained from embedded strain gauges, vibrating wires, moisture sensors and thermocouples.
17. Document Analysis/Descriptors
18. Availability Statement
Cell 54
Taconite
Concrete Pavement
Taconite-Overburdens
ASR
Shrinkage
Mesabi-Select
No restrictions. Document available from:
National Technical Information Services,
Springfield, Virginia 22161
19. Security Class (this report)
20. Security Class (this page)
21. No. of Pages
Unclassified
Unclassified
92
22. Price
MnROAD Cell 54:
Cell Constructed With Mesabi-Select (Taconite-Overburden) Aggregate;
Construction and Early Performance
Final Report
Prepared by:
Bernard I. Izevbekhai
Ryan Rohne
Office of Materials
Minnesota Department of Transportation
June 2008
Published by:
Minnesota Department of Transportation
Research Services Section
Office of Investment Management
395 John Ireland Boulevard Mail Stop 330
St. Paul, Minnesota 55155
This report represents the construction activities results of research conducted by the author and
does not necessarily represent the views or policies of the Minnesota Department of
Transportation and/or the Center for Transportation Studies. This report does not contain a
standard or specified technique.
The author and the Minnesota Department of Transportation and/or Center for Transportation
Studies do not endorse products or Manufacturers. Testing Consultants or Manufacturers’ or
producers’ names appear herein solely because they are considered essential to this report.
Acknowledgements
We acknowledge the Minnesota Department of Transportation (Mn/DOT), Minnesota
Department of Natural Resources (MDNR), and Federal Highway Administration (FHWA) for
facilitating this initiative through funding. We are grateful to employees of the Mn/DOT Office
of Materials for their effort toward a successful construction of the Pavement.
We are especially indebted to Rebecca Embacher who had the oversight of sampling during
construction and subsequent laboratory testing and to Tom Burnham, Ronald Mulvaney, Robert
Strommen, and Eddie Johnson who installed the sensors.
Bernard Igbafen Izevbekhai, P.E.
Mn/DOT Concrete Research Engineer
Table of Contents
1
Introduction..............................................................................................................................7
1.1
Background ......................................................................................................................7
1.2
MnROAD Instrumentation and Performance Database ..................................................2
1.3
Research Objectives.........................................................................................................2
1.4
Stake Holders for Cell 54 Construction ...........................................................................3
2
Pre-Construction Evaluation....................................................................................................5
2.1
Introduction......................................................................................................................5
2.2
Subgrade Construction and Base Testing ........................................................................5
2.3
Trial Batching and Durability Test Report ......................................................................5
2.4
Freeze-Thaw Behavior of Crushed Taconite Rock from Pre-Construction
Trial Mixing .....................................................................................................................7
2.5
Mineralogical Report on Taconite Aggregate..................................................................8
3
Construction Process................................................................................................................9
3.1
Introduction......................................................................................................................9
3.2
Construction Notes...........................................................................................................9
3.3
Sampling and Testing ......................................................................................................9
4
Instrumentation and Layout ...................................................................................................10
4.1
Introduction....................................................................................................................10
4.2
Sensor Instrumentation and Layout ...............................................................................10
5
Long-Term Monitoring Plan..................................................................................................17
5.1
Introduction....................................................................................................................17
5.2
Long-Term Testing and Monitoring Plan ......................................................................17
References......................................................................................................................................18
Appendix A : MnROAD Test Sections
Appendix B : Mesabi-Select Aggregate Test Results
Appendix C : Concrete Mix Design
Appendix D : AET Freeze-Thaw and Petrographic Evaluation
Appendix E : Aggregate Mineralogy of Mesabi-Select
Appendix F : Construction Communication
Appendix G : Concrete Tests
List of Tables
Table 1. Stakeholders for Cell 54 construction................................................................................3
Table 2. Stakeholders for Cell 54 construction financing................................................................4
Table 3. Trial batching.....................................................................................................................6
Table 4. Freeze-Thaw test on trial batches ......................................................................................7
Table 5. Transverse joint locations for Cell 54..............................................................................11
Table 6. Cell 54 sensor locations ...................................................................................................12
Table B 1. Mesabi-Select coarse aggregate sieve analysis ..........................................................B-1
Table B 2. Weekly concrete aggregate report..............................................................................B-2
Table B 3. Mesabi aggregate report.............................................................................................B-3
Table B 4. Coarse aggregate sieve analysis .................................................................................B-4
Table B 5. Coarse aggregate sieve analysis - 2............................................................................B-5
Table B 6. Coarse aggregate sieve analysis - 3............................................................................B-6
Table B 7. Coarse aggregate sieve analysis - 4............................................................................B-7
Table B 8. Summary of ASR susceptibility tests on EVAC aggregate .......................................B-8
Table D 1. AET freeze-thaw results ........................................................................................... D-4
Table F 1. Construction notes ...................................................................................................... F-1
Table F 2. Construction notes - 2................................................................................................. F-2
Table G 1. Compressive strength results .................................................................................... G-1
Table G 2. Flexural strength results............................................................................................ G-2
Table G 3. Modulus of elasticity results ..................................................................................... G-2
Table G 4. Poison’s ratio results ................................................................................................. G-3
Table G 5. Mesabi-Select concrete coefficient of thermal expansion ........................................ G-4
Table G 6. Mesabi-Select concrete coefficient of thermal expansion - 2................................... G-4
Table G 7. Drying shrinkage, specimen 54-04-CB-208 ............................................................. G-6
Table G 8. Drying shrinkage, specimen 54-04-CB-209 ............................................................. G-7
Table G 9. Drying shrinkage, specimen 54-04-CB-214 ............................................................. G-8
Table G 10. Drying shrinkage, specimen 54-04-CB-608 ........................................................... G-9
Table G 11. Drying shrinkage, specimen 54-04-CB-609 ......................................................... G-10
Table G 12. Drying shrinkage, specimen 54-04-CB-614 ......................................................... G-11
Table G 13. Drying shrinkage, specimen 54-04-CB-615 ......................................................... G-12
Table G 14. Drying shrinkage, specimen 54-04-CB-1108 ....................................................... G-13
Table G 15. Drying shrinkage, specimen 54-04-CB-1109 ....................................................... G-14
Table G 16. Drying shrinkage, specimen 54-04-CB-1114 ....................................................... G-15
List of Figures
Figure 1. Aerial view of MnROAD Low Volume Road with Cell 54 highlighted .........................7
Figure 2. Percentage mass loss in freeze-thaw cycles, ASTM C 666..............................................7
Figure 3. Cell 54 layout .................................................................................................................13
Figure 4. Cell 54 instrumented panels ...........................................................................................14
Figure 5. Protection of sensors.......................................................................................................15
Figure 6. Setup of vibrating wire strain gauges .............................................................................15
Figure 7. Setup of thermocouple (TC) and moisture (MH) sensors ..............................................16
Figure 8. Panoramic view of sensors, wooden dowels, epoxy-coated carbon-steel dowels,
and steel dowel baskets...................................................................................................16
Figure A 1. MnROAD mainline test road................................................................................... A-1
Figure A 2. MnROAD low-volume test road ............................................................................. A-2
Figure C 1. Request for concrete mix approval ...........................................................................C-1
Figure C 2. Concrete paving spread sheet ...................................................................................C-2
Figure C 3. Concrete aggregate gradation ...................................................................................C-3
Figure C 4. Concrete aggregate gradation - 2 ..............................................................................C-4
Figure C 5. Paving spreadsheet - 2 ..............................................................................................C-5
Figure C 6. Mesabi hard rock cell description.............................................................................C-6
Figure C 7. Aggregate test report.................................................................................................C-7
Figure C 8. Mix design ................................................................................................................C-8
Figure C 9. Power gradation chart ...............................................................................................C-9
Figure C 10. MCC mix design...................................................................................................C-10
Figure C 11. MCC mix design...................................................................................................C-11
Figure D 1. Hardened air test results performed by AET ........................................................... D-1
Figure D 2. Magnified view of hardened air in taconite aggregate concrete from
petrographic analysis ................................................................................................... D-2
Figure D 3. Magnified view of hardened air in taconite aggregate concrete from
petrographic analysis -2 ............................................................................................... D-3
Figure D 4. AET freeze-thaw beam 210 after 303 cycles........................................................... D-5
Figure D 5. AET freeze-thaw beam 211 after 303 cycles........................................................... D-5
Figure D 6. AET freeze-thaw beam 213 after 303 cycles........................................................... D-6
Figure D 7. AET freeze-thaw beam 610 after 303 cycles........................................................... D-6
Figure D 8. AET freeze-thaw beam 611 after 303 cycles........................................................... D-7
Figure D 9. AET freeze-thaw beam 612 after 303 cycles........................................................... D-7
Figure D 10. AET freeze-thaw beam 1110 after 303 cycles....................................................... D-8
Figure D 11. AET freeze-thaw beam 1111 after 303 cycles....................................................... D-8
Figure D 12. AET freeze-thaw beam 1113 after 303 cycles....................................................... D-9
Figure G 1. Mesabi-Select concrete coefficient of thermal expansion....................................... G-5
Figure G 2. Drying shrinkage ..................................................................................................... G-5
Executive Summary
A joint venture of Federal Highway Administration (FHWA), Minnesota Department of
Transportation (Mn/DOT), Minnesota Department of Natural Resources (Mn/DNR), and the
Minnesota Local Roads Research Board (LRRB) collaborated to build a test section labeled as
Cell 54 in MnROAD Low Volume Road (LVR). Cell 54 was constructed on October 21, 2004
on the straight portion of the MnROAD low-volume loop coterminous with the curved portion
on the southeast side. It is made up of 8 in. of concrete underlain by variable depths of Class 5
aggregate base and approximately 3 in. of compacted in-situ fill. Prior to this construction,
Mn/DOT had studied the properties of some corrugated storm sewers that were placed beneath
the road embankment in this location. The restoration of the embankment, after the removal of
the pipes and the corresponding grading and compaction, formed the subsurface preparation for
Cell 54. The intelligent compaction and monitoring was reported in a separate Mn/DOT report
that has been published. Mn/DOT constructed Cell 54 to study properties of Mesabi-Select as
aggregate in concrete. This mineral aggregate, which contains lesser iron than the ore, was
obtained from overburdens on the iron ore ledges in northern Minnesota. There is no record of a
previous cell constructed to study the suitability of Mesabi-Select in concrete.
This project constructed a 192-ft jointed-plain-dowelled concrete pavement comprising two lanes
of 12- by 15-ft slabs paved by slip-form construction process on October 22, 2004. The
longitudinal joints were tied and unsealed. Mn/DOT laboratory tested concrete samples for
mechanical properties after rheological properties had been field evaluated.
The inside lane and the outside lane were loaded with the standard MnROAD 80-kip and 102-kip
truck in the same frequency and load spectrum as other parts of the load volume road.
Performance data was continuously obtained from embedded strain gauges, vibrating wires,
moisture sensors, and thermocouples. In the finishing process, a 30-in. strip of untextured
pavement was created by indenting the width of the Astroturf drag. The contractor applied alphamethyl-styrene curing compound to the finished surface.
The research objectives for the Cell 54 initiative included:
•
•
•
•
•
To construct a concrete pavement with Mesabi-Select aggregate and investigate the
material properties of the product placed.
To investigate the rheological and mechanical properties of Mesabi-Select aggregate
concrete.
To study long-term performance of a concrete pavement in a low-volume road scenario
built out of Mesabi-Select aggregate.
To ascertain the susceptibility of the aggregate to synergistic effects in the presence of
conventional admixtures.
To investigate the adaptation of Mesabi-Select aggregate to traditional mix design
variables, such as low water cement ratio, well-graded aggregates, and aggregate
absorption.
•
•
To construct an un-textured strip on the finished surface for a continuation of Mn/DOT’s
study of the effect of pavement texture and joints on ride quality.
To provide a framework for the structural use of taconite aggregate in concrete.
Due to the unique nature of the aggregate under investigation, all the preliminary tests are
presented in Chapter 2. Some of the test includes freeze-thaw durability tests (ASTM C 666,
ASTM C 215) and mechanical properties associated with trial batching. Chapter 2 also
catalogues the geological analysis of the aggregate as part of the pre-construction trial and
discusses the intelligent compaction effort on the base and subgrade as pre-construction
evaluation. Though the results of these tests are indicative to some degree of the performance of
the aggregate, such speculations were best validated in a test section that is subjected to real-life,
real-time loading.
Chapter 3 chronicles the events and activities during the concrete paving. The contractor paved
the white topping Cells 60-63 the same day and before paving Cell 54. Consequently, most of the
equipment mobilization and preparation was captured in the White Topping Report that has been
published. It also discusses the various rheological tests that were performed on plastic concrete
and discusses the implication of the test results in concrete pavements. Chapter 4 discusses
placement of the sensors in a slip-form paving scenario where the Mn/DOT research crew took
care to forestall drift and damage due to the advancing paver. Chapter 4 also outlines the
locations of the sensors with respect to the pavement joints. Chapter 5 presents a research plan
for long-term studies of the properties of taconite concrete.
Preliminary results do reveal some properties that should be considered in mix design of taconite
concrete. It is a heavier aggregate than ordinary gravel and releases many fines into the mix thus
increasing the water demand. Adequate consideration must be given to the actual bulk density
and specific gravity of the batch as the trial mixes confirmed that the variation in ore content
determined the gravimetric variations in the resulting concrete. Workability-enhancing
admixtures such as plasticizers are required for best performance of this concrete.
The sensors continuously generated data on autogenous properties, drying shrinkage, thermal
expansion, flexural response to standard loading, stress load transfer, strain, temperature, warp
and curl. Periodically cores were taken to determine any inception or propagation of micro or
macro cracking, and to determine the condition of the paste-aggregate interface. Petrographic
analysis investigated the chemical stability of the aggregate in concrete. Although long-term
performance has been duly represented by the prescribed ASTM tests, the chemical reactivity of
the aggregate can only be ascertained by field exposure with time. The pavement is subjected to
sanding and salting in combination with the freeze-thaw-cycles. While continuously monitoring
sensor data, the surface was monitored for possible pop-outs, scaling, and even D-cracking to
determine if the aggregate is susceptible to any of these phenomena.
1
Introduction
1.1 Background
The Minnesota Department of Transportation (Mn/DOT) constructed the Minnesota Road
Research Project (MnROAD) between 1990 and 1994. MnROAD is located along Interstate 94
forty miles northwest of Minneapolis/St. Paul and is an extensive pavement research facility
consisting of two separate roadway segments containing 51 distinct test cells. Each MnROAD
test cell is approximately 500 feet long. Subgrade, aggregate base, and surface materials, as well
as roadbed structure and drainage methods vary from cell to cell. All data presented herein, as
well as historical sampling, testing, and construction information, can be found in the MnROAD
database and in various publications. Layout and designs used for the Mainline and Low
Volume Road are shown in Appendix A. Additional information on MnROAD can also be
found on its web site at http://mnroad.dot.state.mn.us/research/mnresearch.asp.
Figure 1. Aerial view of MnROAD Low Volume Road with Cell 54 highlighted
Parallel and adjacent to Interstate 94 and the Mainline is the Low Volume Road (LVR). The
LVR is a 2-lane, 2½-mile closed loop that contains 20 test cells. Traffic on the LVR is restricted
to a MnROAD operated vehicle, which is an 18-wheel, 5-axle, tractor/trailer with two different
loading configurations. The "heavy" load configuration results in a gross vehicle weight of 102
kips (102K configuration). The “legal” load configuration has a gross vehicle weight of 80 kips
(80K configuration). On Wednesdays, the tractor/trailer operates in the 102K configuration and
travels in the outside lane of the LVR loop. The tractor/trailer travels on the inside lane of the
LVR loop in the 80K configuration on all other weekdays. This results in a similar number of
ESALs being delivered to both lanes. ESALs on the LVR are determined by the number of laps
(80 per day on average) for each day and are entered into the MnROAD database.
The mainline consists of a 3.5-mile 2-lane interstate roadway carrying “live” traffic. Cell
design/layout can be found in Appendix A. The Mainline consists of both 5-year and 10-year
pavement designs. The 5-year cells were completed in 1992 and the 10-year cells were
completed in 1993. Originally, a total of 23 cells were constructed consisting of 14 HMA cells
and 9 Portland Cement Concrete (PCC) test cells.
1
Traffic on the mainline comes from the traveling public on westbound I-94. Typically the
mainline traffic is switched to the old I-94 westbound lanes once a month for three days to allow
MnROAD researchers to safely collect data. The mainline ESALs are determined from an IRD
hydraulic load scale that was installed in 1989 and a Kistler quartz sensor installed in 2000.
Currently the mainline has received roughly 5 million flexible Equivalent Single Axle Loads
(ESALs) and 7.8 million Rigid ESALS as of December 31, 2004.
1.2 MnROAD Instrumentation and Performance Database
Data collection at MnROAD is accomplished with a variety of methods to help describe the
layers, the pavement response to loads and the environment, and actual pavement performance.
Layer data is collected from a number of different types of sensors located throughout the
pavement surface and sub-layers, which initially numbered 4,572. Since then we have added to
this total with additional installations and sensors types. Data flows from these sensors to several
roadside cabinets, which are connected by a fiber optic network that is feed into the MnROAD
database for storage and analysis. Data can be requested from the MnROAD database for each
sensor along with the performance data that is collected thought the year. This includes ride,
distress, rutting, faulting, friction, and forensic trenches. Material laboratory testing and the
sensors measure variables such as temperature, moisture, strain, deflection, and frost depth in the
pavement along with much more.
1.3 Research Objectives
Northern Minnesota has abundant deposits of iron ore. These deposits are either harnessed for
ore extraction or are removed as overburdens if the rock contains lesser iron content. In either
case, piles of available aggregate are the byproduct of the mining activities. Extraction of iron
from the ore has resulted in-stockpiles of taconite tailings. Tailings are believed to be of some
use as aggregate.
Mesabi-Select is an overburden material over ledges of iron ore. This material is believed by
some to have properties that make it usable as an aggregate in concrete. Test Cell 54 was
therefore built with concrete that has Mesabi-Select as the only coarse aggregate.
The research objectives for the Cell 54 initiative included:
•
•
•
•
•
•
To construct a concrete pavement with Mesabi-Select aggregate and investigate the
material properties of the product placed.
To investigate the rheological and mechanical properties of Mesabi-Select aggregate
concrete.
To study long-term performance of a concrete pavement in a low-volume road scenario
built out of Mesabi-Select aggregate.
To ascertain the susceptibility of the aggregate to synergistic effects in the presence of
conventional admixtures.
To investigate the adaptation of Mesabi-Select aggregate to traditional mix design
variables, such as low water cement ratio, well-graded aggregate, and aggregate
absorption.
To construct an un-textured strip on the finished surface for a continuation of Mn/DOT’s
study of the effect of pavement texture and joints on ride quality.
2
•
To provide a framework for the structural use of taconite aggregate in concrete.
This project constructed a 192-ft jointed-plain-dowelled concrete pavement comprising two lanes
of 12- by 15-ft slabs paved by slip-form construction process. The longitudinal joints were tied
and unsealed.
1.4 Stake Holders for Cell 54 Construction
The idea for construction of a concrete cell in MnROAD was originally Mn/DOT’s. However
due to the uniqueness of the aggregate type, agencies, institutions, and industrial cooperation
contributed to the refinement of the proposal, construction and instrumentation of the cell. Tables
1 and 2 below show the Stake holders in this initiative.
Table 1. Stakeholders for Cell 54 construction
3
Table 2. Stakeholders for Cell 54 construction financing
4
2
Pre-Construction Evaluation
2.1 Introduction
The previous chapter discussed MnROAD as a test facility and Cell 54 in terms of location
within the facility and the geometric dimensions of the pavement. It also discussed the
stakeholders as well as the various contributors to the construction. It also introduced Cell 54 as
a unique cell constructed with Mesabi select aggregate concrete, with the objectives of
investigating rheological, mechanical, and performance characteristics of the material as
aggregate for concrete. Finally it listed six research objectives for the construction of the cell.
This chapter discusses the pre-construction tests that were conducted on the aggregate. The trial
mixing process that the paving Contractor performed at American Engineering Testing (AET)
under Mn/DOT observation is discussed. This chapter also covers testing protocol and results of
tests conducted on taconite aggregate by a joint venture of Mn/DOT and an aggregate contractor
early in 2004. Those tests were all preparatory to the paving of the cell.
2.2 Subgrade Construction and Base Testing
Mn/DOT performed an intelligent compaction procedure in the reconstruction of the
embankment depleted by the removal of the large diameter storm sewers. In the process, the
research team of Rebecca Embacher and John Siekmeier compared the various compaction
evaluation techniques; LWD, Geogauge, and DCP to the Bomag intelligent compactor. The
results are published in MnROAD Research Report 2005-07 titled Continuous Compaction
Control MnROAD Demonstration. It is available at
http://www.mrr.dot.state.mn.us/research/pdf/200507.pdf.
The base thickness was variable. The discretization of this cell for the intelligent compaction
demonstration created variable thicknesses of aggregate base. The Class 5 aggregate base ranged
from 8 in. in some sections to 4 ft in other sections although the design called for 8 in. of
aggregate base. This was not a typical base structure but it still fulfilled and even exceeded the
requirement of frost free material below the top of grading subgrade which in this scenario was
the line below the upper 8 in. of class 5 base as built.
2.3 Trial Batching and Durability Test Report
A trial batching of the proposed mix design was conducted by American engineering testing for
Mn/DOT and is included in Report No. 05-01802 of August 27, 2004. This report itemized the
trial batch evaluation as follows:
•
•
•
Crushing rock and mechanical sieve analysis, ASTM C 136
Performed on two batches: 2 cubic ft prepared in the laboratory. To forestall gap
gradation, the material was combined to meet a CA-15 gradation for batch # 1 and a CA5 gradation for batch #2.
Testing plastic concrete for Slump, air content, temperature, and unit weight. Air content
was tested by the ASTM C 231 procedure and weight by the ASTM C 138 method.
Slump was measured by the ASTM C 143 procedure.
5
•
•
Casting standard concrete cylinders to measure compressive strength. Using the ASTM
C 39 protocol, five 6x12 in. cylinders were made and tested in compression at specified
ages.
Testing hardened concrete to determine freeze thaw durability. To achieve this, prism
samples were made and tested after 14 days of wet cure in accordance with the ASTM C
666 procedure.
The results of the preliminary tests on the Mesabi-Select aggregates are shown in Appendix B.
The mix designs of the trial batches are shown in Table 3 and the results of freeze-thaw tests are
shown in Table 4. Mn/DOT Research submitted a set of mix designs for this project to the
Pavement Section. The mix design process included the performance of preliminary tests on
trial batches by a testing consultant. The contractor performed preliminary mix designs after trial
mixing showed batch 1 to be preferred over batch 2 due to the freeze-thaw test results. The mix
designs submitted are shown in Appendix C and the freeze-thaw results are shown in Appendix
D.
Table 3. Trial batching
6
Table 4. Freeze-Thaw test on trial batches
2.4
Freeze-Thaw Behavior of Crushed Taconite Rock from Pre-Construction Trial
Mixing
In March 2004, Ed Kraemer & Sons submitted aggregate samples to Braun Intertech for testing.
Results of 4 samples indicated some variability. The samples taken were not from the same
source as the Mesabi-Select and are believed to contain more iron than the latter. The report
showed low stability values for the aggregate. It was not clear at the time of the report if that
observation was unique for the particular ledge from which the samples were obtained by
Kraemer and sons. The freeze-thaw test results of these samples are shown in Figure 2.
3.0
Cumulative % Loss
2.5
2.0
1.5
1.0
0.5
0.0
0
50
100
150
200
250
300
350
Freeze Thaw Cycles
S1
S2
S3
S4
Figure 2. Percentage mass loss in freeze-thaw cycles, ASTM C 666
7
2.5 Mineralogical Report on Taconite Aggregate
The Mn/DOT Geotechnical Section performed a geological/mineralogical evaluation of taconite
aggregate. They evaluated the mineral content and general composition of the aggregate. The
report was set to Rebecca Embacher (concrete research) by Jason Richter (Geologist) in 2004. A
full text of the report is attached as Appendix E. A summary of the mineralogical analysis of
taconite aggregate used for construction of MnROAD Cells 54 and 32 follows. Details and
photos can be found in the May 12, 2005 memo from Jason Richter.
Aggregate material mined from United Taconite mine near Eveleth, MN, was used as coarse
aggregate in the concrete pavement of Cell 54 (minus 2 in.) and in asphalt pavement of Cell 32
(minus 3/4 in.) at MnROAD. The aggregate is sometimes referred to as Mesabi Select and is
mined from the top 25 ft of the “Lower Cherty” Member, or LC-8 bed (LC-6 bed in the NRRI
study). All aggregate types were dark colored and very “dirty”. A film of rock dust coated the
aggregate. Apparently the rock was crushed and stockpiled but not washed.
Nearly all of the aggregate material was composed of silica-rich minerals (~60%) and/or
carbonate-rich minerals (~30%). The remaining ~10% rock material contained primarily ironrich oxide minerals such as magnetite. The silica-rich minerals were primarily fine grained
quartz, chert, and a small component consisted of minnesotaite. The carbonate-rich minerals are
primarily iron-carbonates such as siderite and cherty siderite. The magnetite-rich aggregates had
a higher specific gravity and were somewhat magnetic.
8
3
Construction Process
3.1 Introduction
The previous chapter discussed the preconstruction testing of the Mesabi-select and Taconite
Aggregate as well as the intelligent compaction of the base. This enunciated the potential long
term performance of the aggregate in concrete and provided clues as to what tests should be done
on the samples taken from the aggregate to be used during construction.
This chapter catalogues the construction process of Cell 54 in a chronological sequence. It
records the preliminary testing and documents the mix adjustment inherent in the material
properties of the aggregate.
3.2 Construction Notes
The Contractor for the Paving of Cell 54 performed paving of this cell in a continuous operation
with Cells 60 to 62 which are the whitetopping cells. Consequently, equipment mobilization, site
meetings and some operational aspects of construction of these cells were almost inseparable.
The contractor performed inseparable equipment mobilization for the paving, texturing, curing
and joint establishment for these four cells. The Mn/DOT Project Engineer was Ronald
Mulvaney PE. The contractor was PCI. The job description included milling of existing
Bituminous on Cells 93, 94, and 95, preparatory to concrete paving for whitetopping in Cells 60
–62, paving of cells 60–62, and paving of Cell 54. The equipment on site included; paver, boom
truck, water truck, staking truck/skid steer, three pick-up trucks, and a paving crew of ten people.
Construction correspondence and notes are included in Appendix F.
3.3 Sampling and Testing
Mn/DOT and the Contractor performed sampling and testing during construction, before and
during placement of concrete. The samples taken for the rheological properties include:
•
•
•
•
ASTM C 143, Slump of Hydraulic Cement Concrete
ASTMC 138, Unit Weight, Yield, and Air Content (Gravimetric) of Concrete
ASTM C 1064, Temperature of Freshly Mixed Portland-Cement Concrete,
ASTM C341-96 Drying Shrinkage
Samples Taken for Mechanical properties of concrete include:
•
•
•
•
ASTM C 39-86 Compressive strength
ASTM C- 78-02 Modulus of Rupture
ASTM C-469-02 Static Modulus Of Elasticity & Poisson’s Ratio
AASHTO Coefficient of Thermal expansion
Samples were split into samples and companion samples. Companion samples were sent to the
University of Minnesota for curing and testing and the companion samples were sent to the
Mn/DOT Office of Materials lab for testing. Test results on the mechanical and rheological
properties are in Appendix G.
9
4
Instrumentation and Layout
4.1 Introduction
The previous chapter catalogues the construction process of Cell 54 in a chronological sequence.
It records the preliminary testing and documents the mix adjustment inherent in the material
properties of the aggregate. This chapter covers the instrumentation and layout plan for Cell 54.
4.2 Sensor Instrumentation and Layout
The transverse joint locations for Cell 54 are shown in Table 5 below. The following sensor
codes were used:
•
•
•
•
TC - Thermocouples Manufactured by Geokon
VW - Vibrating Wire strain gauges
TD - Time Domain Reflectometer
MH - Moisture sensor/ Watermarks
Sensors were placed according to manufacturers’ specifications and at the adjudged depth into
the concrete where strain, deflection, moisture, shrinkage or the desired specific property would
be measured. The sensors were mounted with wooden dowels and anchored as sure as
practicable to the base. During concrete placement, the team took care to avoid movement and
disorientation of the sensors. This was achieved by hand placement of the concrete in the vicinity
of the sensors ahead of the advancing slip form paving equipment. Through this procedure, when
the slipform paving equipment drove over the sensors the pre-placed concrete offered protection
against shock loads that would otherwise have been injurious to the sensors.
The Geokon vibrating wire strain gauges (VW) are used to measure strains in the slab caused by
environmental forces (temperature and moisture). VW sensors also have onboard thermistors
(XV) for measuring the temperature of the sensor in the slab. These sensors also have an
excellent performance history at MnROAD, with original VW sensors in MnROAD Phase I
continuing to operate after 14 years.
Placement of the VW sensors is such that they capture the warp, curl, and shrinkage of the slab
in the longitudinal and transverse directions. Data from these sensors will be collected every 15
minutes, 24 hours a day, for as long as the test cell and sensors operate.
Thermocouples Manufactured by Geokon were installed to measure temperatures in the slab,
base and subgrade layers. Belden Type T “high precision” thermocouple wire was used, as it has
worked well for MnROAD Phase I.
Placement of the TC sensors is such that they capture the temperature profile at 5 depths in the
slab, 2 depths in the Class 5 layer, and 1 depth in the subgrade layer. Those depths for both the
corner and mid-slab locations are (from the surface): 1.0”, 2.0”, 3.5”, 5.0”, 6.0”, 9.0”, 12.0”, and
19.0”. Data from these sensors will be collected every 15 minutes, 24 hours a day, for as long as
the test cell and sensors operate.
10
The concrete moisture sensors (MH) measure the relative humidity within the concrete
pavement. This sensor is custom made consisting of a Sensirion SHT-75 humidity gauge placed
within a plastic tube (ball-point pen case), sealed on one end (where the wires exit the tube), and
covered by a piece of GORE membrane on the end where moisture enters the tube. Placement of
the MH sensors is such that they capture the moisture profile at 5 depths in the slab. Those
depths for both the corner and mid-slab locations are (from the surface): 0.5”, 1.0”, 3.5”, 6.0”,
6.5”. Data from these sensors will be collected every 15 minutes, 24 hours a day, for as long as
the test cell and sensors operate.
Table 5. Transverse joint locations for Cell 54
11
Table 6. Cell 54 sensor locations
12
213+00
212+00
10 ft. Pannel
15 ft. Pannel
Mirror Line
Insturmented Cell
12 ft. Lane
213+00
214+00
Mirror Line
15 ft. Pannel
Insturmented Cell
Figure 3. Cell 54 layout
13
10 ft. Pannel
Code
Number
TC
Legend
Sensor
Description
24
ThermoCouple (Temperature)
Measures Temperature - Installed in a Thermal Couple Tree to a depth of 19" from the surface
TD
6
Time Domain Reflectometer
Frost monitor
VW
16
Vibrating Wire Strain Gauge
Static (Environmental) Strain (Longitudinal and Transverse)
MH
12
Moisture Sensor
Measures concrete moisture
Figure 4. Cell 54 instrumented panels
14
Figure 5. Protection of sensors
Figure 6. Setup of vibrating wire strain gauges
15
Figure 7. Setup of thermocouple (TC) and moisture (MH) sensors
Figure 8. Panoramic view of sensors, wooden dowels, epoxy-coated carbon-steel dowels,
and steel dowel baskets
16
5
Long-Term Monitoring Plan
5.1 Introduction
The previous chapter described the locations of the sensors and described their function. This
chapter discusses the long-term strategies for monitoring the properties of the Mesabi-Select
aggregate concrete.
5.2 Long-Term Testing and Monitoring Plan
The long-term testing and monitoring of the test cells will be carried out in three areas:
environmental response, surface distress, and concrete material response.
Long-term environmental response is largely automated, since the sensors are polled and
recorded every 15 minutes. Other long-term monitoring of environmental response will be
accomplished through periodic physical measurements taken during periods when low volume
road traffic is diverted off the test cell. For this study, those measurements will predominantly
be curl and warp profiling of the slabs. Other testing will include routine ride characterization
measurements, such as IRI, which will be taken according to the standard MnROAD operations
schedule (3 times a year).
Surface distress monitoring for concrete test cells at MnROAD consists of visual surveys
(following LTPP protocol), ride quality measurements (IRI), FWD testing, joint faulting
measurements, and PALP measurements.
Periodically, cores will be taken for petrographic analysis. The analysis will concentrate on
damage due to durability issues such as freeze-thaw and ASR. Nondestructive methods such as
Schmidt Hammer readings will also be taken at center slab as well as at the joints to monitor any
local changes due to environmental effects or snow removal/deicing operations.
17
References
Fosnacht, D.R., Zanko, L.M., and Hauck, S.A. (2006). “Research, Development, and Marketing
of Minnesota’s Iron Range Aggregate Materials for Midwest and National Transportation
Application,” Technical Summary Report NRRI/TSR-2006/01, Natural Resources Research
Institute, University of Minnesota, Duluth, MN.
Hopstock, D.M. and Zanko, L.M. (2005). “Minnesota Taconite as a Microwave-Absorbing Road
Aggregate Material for Deicing and Pothole Patching Applications,” Report No. CTS 05-10,
Natural Resources Research Institute, University of Minnesota, Duluth, MN.
Oresekovich, J.A. and Patelke, M.M. (2006). “Historical use of Taconite Byproducts as
construction Aggregate Materials in Minnesota: A Progress Report,” Report of Investigation
NRRI/RI-2006/02, Natural Resources Research Institute, University of Minnesota, Duluth, MN.
Zanko, L., Oreskovich, J.A., and Niles, H.B. (2003). “Properties and Aggregate Potential of
Coarse Taconite Tailings from five Minnesota Taconite Operations,” Report No. MN/RC 200406, Natural Resources Research Institute, University of Minnesota, Duluth, MN.
18
Appendix A : MnROAD Test Sections
5-Year
1
2
3
5.9"
6.1"
6.3"
4"
4"
Layer Depth
(Inches)
33"
Asphalt Binder
Binder PG Grade
Design Method
Surbgrade "R" Value
Construction Date
28"
4
9.1"
Material Legend
Suface Materials
Hot Mix Aspalt
Concrete
Oil Gravel
Double Chip Seal
PSAB
33"
120/150
58-28
75
12
Sept-93
120/150
58-28
35
12
Sept-93
120/150
58-28
50
12
Sept-93
120/150
58-28
Gyratory
12
Sept-93
14
15
16
17
10-Year
10.9"
8"
11.1"
1999 Micro
2003 Micro/MiniMac
2004 Micro
Base Materials
Class-3 Sp.
Class-4 Sp.
Class-5 Sp.
Class-6 Sp.
Reclaimed HMA
Crushed Stone
Class 1
Class 1c
Class 1f
Asphalt Test Sections
18
7.9"
19
7.9"
Layer Depth
(Inches)
20
7.8"
21
7.8"
7.8"
22
23
7.8"
51
4"
4"
9"
9"
Restricted
Zone
Overlay
58-28
35
12
Jul-97
Coarse
Overlay
58-28
35
12
Jul-97
7.8"
4" Drain
3"
12"
28"
50
28"
23"
28"
28"
AC-20
64-22
35
12
Jul-93
120/150
58-28
35
12
Jul-93
18"
9"
Asphalt Binder
Binder PG Grade
Design Method
Surbgrade "R" Value
Construction Date
120/150
58-28
75
12
Jul-93
AC-20
64-22
75
12
Jul-93
AC-20
64-22
Gyratory
12
Jul-93
AC-20
64-22
75
12
Jul-93
AC-20
64-22
50
12
Jul-93
5-Year Test Sections
Layer Depth
(Inches)
6
7
8
9
7.1"
7.4"
7.6"
7.4"
7.4"
4" drain
3''
Clay
4" drain
3''
Clay
4" drain
3''
Clay
6"
Clay
120/150
58-28
75
12
Jul-93
120/150
58-28
50
12
Sept-93
10- Year Test Sections
5
3"
120/150
58-28
50
12
Jul-93
27"
10
11
12
13
9.9"
9.9''
9.8''
9.7''
4" drain
3''
Clay
6''
6'' drain
5''
Clay
Clay
Clay
Material Legend
Suface Materials
Hot Mix Aspalt
Base Materials
Class-3 Sp.
Concrete
Oil Gravel
Double Chip Seal
Class-4 Sp.
Class-5 Sp.
Class-6 Sp.
Reclaimed HMA
Crushed Stone
PSAB
1999 Micro
Clay
Panel Width
Panel Length
Shoulders
Dowel Bar Diameter
Subgrade "R" Value
Construction Date
Layer Depth
13'/14'
20'
HMA
1''
12
Sep-92
13'/14'
16'
HMA
1''
12
Sep-92
13'/14'
20'
HMA
1''
12
Sep-92
13'/14'
15'
13' PCC
1''
12
Sep-92
13'/14'
16'
13' PCC
1''
12
Sep-92
12'/12'
20'
HMA
1 1/4''
12
Sep-92
12'/12'
24'
HMA
1 1/4''
12
Sep-92
12'/12'
15'
HMA
1 1/4''
12
Sep-92
12'/12'
20'
HMA
1 1/4''
12
Sep-92
96
97
92
60
61
62
63
4"
Sealed
93
94
95
3.9"
2.8"
3''
9''
10''
5.9"
5.9"
6"
5" Sealed
5"
Unsealed
4"
Unsealed
7''
7''
7''
7''
7''
8"
8"
10''
(Inches)
Clay
Panel Width
4'
4'
Panel Length
Fibers Polypro
Dowels
none
12
Subgrade "R" Value
Construction Date Oct-97
Clay
Clay
Clay
Clay
Clay
Clay
Clay
Clay
Clay
4'
4'
Polypro
none
12
Oct-97
6'
6'
Polyolefin
none
12
Oct-97
6'
6'
Polypro
none
12
Oct-97
12'
10'
Polypro
none
12
Oct-97
12'
10'
Polypro
Yes
12
Oct-97
6'
5'
n/a
none
12
Oct-04
6'
5'
n/a
none
12
Oct-04
6'
5'
n/a
none
12
Oct-04
6'
5'
n/a
none
12
Oct-04
Figure A 1. MnROAD mainline test road
A-1
Class 1
Class 1c
2003 Micro/MiniMac
Class 1f
2004 Micro
Panel Width (Passing lane / Driving lane widths)
Concrete
Test Sections
24
3.1"
Layer Depth
(Inches)
4"
25
26
5.2"
5.9"
Sand
26
26
27
27
27
28
28
29
30
2.5''
4''
3.3''
1''
2.5''
3.2''
2''
1''
5.1''
5.1''
31
4''
4''
8''
Clay
31
3.3''
11''
Sand
14''
12''
Clay
4''
13''
14''
10''
14''
12''
Clay
Clay
Clay
12''
Clay
Clay
12''
Clay
Clay
Clay
Clay
Clay
Asphalt Binder
Binder PG Grade
Design Method
Surbgrade "R" Value
Construction Date
120/150
58-28
35
70
Aug-93
120/150
58-28
60
70
Aug-93
33
33
120/150
58-28
60
12
Aug-93
12
Sep-00
n/a
58-34
35
12
May-05
34
34
4''
6''
Oil
Gravel
34
3.9''
6''
6''
120/150
58-28
50
12
Aug-93
Double
Chip
Seal
12
Aug-98
Oil
Gravel
120/150
58-28
35
12
Aug-93
12
Sep-00
6''
6''
12''
n/a
n/a
12
Sep-96
Clay
58-28
Gyratory
12
Aug-99
n/a
n/a
12
Sep-96
58-34
Gyratory
12
Aug-99
Suface Materials
Hot Mix Aspalt
Concrete
Oil Gravel
Double Chip Seal
PSAB
36
37
38
39
.6.4''
6.4''
6.4''
5''
5''
Clay
Clay
Sand
Layer Depth
(Inches)
12''
120/150
58-28
75
12
Aug-93
12''
58-40
Gyratory
12
Aug-99
Asphalt Test Sections
40
32
6.3'' 7.6''
6''
32
52
53
54
7.5''
7.5''
7.5"
5''
1''
5''
6''
6''
Clay
Clay
Clay
5''
5''
Clay
Clay
12'
15'
Varies
12
Jun-00
12'
15'
none
12
Jun-00
Sand
Panel Width
Panel Length
Dowel Bar Diameter
Subgrade "R" Value
Construction Date
12'
16'
1''
70
Jul-93
12'
12'
none
70
Jul-93
120/150
58-28
76
12
Aug-93
Base Materials
Class-3 Sp.
Class-4 Sp.
Class-5 Sp.
Class-6 Sp.
Reclaimed HMA
Crushed Stone
Class 1
Class 1c
Class 1f
Clay
n/a
n/a
12
Sep-96
6.4''
5''
12
Aug-93
Clay
Clay
Binder PG Grade
Design Method
Surbgrade "R" Value
Construction Date
6''
12''
Clay
120/150
58-28
50
12
Aug-93
Material Legend
35
3.9''
Layer Depth
(Inches)
Clay
Oil
Gravel
12''
Clay
12'
16'
1''
12
Jul-93
12'
20'
1''
12
Jul-93
12'
16'
none
12
Jul-93
Gravel
Section
-12
Sep-98
12'
12'
none
12
Jun-00
Concrete Test Sections
Figure A 2. MnROAD low-volume test road
A-2
12'
12'
1"
12
Oct-04
n/a
64-34
Level-2
12
Sep-04
Appendix B : Mesabi-Select Aggregate Test Results
Table B 1. Mesabi-Select coarse aggregate sieve analysis
B-1
Table B 2. Weekly concrete aggregate report
B-2
Table B 3. Mesabi aggregate report
B-3
Table B 4. Coarse aggregate sieve analysis
B-4
Table B 5. Coarse aggregate sieve analysis - 2
B-5
Table B 6. Coarse aggregate sieve analysis - 3
B-6
Table B 7. Coarse aggregate sieve analysis - 4
B-7
Table B 8. Summary of ASR susceptibility tests on EVAC aggregate
B-8
Appendix C : Concrete Mix Design
Figure C 1. Request for concrete mix approval
C-1
Figure C 2. Concrete paving spread sheet
C-2
Figure C 3. Concrete aggregate gradation
C-3
Figure C 4. Concrete aggregate gradation - 2
C-4
Figure C 5. Paving spreadsheet - 2
C-5
Figure C 6. Mesabi Hard Rock Cell Description
C-6
Figure C 7. Aggregate test report
C-7
Figure C 8. Mix design
C-8
Figure C 9. Power gradation chart
C-9
Figure C 10. MCC mix design
C-10
Figure C 11. MCC mix design
C-11
Appendix D : AET Freeze-Thaw and Petrographic Evaluation
Figure D 1. Hardened air test results performed by AET
D-1
Figure D 2. Magnified view of hardened air in taconite aggregate concrete from
petrographic analysis
D-2
Figure D 3. Magnified view of hardened air in taconite aggregate concrete from
petrographic analysis -2
D-3
Table D 1. AET freeze-thaw results
D-4
Figure D 4. AET freeze-thaw beam 210 after 303 cycles
Figure D 5. AET freeze-thaw beam 211 after 303 cycles
D-5
Figure D 6. AET freeze-thaw beam 213 after 303 cycles
Figure D 7. AET freeze-thaw beam 610 after 303 cycles
D-6
Figure D 8. AET freeze-thaw beam 611 after 303 cycles
Figure D 9. AET freeze-thaw beam 612 after 303 cycles
D-7
Figure D 10. AET freeze-thaw beam 1110 after 303 cycles
Figure D 11. AET freeze-thaw beam 1111 after 303 cycles
D-8
Figure D 12. AET freeze-thaw beam 1113 after 303 cycles
D-9
Appendix E : Aggregate Mineralogy of Mesabi-Select
E-1
E-2
E-3
E-4
E-5
E-6
E-7
E-8
E-9
E-10
Appendix F : Construction Communication
Table F 1. Construction notes
F-1
Table F 2. Construction notes - 2
F-2
2 November 2004
RE: MnROAD Paving Project – Mesabi Select Aggregate
Comments on The MnROAD Paving conducted 26 Oct 2004
Our feeling is that the overall paving went well. We made a few adjustments while we were batching,
primarily due to the different aspects of the coarse aggregate or Mesabi Select Taconite.
1. The rock seemed to work well but we did notice a much higher water demand. This could be
from the rock gradation running fine.
2. Although we did not run a #200 test on the rock, we noticed a lot of 100-200 fines on the
bottom of the pans for the ¾ inch plus rock and the ¾ inch minus rock. This could also drive
up the water demand.
3. The overall gradations ran a bit finer than was specified in the gradation specifications,
particularly on certain sizes. For example;
o 1 Inch specification was 55% - Actual was 71%
o 3 / 4 Inch specification was 22% - Actual was 44%
o 3 / 8 Inch specification was 45% - Actual was 60%
4.
5.
6.
7.
It was these factors that probably drove up the water demand higher than we expected. This
did not pose any particular problems for us and once we recognized the issue we were able to
resolve it however we did exceed the design water by about 2 gallons/yard.
The admixtures performed as expected and there were no surprises there. An increase in the
Water Reducer would decrease the water demand due to the rock gradation. Once we got the
water demand under control, the air content and mixing problem was resolved also.
The Mesabi Select aggregate is noticeably much heavier than our normal coarse aggregate and
it took the batch computer a few loads to adjust for the “in-air” free-fall resulting in the first
two or three loads exceeding the target weight for the course aggregate by about 1%. Once
the batch computer recognized the weight of the aggregate coming from those selected bins, it
adjusted the flow rate to once again hit the target weight.
We had no problems discharging the material once it was mixed or cleaning up our trucks at
the completion of the pour.
We believe with some gradation and portioning changes, this could be a very workable mix.
Any questions, please feel free to give me a call @ (320) 650-0155.
Jerry E. Lang
VP – Concrete Products Division
Bauerly Companies
F-3
Appendix G : Concrete Tests
Table G 1. Compressive strength results
Specimen ID
54-04-CC-202
54-04-CC-602
54-04-CC-1102
5404CC603
5404CC1103
5404CC203
5404CC204
5404CC604
5404CC1104
54-04-CC-205
54-04-CC-605
54-04-CC-1105
54-04-CC-206
54-04-CC-606
54-04-CC-1106
54-04-CC-207
54-04-CC-607
54-04-CC-1107
Age
Cell
(days)
54
54
54
54
54
54
54
54
54
54
54
54
54
54
54
54
54
54
1
1
1
3
3
7
7
7
7
14
14
14
29
29
29
90
90
90
Tested By
C. Evenson
C. Evenson
C. Evenson
UMN - Yut, lliya
UMN - Yut, lliya
UMN - Yut, lliya
UMN - Yut, lliya
UMN - Yut, lliya
UMN - Yut, lliya
C. Evenson
C. Evenson
C. Evenson
C. Evenson
C. Evenson
C. Evenson
C. Evenson
C. Evenson
C. Evenson
Date /
Curing
Avg.
Maximum
Time
Condition
Diameter Applied
(10/27/04
(Water,
(in)
Load (lbf)
14:40)
Moist Room)
10/27/2004
10/27/2004
10/27/2004
10/29/2004
10/29/2004
11/2/2004
11/2/2004
11/2/2004
11/2/2004
11/9/2004
11/9/2004
11/9/2004
11/24/2004
11/24/2004
11/24/2004
1/24/2005
1/24/2005
1/24/2005
1.5 hr. water
2 hr. water
2 hr. water
Water
Water
Water
Water
Water
Water
Moist Room
Moist Room
Moist Room
Moist Room
Moist Room
Moist Room
Moist Room
Moist Room
Moist Room
G-1
Fracture
Type (e.g.,
cone)
Area (in2)
Compression
Strength (psi)
Compression
Strength
(MPa)
331
473
532
1690
2943
3705
3768
4597
4685
4652
5308
5513
5394
6406
6463
5990
7350
7508
2.3
3.3
3.7
11.6
20.3
25.5
26.0
31.7
32.3
32.1
36.6
38.0
37.2
44.1
44.5
41.3
50.6
51.7
6
6
5.99
6
6
9350
13380
14980
47790
83220
Cone
Cone
Cone
Columnar
Columnar
28.2743
28.2743
28.1802
28.2743
28.2743
5.98
6
5.99
6
5.99
6
5.99
5.98
6.01
130660
150080
155350
152510
180510
182740
168790
206440
212990
Shear
Shear
Cone&Shear
Shear
Shear
Shear
Shear
Cone&Shear
Cone&Shear
28.0862
28.2743
28.1802
28.2743
28.1802
28.2743
28.1802
28.0862
28.3687
Table G 2. Flexural strength results
Specimen ID
54-04-CB-201
54-04-CB-601
54-04-CB-1101
5404CB203
5404CB603
5404CB1103
54-04-CB-207
54-04-CB-604
54-04-CB-1104
54-04-CB-205
54-04-CB-605
54-04-CB-1105
54-04-CB-208
54-04-CB-601
54-04-CB-1107
Cell Age (days)
Tested By
Date / Time
Moisture
(10/27/04 14:40)
Room
Water Tank
Fracture Modulus Modulus
Avg. Avg.
Span Maximum
Area
Location
of
of
Depth Width Length Recorded Correction a (in)
(8.1, 8.2, Rupture Rupture
(in)
(in)
(in)
(psi)
Factor %
8.3)
(psi)
(MPa)
54
1
Daniel Squires 10/27/04 15:40
120 Min.
54
1
"
10/27/04 15:15
105 Min.
54
1
"
10/27/04 14:45
65 Min.
54
7
UMN Yut, lliya
11/2/04
Water
54
7
UMN Yut, lliya
11/2/04
Water
54
7
UMN Yut, lliya
11/2/04
Water
54
14
Daniel Squires 11/9/04 12:55 10/27/04 8:00 11/3/04
54
14
"
11/9/04 13:12 10/27/04 8:00 11/3/04
54
14
"
11/9/04 11:38 10/27/04 8:00 11/3/04
54
28
Daniel Squires
11/23/04 14:40 10/27/04 14:30 11/9/04
54
28
"
11/23/04 14:54 10/27/04 14:30 11/9/04
54
28
"
11/23/04 15:10 10/27/04 14:30 11/9/04
54
90
Daniel Squires
1/24/05 9:10 10/27/04 8:15 12/10/04
54 Was not made in Field but was used for a another cell # 54-04-CB-208
54
90
"
1/24/05 9:30 10/27/04 15:15 12/9/04
5.95
6.00
5.95
5.95
6.05
6.00
18
"
"
120
135
135
+ 2.4 %
- 0.98 %
+ 1.7 %
1.6
1.16
1.28
8.1
8.1
8.1
5.95
5.95
6.00
5.95
6.00
6.00
5.95
6.05
6.10
6.00
6.00
6.05
6.05
6.00
680
705
740
650
815
835
670
+ 0.97%
0%
0%
+ 1.97 %
- 0.98 %
- 0.98 %
+ 1.70
2.81
1.72
1.60
0.98
1.08
1.94
1.24
6.00
6.10
18
"
"
18
"
"
18
"
"
855
- 1.70
2.28
8.1
8.1
8.1
8.1
8.1
8.1
8.1
8.1
8.1
Beam
Breaker
No.
125
130
140
165
841
742
685
705
740
665
805
825
680
0.86
0.90
0.96
1.14
5.79
5.11
4.72
4.86
5.10
4.58
5.55
5.68
4.69
1356
1398
"
840
5.79
1398
1398
"
"
1398
"
"
1398
Table G 3. Modulus of elasticity results
Diameter
(in)
Gage
Length
(in)
f'c avg
(psi)
A ( in2)
g1 (cm)
Calculated P2
(lb)
Age
Test Date
Replicate
No.
Time
Li (cm)
L2 (cm)
P1 (lb)
P2 (lb)
54-04-CC-208
29
11/24/2004
1
5.9850
8
5394
28.13313893
0.00203
60700
13:20
0.00003
0.01650
8310
61160
295.381188 2173.9487 0.00040527
5.29E+06
54-04-CC-208
29
11/24/2004
2
5.9850
8
5394
28.13313893
0.00203
60700
13:20
0.00002
0.01650
8250
61030
293.248472 2169.3278 0.00040551
5.28E+06
54-04-CC-208
29
11/24/2004
3
5.9850
8
5394
28.13313893
0.00203
60700
13:20
0.00002
0.01657
8120
61310
288.627587 2179.2805 0.00040723
5.29E+06
54-04-CC-208
29
11/24/2004
4
5.9850
8
5394
28.13313893
0.00203
60700
13:20
0.00003
0.01647
8050
60720
286.139418 2158.3088 0.00040453
5.28E+06
54-04-CC-608
29
11/24/2004
1
5.99
8
6406
28.18016464
0.00203
72209
13:55
0.00002
0.01850
8770
72400
311.211808 2569.183
0.00045472
5.58E+06
54-04-CC-608
29
11/24/2004
2
5.99
8
6406
28.18016464
0.00203
72209
13:55
0.00002
0.01862
8340
72400
295.952849 2569.183
0.00045768
5.58E+06
54-04-CC-608
29
11/24/2004
3
5.99
8
6406
28.18016464
0.00203
72209
13:55
0.00005
0.01866
8650
72460
306.953494 2571.3122 0.00045792
5.55E+06
Specimen
S1 (psi)
S2 (psi)
ε2
E (psi)
54-04-CC-608
29
11/24/2004
4
5.99
8
6406
28.18016464
0.00203
72209
13:55
0.00002
0.01872
8560
72680
303.759758 2579.1191 0.00046014
5.55E+06
54-04-CC-1108
29
11/24/2004
1
5.99
8
6463
28.18016464
0.00203
72851
14:22
0.00002
0.01852
8670
72800
307.663213 2583.3774 0.00045522
5.62E+06
54-04-CC-1108
29
11/24/2004
2
5.99
8
6463
28.18016464
0.00203
72851
14:22
0.00002
0.01858
8900
73110
315.824982 2594.378
5.60E+06
54-04-CC-1108
29
11/24/2004
3
5.99
8
6463
28.18016464
0.00203
72851
14:22
0.00001
0.01848
8950
73030
317.59928 2591.5392 0.00045448
5.62E+06
54-04-CC-1108
29
11/24/2004
4
5.99
8
6463
28.18016464
0.00203
72851
14:22
0.00002
0.01850
8760
72740
310.856949 2581.2482 0.00045472
5.61E+06
G-2
0.00045669
Table G 4. Poison’s ratio results
Specimen
54-04-CC-208
Age
Test Date
Replicate
No.
Diameter
(in)
Ti (cm)
T1 (cm)
T2 (cm)
εt1
εt2
u
29
11/24/2004
1
5.9850
0
-0.00027
-0.0021
8.69026E-10
6.76E-09
0.00
54-04-CC-208
29
11/24/2004
2
5.9850
0
-0.00027
-0.0022
8.70877E-10
7.10E-09
0.00
54-04-CC-208
29
11/24/2004
3
5.9850
0.0003
-0.00029
-0.0022
1.89434E-09
8.03E-09
0.00
54-04-CC-208
29
11/24/2004
4
5.9850
0
-0.00031
-0.00231
1.005E-09
7.49E-09
54-04-CC-608
29
11/24/2004
1
5.99
0.00003
-0.00025
-0.00271
7.613E-10
7.45E-09
54-04-CC-608
29
11/24/2004
2
5.99
0
-0.00031
-0.00281
8.42868E-10
7.64E-09
Curing Condition
54-04-CC-608
29
11/24/2004
3
5.99
0
-0.00031
-0.00279
8.4217E-10
7.58E-09
54-04-CC-608
29
11/24/2004
4
5.99
-0.00001
-0.00033
-0.00283
8.66705E-10
7.64E-09
54-04-CC-1108
29
11/24/2004
1
5.99
0.00001
-0.00031
-0.00283
8.65276E-10
7.68E-09
0.00
moist room, 11/20&11/21
0.00 moist room turned off,
0.00 11/22 specimens left out
0.00 in air ~ 6hr, 11/23 placed
in lime bath to try to get
0.00
back to critical saturation
0.00
54-04-CC-1108
29
11/24/2004
2
5.99
-0.00001
-0.00035
-0.00302
9.15458E-10
8.10E-09
0.00
54-04-CC-1108
29
11/24/2004
3
5.99
0
-0.00031
-0.00294
8.35597E-10
7.92E-09
0.00
54-04-CC-1108
29
11/24/2004
4
5.99
-0.00001
-0.00035
-0.00294
9.20115E-10
7.93E-09
0.00
G-3
operators
Dick Sagert (loading),
Dan Squires
(poissons), John
Siekmeier (elasticity)
Table G 5. Mesabi-Select concrete coefficient of thermal expansion
CTE (mm/mm/°C)*
Replicate Number
Cell
Specimen ID
Specimen Type
Retrofitted w/
Thermocouple
Sensor
1
2
3
4
5
54-04-CC-209 4" x 8" Cylinder Yes / 12-28-04 10.5 10.9 11.1 11.4 11.5
54-04-CC-210 4" x 8" Cylinder
No
54-04-CC-609 4" x 8" Cylinder Yes / 12-23-04 10.3 10.5
Cell 54, Panel 6
54-04-CC-610 4" x 8" Cylinder
No
54-04-CC-1109 4" x 8" Cylinder
Yes / 1-5-05 11.7 12.0 12.2 11.9 11.8
Cell 54, Panel 11
54-04-CC-1110 4" x 8" Cylinder
Yes
*Unadjusted CTE values are contained in this table w.r.t. actual specimen lengths and calibration term
Cell 54, Panel 2
Table G 6. Mesabi-Select concrete coefficient of thermal expansion - 2
Thermal Equilibrium Using Internal Specimen Temp.
CTE (mm/mm/°C)*
Replicate Number
Cell
Cell 54,
Panel 2
Cell 54,
Panel 6
Cell 54,
Panel 11
Specimen ID
Specimen Type
54-04-CC-209 4" x
54-04-CC-210 4" x
54-04-CC-609 4" x
54-04-CC-610 4" x
54-04-CC-1109 4" x
54-04-CC-1110 4" x
8" Cylinder
8" Cylinder
8" Cylinder
8" Cylinder
8" Cylinder
8" Cylinder
Retrofitted w/
Thermocouple
Sensor
Yes / 12-28-04
No
Yes / 12-23-04
No
Yes / 1-5-05
Yes / 4-27-05
Thermal Equilibrium Using Length Meas.
CTE (mm/mm/°C)*
Replicate Number
Test Stand
1
2
3
4
5
1
2
3
4
5
Aluminum
6.3
6.7
6.8
7.2
7.3
6.3
6.7
6.8
7.2
7.3
Stainless
6.9
7.1
6.8
7.0
Aluminum
Aluminum
7.5
7.1
7.8
7.5
7.4
7.1
8.0
7.5
8.0
7.3
7.7
7.5
7.6
7.6
G-4
8.0
7.3
7.7
7.5
7.6
7.5
8
T_CTE
7.8
L_CTE
7.6
7.4
7.2
7
6.8
6.6
6.4
63-04-CC008
62-04-CC009
62-04-CC008
61-04-CC008
60-04-CC008
54-04-CC1110
54-04-CC1109
6
54-04-CC609
6.2
54-04-CC209
Thermal Coeffienct of Expansion
Contraction (mm/mm/0C)
Mn/ROAD Reconstruction
Specimen ID
Figure G 1. Mesabi-Select concrete coefficient of thermal expansion
Drying Shrinkage (ue)
Mn/ROAD Low Volume Road
Cell 54: Mesabi Select
500
450
400
350
300
250
200
150
100
50
0
5404CB208
5404CB214
5404CB609
5404CB615
5404CB1109
0
20
40
60
Cumulative Time (day)
Figure G 2. Drying shrinkage
G-5
80
5404CB209
5404CB608
5404CB614
5404CB1108
5404CB1114
100
Table G 7. Drying shrinkage, specimen 54-04-CB-208
DRYING SHRINKAGE (ASTM C 341-96)
Location: MnROAD
Cell: LVR Cell 54 (Mesabi)
Specimen ID:
54-04-CB-208
Conditioned Base Length:
Tested By
Scott Wiebolt
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Conditioning for
Date / Time
Storage (Water,
base length
(10/27/04 14:40)
Air)
(Yes/No)
10/27/04 16:10
11/2/04 11:05
11/9/04 10:09
11/17/04 14:45
11/24/04 11:26
12/2/04 10:35
12/3/04 12:41
12/10/04 9:06
12/17/04 9:32
12/23/04 8:42
12/30/04 8:43
1/7/05 8:38
1/14/05 14:48
1/21/05 9:42
1/27/05 15:19
2/3/05 14:58
2/10/05 14:00
2/17/05 14:24
2/24/05 14:35
4/7/05 13:58
5/5/05 14:28
6/6/05 14:36
after demolding
Water
Water
Water
Water
Water
Water
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
Yes
Yes
Yes
Yes
Yes
Yes
Yes
N0
N0
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
Temp.
(ºF)
RH (%)
Weight (g)
Length
(mm)
71
72
71.4
73.3
73.3
72.9
73.0
75
75.0
75.0
75
74.7
74.6
73.6
73.4
74.2
74.0
73.8
73.9
73.4
73.0
76.3
34
24
39
21
21
21
48
54
49
50
50
49
47
48
50
50
50
50
50
50
55
7932.1
7982.0
7993.6
8002.2
8008.9
8014.9
8016.0
7900.8
7884.4
7874.5
7866.5
7861.8
7858.3
7855.9
7853.9
7852.2
7850.4
7849.1
7848.2
7842.6
7841.2
7840.9
2.396
2.511
2.508
2.501
2.504
2.506
2.498
2.411
2.384
2.367
2.357
2.355
2.346
2.342
2.335
2.332
2.329
2.330
2.331
2.324
2.320
2.320
Comments
Loose Studs
Studs Tight
Studs Tight
"
"
2.501 addition rea
G-6
Gage Length:
Length - 2(g.s.)
(mm)
382.6848
382.7998
382.7968
382.7898
382.7928
382.7948
382.7868
382.6998
382.6728
382.6558
382.6458
382.6438
382.6348
382.6308
382.6238
382.6208
382.6178
382.6188
382.6198
382.6128
382.6088
382.6088
380.2888
380.2888
380.2888
380.2888
380.2888
382.791
Δ Length
(mm)
Δ Length
(%)
Time
(Days)
Cumulative
Time (hr)
0.1150
-0.0030
-0.0070
0.0030
0.0020
-0.0080
-0.0870
-0.0270
-0.0170
-0.0100
-0.0020
-0.0090
-0.0040
-0.0070
-0.0030
-0.0030
0.0010
0.0010
-0.0070
-0.0040
0.0000
-2.3200
0.0000
0.0000
0.0000
0.0000
0.030
-0.001
-0.002
0.001
0.001
-0.002
-0.023
-0.007
-0.004
-0.003
-0.001
-0.002
-0.001
-0.002
-0.001
-0.001
0.000
0.000
-0.002
-0.001
0.000
-0.606
0.000
0.000
0.000
0.000
0
5.8
7.0
8.2
6.9
8.0
0.0
6.9
7.0
6.0
7.0
8.0
7.3
6.8
6.2
7.0
7.0
7.0
7.0
42.0
28.0
32.0
-38509.6
0.0
0.0
0.0
0.0
0
139
306
503
667
858
0
164
333
476
644
836
1010
1173
1323
1490
1657
1826
1994
3001
3674
4442
-919789
-919789
-919789
-919789
-919789
Drying
Cumulative Time
Shrinkage
(days)
(υε)
0
6
13
21
28
36
0
7
14
20
27
35
42
49
55
62
69
76
83
125
153
185
-38325
-38325
-38325
-38325
-38325
0
238
309
353
379
385
408
419
437
445
453
450
447
466
476
476
6537
6537
6537
6537
6537
Drying
Shrinkage
(%)
0
0.02
0.03
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.05
0.04
0.04
0.05
0.05
0.05
0.65
0.65
0.65
0.65
0.65
Table G 8. Drying shrinkage, specimen 54-04-CB-209
DRYING SHRINKAGE (ASTM C 341-96)
Location: MnROAD
Cell: LVR Cell 54 (Mesabi)
Specimen ID:
54-04-CB-209
Conditioned Base Length:
Tested By
Scott Wiebolt
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Conditioning for
Date / Time
Storage (Water,
base length
Air)
(10/27/04 14:40)
(Yes/No)
10/27/04 16:08
11/2/04 11:10
11/9/04 10:03
11/17/04 14:49
11/24/04 11:27
12/2/04 10:36
12/3/04 12:42
12/10/04 9:04
12/17/04 9:36
12/23/04 8:43
12/30/04 8:44
1/7/05 8:39
1/14/05 14:49
1/21/05 9:43
1/27/05 15:22
2/3/05 14:59
2/10/05 14:01
2/17/05 14:26
2/24/05 14:36
4/7/05 13:59
5/5/05 14:30
6/6/05 14:35
after demolding
Water
Water
Water
Water
Water
Water
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
Yes
Yes
Yes
Yes
Yes
Yes
Yes
N0
N0
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
Temp.
(ºF)
RH (%)
Weight (g)
Length
(mm)
71.0
72.0
71.4
73.2
73.2
72.9
73.0
75.0
75.1
74.9
75
74.7
74.6
73.6
73.6
74.2
74.0
73.8
73.9
73.4
73.0
76.3
34
24
38
21
21
21
48
54
52
51
50
49
47
48
50
50
50
50
50
50
55
7907.6
7964.2
7976.0
7984.2
7989.6
7997.2
7997.8
7881.6
7865.3
7855.5
7847.4
7842.6
7839.1
7836.5
7834.6
7832.9
7830.9
7829.9
7828.8
7823.3
7821.9
7821.2
2.792
2.839
2.907
2.864
2.865
2.868
2.863
2.772
2.744
2.727
2.716
2.714
2.703
2.700
2.694
2.694
2.694
2.690
2.689
2.682
2.677
2.677
Comments
Loose Studs
Studs Tight
Studs Tight
"
"
2.866 addition re
2.744 addition re
G-7
Gage Length:
Length - 2(g.s.)
(mm)
383.0808
383.1278
383.1958
383.1528
383.1538
383.1568
383.1518
383.0608
383.0328
383.0158
383.0048
383.0028
382.9918
382.9888
382.9828
382.9828
382.9828
382.9788
382.9778
382.9708
382.9658
382.9658
380.2888
380.2888
380.2888
380.2888
380.2888
383.153
Δ Length
Δ Length (%)
(mm)
0.0470
0.0680
-0.0430
0.0010
0.0030
-0.0050
-0.0910
-0.0280
-0.0170
-0.0110
-0.0020
-0.0110
-0.0030
-0.0060
0.0000
0.0000
-0.0040
-0.0010
-0.0070
-0.0050
0.0000
-2.6770
0.0000
0.0000
0.0000
0.0000
0.012
0.018
-0.011
0.000
0.001
-0.001
-0.024
-0.007
-0.004
-0.003
-0.001
-0.003
-0.001
-0.002
0.000
0.000
-0.001
0.000
-0.002
-0.001
0.000
-0.699
0.000
0.000
0.000
0.000
Time
(Days)
Cumulative
Time (hr)
Cumulative
Time (days)
0
5.8
7.0
8.2
6.9
8.0
0.0
6.8
7.0
6.0
7.0
8.0
7.3
6.8
6.2
7.0
7.0
7.0
7.0
42.0
28.0
32.0
-38509.6
0.0
0.0
0.0
0.0
0
139
306
503
667
858
0
164
333
476
644
836
1010
1173
1323
1490
1657
1826
1994
3001
3674
4442
-919789
-919789
-919789
-919789
-919789
0
6
13
21
28
36
0
7
14
20
27
35
42
49
55
62
69
76
83
125
153
185
-38325
-38325
-38325
-38325
-38325
Drying
Shrinkage
(υε)
Drying
Shrinkage
(%)
0
240
313
358
386
391
420
428
444
444
444
454
457
475
488
488
7475
7475
7475
7475
7475
0
0.02
0.03
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.05
0.05
0.05
0.05
0.05
0.75
0.75
0.75
0.75
0.75
Table G 9. Drying shrinkage, specimen 54-04-CB-214
DRYING SHRINKAGE (ASTM C 341-96)
Location: MnROAD
Cell: LVR Cell 54 (Mesabi)
Specimen ID: 54-04-CB-214
Conditioned Base Length:
Tested By
Scott Wiebolt
Daniel Squires
Daniel Squires
11/12/2004
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Conditioning for
Date / Time
Storage (Water,
base length
(10/27/04 14:40)
Air)
(Yes/No)
Temp.
(ºF)
RH (%)
Weight (g)
10/27/04 16:05 after demolding
Yes
71
8162.2
11/2/04 11:13
Water
Yes
72
33
8213.1
11/9/04 10:06
Water
Yes
71.4
24
8224.5
EPOXYED BOTTOM GAGE STUD ON BEAM WITH DEVCON 2-TON CLEAR EPOXY.
THE BEAM WAS OUT OF WATER TANK FROM 1:35PM UNTILL 8:30PM
11/17/04 14:54
Water
Yes
72.6
38
8232.6
11/24/04 11:37
Water
Yes
73.1
21
8238.9
12/2/04 10:38
Water
Yes
72.9
21
8245.2
12/3/04 12:53
Water
Yes
73.0
21
8245.3
12/10/04 8:59
75
49
8134.7
AIR
N0
12/17/04 9:28
AIR
N0
74.8
53
8118.8
12/23/04 8:45
75.2
53
8109.3
AIR
NO
12/30/04 8:40
74.9
49
8101.0
AIR
NO
1/7/05 8:41
AIR
NO
74.6
50
8096.3
1/14/05 14:51
74.6
49
8092.7
AIR
NO
1/21/05 9:44
73.6
47
8090.1
AIR
NO
1/27/05 15:23
73.9
49
8088.0
AIR
NO
2/3/05 15:00
74.4
50
8086.3
AIR
NO
2/10/05 14:03
74.0
50
8084.5
AIR
NO
2/17/05 14:31
73.8
50
8083.3
AIR
NO
2/24/05 14:37
73.9
50
8082.4
AIR
NO
4/7/05 14:00
AIR
NO
73.4
50
8076.6
5/5/05 14:30
73.0
50
8074.9
AIR
NO
6/6/05 14:34
55
8074.2
AIR
NO
76.3
Length
(mm)
Comments
Gage Length:
Length - 2(g.s.)
(mm)
383.289
Δ Length
(mm)
Δ Length (%)
Time
(Days)
Cumulative
Time (hr)
Cumulative
Time (days)
2.885
2.932
3.004
Loose Studs
Bottom Stud Loose
Bottom Stud Loose
383.1738
383.2208
383.2928
0.0470
0.0720
0.012
0.019
0
5.8
7.0
0
139
306
0
6
13
3.001
2.999
2.999
3.000
2.909
2.880
2.870
2.855
2.854
2.844
2.841
2.835
2.834
2.832
2.834
2.833
2.827
2.823
2.818
Studs Tight
"
3.008 addition reading(
383.2898
383.2878
383.2878
383.2888
383.1978
383.1688
383.1588
383.1438
383.1428
383.1328
383.1298
383.1238
383.1228
383.1208
383.1228
383.1218
383.1158
383.1118
383.1068
380.2888
380.2888
380.2888
-0.0030
-0.0020
0.0000
0.0010
-0.0910
-0.0290
-0.0100
-0.0150
-0.0010
-0.0100
-0.0030
-0.0060
-0.0010
-0.0020
0.0020
-0.0010
-0.0060
-0.0040
-0.0050
-2.8180
0.0000
0.0000
-0.001
-0.001
0.000
0.000
-0.024
-0.008
-0.003
-0.004
0.000
-0.003
-0.001
-0.002
0.000
-0.001
0.001
0.000
-0.002
-0.001
-0.001
-0.736
0.000
0.000
8.2
6.9
8.0
0.0
6.8
7.0
6.0
7.0
8.0
7.3
6.8
6.2
7.0
7.0
7.0
7.0
42.0
28.0
32.0
-38509.6
0.0
0.0
503
668
859
0
164
333
476
644
836
1010
1173
1322
1490
1657
1826
1994
3001
3674
4442
-919789
-919789
-919789
21
28
36
0
7
14
20
27
35
42
49
55
62
69
76
83
125
153
185
-38325
-38325
-38325
G-8
Drying
Shrinkage
(υε)
Drying
Shrinkage
(%)
0
237
312
339
378
380
406
414
430
432
438
432
435
451
461
474
7826
7826
7826
0
0.02
0.03
0.03
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.05
0.05
0.05
0.78
0.78
0.78
Table G 10. Drying shrinkage, specimen 54-04-CB-608
DRYING SHRINKAGE (ASTM C 341-96)
Location: MnROAD
Cell: LVR Cell 54 (Mesabi)
Specimen ID: 54-04-CB-608
Conditioned Base Length:
Tested By
Scott Wiebolt
Daniel Squires
Daniel Squires
11/12/2004
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Conditioning for
Date / Time
Storage (Water,
base length
(10/27/04 14:40)
Air)
(Yes/No)
Temp.
(ºF)
RH (%)
Weight (g)
10/27/04 15:50 after demolding
Yes
71
8136.4
11/2/04 10:47
Water
Yes
73
35
8184.9
11/9/04 9:46
Water
Yes
71.5
24
8195.6
EPOXYED BOTTOM GAGE STUD ON BEAM WITH DEVCON 2-TON CLEAR EPOXY.
THE BEAM WAS OUT OF WATER TANK FROM 1:35PM UNTILL 8:30PM
11/17/04 14:59
Water
Yes
72.3
39
8200.1
11/24/04 11:45
Water
Yes
73.0
20
8206.4
12/2/04 10:45
Water
Yes
72.9
21
8212.3
12/3/04 12:54
Water
Yes
73.0
21
8211.5
12/10/04 8:56
AIR
N0
74.4
49
8113.7
12/17/04 9:30
AIR
N0
74.9
54
8097.8
12/23/04 8:47
AIR
NO
75.0
54
8087.9
12/30/04 8:41
AIR
NO
75
50
8079.5
1/7/05 8:42
AIR
NO
74.7
50
8074.3
1/14/05 14:52
AIR
NO
74.6
49
8070.5
1/21/05 9:46
AIR
NO
73.6
47
8067.6
1/27/05 15:24
AIR
NO
73.9
49
8065.3
2/3/05 15:01
AIR
NO
74.4
50
8063.1
2/10/05 14:04
AIR
NO
74.0
50
8060.9
2/17/05 14:29
AIR
NO
73.8
50
8059.5
2/24/05 14:38
AIR
NO
74.0
50
8058.4
4/7/05 14:02
AIR
NO
73.5
50
8051.3
5/5/05 14:31
AIR
NO
73.2
50
8049.2
6/6/05 14:33
AIR
NO
76.3
55
8047.6
Length
(mm)
Comments
Gage Length:
Length - 2(g.s.)
(mm)
383.027
Δ Length
(mm)
Δ Length
(%)
Time
(Days)
Cumulative
Time (hr)
Cumulative
Time (days)
1.641
1.760
1.767
Loose Studs
Bottom Stud Loose
Bottom Stud Loose
381.9298
382.0488
382.0558
0.1190
0.0070
0.031
0.002
0
5.8
7.0
0
139
306
0
6
13
2.738
2.738
2.738
2.738
2.660
2.636
2.623
2.612
2.610
2.602
2.600
2.594
2.593
2.591
2.591
2.591
2.586
2.582
2.582
Studs Tight
"
2.74 addition reading(s)
383.0268
383.0268
383.0268
383.0268
382.9488
382.9248
382.9118
382.9008
382.8988
382.8908
382.8888
382.8828
382.8818
382.8798
382.8798
382.8798
382.8748
382.8708
382.8708
380.2888
380.2888
380.2888
0.9710
0.0000
0.0000
0.0000
-0.0780
-0.0240
-0.0130
-0.0110
-0.0020
-0.0080
-0.0020
-0.0060
-0.0010
-0.0020
0.0000
0.0000
-0.0050
-0.0040
0.0000
-2.5820
0.0000
0.0000
0.254
0.000
0.000
0.000
-0.020
-0.006
-0.003
-0.003
-0.001
-0.002
-0.001
-0.002
0.000
-0.001
0.000
0.000
-0.001
-0.001
0.000
-0.674
0.000
0.000
8.2
6.9
8.0
0.0
6.8
7.0
6.0
7.0
8.0
7.3
6.8
6.2
7.0
7.0
7.0
7.0
42.0
28.0
32.0
-38509.6
0.0
0.0
503
668
859
0
164
333
476
644
836
1010
1173
1323
1490
1657
1826
1994
3001
3674
4442
-919789
-919789
-919789
21
28
36
0
7
14
20
27
35
42
49
55
62
69
76
83
125
153
185
-38325
-38325
-38325
G-9
Drying
Shrinkage
(υε)
Drying
Shrinkage
(%)
0
204
266
300
329
334
355
360
376
379
384
384
384
397
407
407
7148
7148
7148
0
0.02
0.03
0.03
0.03
0.03
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.71
0.71
0.71
Table G 11. Drying shrinkage, specimen 54-04-CB-609
DRYING SHRINKAGE (ASTM C 341-96)
Location: MnROAD
Cell: LVR Cell 54 (Mesabi)
Specimen ID: 54-04-CB-609
Conditioned Base Length:
Tested By
Scott Wiebolt
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Date / Time Storage (Water,
(10/27/04 14:40)
Air)
Conditioning for
base length
(Yes/No)
Temp.
(ºF)
RH (%)
Weight (g)
Length
(mm)
Comments
10/27/04 15:45 after demolding
Yes
70
8166.8
2.954
Loose Studs
11/2/04 10:59
Water
Yes
73.0
36
8218.1
3.068
Loose Studs
11/9/04 10:00
Water
Yes
71.4
24
8229.5
3.146
Loose Studs
11/12/04 0:00 EPOXYED BOTHGAGE STUDS ON BEAM WITH DEVCON 2-TON CLEAR EPOXY.
THE BEAM WAS OUT OF WATER TANK FROM 1:35PM UNTILL 8:30PM
11/17/04 15:02
Water
Yes
72.4
39
8235.4
3.193
Studs Tight
11/24/04 11:47
Water
Yes
73.0
20
8240.1
3.131
"
12/2/04 10:42
Water
Yes
72.9
21
8246.0
3.134
3.134 addition reading(s)
12/9/04 10:34
Water
Yes
73.5
31
8248.9
3.132
12/10/04 9:37
Water
Yes
72.9
30
8248.0
3.133
3.134 addition reading(s)
12/17/04 9:38
75.2
54
8156.5
3.044
AIR
N0
12/23/04 8:52
75.1
54
8142.3
3.020
AIR
NO
12/30/04 8:46
AIR
NO
75.0
51
8131.3
3.005
1/7/05 8:43
74.6
51
8124.5
3.000
AIR
NO
1/14/05 14:53
74.6
50
8119.8
2.990
AIR
NO
1/21/05 9:47
73.6
47
8115.9
2.986
AIR
NO
1/27/05 15:26
74.2
49
8113.3
2.981
AIR
NO
2/3/05 15:02
74.5
50
8110.6
2.979
AIR
NO
2/10/05 14:06
74.0
50
8108.2
2.975
AIR
NO
2/17/05 14:32
AIR
NO
74.0
50
8106.8
2.975
2/24/05 14:39
74.0
50
8105.3
2.973
AIR
NO
4/7/05 14:03
73.5
50
8097.0
2.965
AIR
NO
5/5/05 14:32
73.2
50
8094.8
2.960
AIR
NO
6/6/05 14:32
AIR
NO
76.3
55
8093.3
2.960
G-10
Gage Length:
Length - 2(g.s.)
(mm)
383.422
Δ Length
Δ Length (%)
(mm)
Time
(Days)
Cumulative
Time (hr)
Cumulative
Time (days)
383.2428
383.3568
383.4348
0.1140
0.0780
0.030
0.020
0
5.8
7.0
0
139
306
0
6
13
383.4818
383.4198
383.4228
383.4208
383.4218
383.3328
383.3088
383.2938
383.2888
383.2788
383.2748
383.2698
383.2678
383.2638
383.2638
383.2618
383.2538
383.2488
383.2488
380.2888
380.2888
380.2888
0.0470
-0.0620
0.0030
-0.0020
0.0010
-0.0890
-0.0240
-0.0150
-0.0050
-0.0100
-0.0040
-0.0050
-0.0020
-0.0040
0.0000
-0.0020
-0.0080
-0.0050
0.0000
-2.9600
0.0000
0.0000
0.012
-0.016
0.001
-0.001
0.000
-0.023
-0.006
-0.004
-0.001
-0.003
-0.001
-0.001
-0.001
-0.001
0.000
-0.001
-0.002
-0.001
0.000
-0.772
0.000
0.000
8.2
6.9
8.0
7.0
0.0
7.0
6.0
7.0
8.0
7.3
6.8
6.2
7.0
7.0
7.0
7.0
42.0
28.0
32.0
-38509.6
0.0
0.0
503
668
859
1027
0
168
311
479
671
845
1008
1158
1325
1492
1661
1829
2836
3509
4277
-919954
-919954
-919954
21
28
36
43
0
7
13
20
28
35
42
48
55
62
69
76
118
146
178
-38331
-38331
-38331
Drying
Shrinkage
(υε)
Drying
Shrinkage
(%)
0
232
295
334
347
373
383
396
402
412
412
417
438
451
451
8171
8171
8171
0
0.02
0.03
0.03
0.03
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.05
0.05
0.82
0.82
0.82
Table G 12. Drying shrinkage, specimen 54-04-CB-614
DRYING SHRINKAGE (ASTM C 341-96)
Location: MnROAD
Cell: LVR Cell 54 (Mesabi)
Specimen ID:
54-04-CB-614
Conditioned Base Length:
Tested By
Date / Time
(10/27/04 14:40)
Scott Wiebolt
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
10/27/04 16:00
11/2/04 11:03
11/9/04 10:20
11/17/04 14:45
11/24/04 11:31
12/2/04 10:31
12/9/04 10:29
12/16/04 9:10
12/17/04 8:22
12/23/04 8:55
12/30/04 8:49
1/7/05 8:45
1/14/05 14:55
1/21/05 9:49
1/27/05 15:27
2/3/05 15:05
2/10/05 14:08
2/17/05 14:33
2/24/05 14:41
4/7/05 14:04
5/5/05 14:34
6/6/05 14:31
Conditioning for
Storage (Water,
base length
Air)
(Yes/No)
after demolding
Water
Water
Water
Water
Water
Water
Water
Water
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
Temp.
(ºF)
RH (%)
Weight (g)
Length
(mm)
71
73.0
71.4
73.5
73.2
72.9
73.7
72.7
71.9
74.9
75.0
74.7
74.7
73.6
74.2
74.5
74.0
74.0
74.0
73.5
73.2
76.3
35
24
39
21
21
31
30
31
54
52
51
50
47
49
50
50
50
50
50
50
55
8155.6
8204.8
8215.2
8222.7
8227.5
8232.0
8235.7
8238.9
8238.8
8143.7
8125.1
8115.1
8108.2
8103.5
8100.0
8096.8
8093.7
8091.6
8089.8
8080.7
8077.9
8076.2
2.324
2.378
2.447
2.423
2.421
2.431
2.421
2.421
2.422
2.344
2.317
2.309
2.295
2.291
2.285
2.282
2.279
2.279
2.277
2.268
2.263
2.261
Comments
Loose Studs
Studs Tight
Studs Tight
"
2.43 addition read
G-11
Gage Length:
Length - 2(g.s.)
(mm)
382.6128
382.6668
382.7358
382.7118
382.7098
382.7198
382.7098
382.7098
382.7108
382.6328
382.6058
382.5978
382.5838
382.5798
382.5738
382.5708
382.5678
382.5678
382.5658
382.5568
382.5518
382.5498
380.2888
380.2888
380.2888
380.2888
380.2888
382.710
Δ Length
(mm)
Δ Length
(%)
Time
(Days)
Cumulative
Time (hr)
Cumulative
Time (days)
0.0540
0.0690
-0.0240
-0.0020
0.0100
-0.0100
0.0000
0.0010
-0.0780
-0.0270
-0.0080
-0.0140
-0.0040
-0.0060
-0.0030
-0.0030
0.0000
-0.0020
-0.0090
-0.0050
-0.0020
-2.2610
0.0000
0.0000
0.0000
0.0000
0.014
0.018
-0.006
-0.001
0.003
-0.003
0.000
0.000
-0.020
-0.007
-0.002
-0.004
-0.001
-0.002
-0.001
-0.001
0.000
-0.001
-0.002
-0.001
-0.001
-0.591
0.000
0.000
0.000
0.000
0
5.8
7.0
8.2
6.9
8.0
7.0
6.9
0.0
6.0
7.0
8.0
7.3
6.8
6.2
7.0
7.0
7.0
7.0
42.0
28.0
32.0
-38509.6
0.0
0.0
0.0
0.0
0
139
306
503
668
859
1026
1193
0
145
312
504
679
841
991
1159
1326
1494
1662
2670
3342
4110
-920120
-920120
-920120
-920120
-920120
0
6
13
21
28
36
43
50
0
6
13
21
28
35
41
48
55
62
69
111
139
171
-38338
-38338
-38338
-38338
-38338
Drying
Shrinkage
(υε)
Drying
Shrinkage
(%)
0
202
272
293
330
340
356
364
372
372
377
400
413
419
6327
6327
6327
6327
6327
0
0.02
0.03
0.03
0.03
0.03
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.63
0.63
0.63
0.63
0.63
Table G 13. Drying shrinkage, specimen 54-04-CB-615
DRYING SHRINKAGE (ASTM C 341-96)
Location: MnROAD
Cell: LVR Cell 54 (Mesabi)
Specimen ID:
54-04-CB-615
Conditioned Base Length:
Tested By
Scott Wiebolt
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Conditioning for
Date / Time
Storage (Water,
base length
(10/27/04 14:40)
Air)
(Yes/No)
10/27/04 16:05
11/2/04 10:52
11/9/04 9:49
11/17/04 14:42
11/24/04 11:33
12/8/04 10:32
12/9/04 10:31
12/16/04 9:12
38338.3
12/23/04 8:57
12/30/04 8:50
1/7/05 8:47
1/14/05 14:56
1/21/05 9:50
1/27/05 15:28
2/3/05 15:06
2/10/05 14:09
2/17/05 14:34
2/24/05 14:42
4/7/05 14:05
5/5/05 14:35
6/6/05 14:30
after demolding
Water
Water
Water
Water
Water
Water
Water
Water
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
Temp.
(ºF)
RH (%)
Weight (g)
Length
(mm)
71
73
71.5
73.6
73.2
72.9
73.7
72.5
71.8
75.1
74.9
74.6
74.7
74.0
74.2
74.6
74.0
74.0
74.0
73.7
73.3
76.3
35
24
40
21
21
31
29
30.0
54
52
51
50
47
49
50
50
50
50
50
51
55
8097.0
8144.5
8155.1
8163.2
8168.9
8174.6
8176.9
8179.4
8179.9
8076.6
8057.4
8046.9
8039.9
8035.2
8031.3
8028.0
8024.9
8022.8
8021.0
8011.9
8009.1
8007.4
1.253
1.314
1.384
1.342
1.338
1.350
1.343
1.342
1.342
1.260
1.231
1.221
1.208
1.204
1.196
1.192
1.188
1.189
1.190
1.174
1.172
1.170
Comments
Loose Studs
Studs Tight
Studs Tight
"
"
1.346 addition reading(s)
1.342
G-12
Gage Length:
Length - 2(g.s.)
(mm)
381.5418
381.6028
381.6728
381.6308
381.6268
381.6388
381.6318
381.6308
381.6308
381.5488
381.5198
381.5098
381.4968
381.4928
381.4848
381.4808
381.4768
381.4778
381.4788
381.4628
381.4608
381.4588
380.2888
380.2888
380.2888
380.2888
380.2888
381.631
Δ Length
Δ Length (%)
(mm)
0.0610
0.0700
-0.0420
-0.0040
0.0120
-0.0070
-0.0010
0.0000
-0.0820
-0.0290
-0.0100
-0.0130
-0.0040
-0.0080
-0.0040
-0.0040
0.0010
0.0010
-0.0160
-0.0020
-0.0020
-1.1700
0.0000
0.0000
0.0000
0.0000
0.016
0.018
-0.011
-0.001
0.003
-0.002
0.000
0.000
-0.021
-0.008
-0.003
-0.003
-0.001
-0.002
-0.001
-0.001
0.000
0.000
-0.004
-0.001
-0.001
-0.307
0.000
0.000
0.000
0.000
Time
(Days)
Cumulative
Time (hr)
Cumulative
Time (days)
0
5.8
7.0
8.2
6.9
14.0
1.0
6.9
0.0
6.0
7.0
8.0
7.3
6.8
6.2
7.0
7.0
7.0
7.0
42.0
28.0
32.0
-38509.6
0.0
0.0
0.0
0.0
0
139
306
503
667
1002
1026
1193
0
145
312
504
679
841
991
1159
1326
1494
1662
2670
3342
4110
-920120
-920120
-920120
-920120
-920120
0
6
13
21
28
42
43
50
0
6
13
21
28
35
41
48
55
62
69
111
139
171
-38338
-38338
-38338
-38338
-38338
Drying
Shrinkage
(υε)
Drying
Shrinkage
(%)
0
216
292
318
352
362
383
394
404
402
399
441
446
451
3517
3517
3517
3517
3517
0
0.02
0.03
0.03
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.05
0.35
0.35
0.35
0.35
0.35
Table G 14. Drying shrinkage, specimen 54-04-CB-1108
DRYING SHRINKAGE (ASTM C 341-96)
Location: MnROAD
Cell: LVR Cell 54 (Mesabi)
Specimen ID: 54-04-CB-1108
Conditioned Base Length:
Tested By
Scott Wiebolt
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Conditioning for
Date / Time
Storage (Water,
base length
(10/27/04 14:40)
Air)
(Yes/No)
10/27/04 16:40
11/2/04 10:50
11/9/04 9:40
11/17/04 14:49
11/24/04 11:40
12/2/04 10:40
12/3/04 12:48
12/10/04 9:03
12/17/04 9:26
12/23/04 8:50
12/30/04 8:36
1/7/05 8:48
1/14/05 14:57
1/21/05 9:52
1/27/05 15:29
2/3/05 15:07
2/10/05 14:10
2/17/05 14:35
2/24/05 14:43
4/7/05 14:08
5/5/05 14:36
6/6/05 14:29
after demolding
Water
Water
Water
Water
Water
Water
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
Yes
Yes
Yes
Yes
Yes
Yes
Yes
N0
N0
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
Temp.
(ºF)
RH (%)
Weight (g)
Length
(mm)
71
73
71.5
72.9
73.0
72.9
73.1
75.0
74.5
75.0
74.2
74.6
74.7
74.0
74.3
74.6
74.2
74.0
74.1
73.8
73.3
76.2
35
24
39
20
21
21
48
53
54
49
51
50
47
49
50
50
50
50
50
51
54
8123.0
8168.3
8177.8
8185.7
8189.7
8195.1
8195.0
8114.3
8100.8
8092.6
8085.0
8080.6
8076.7
8073.9
8071.6
8069.7
8067.3
8065.7
8064.5
8057.0
8054.6
8052.8
2.375
2.433
2.409
2.402
2.398
2.402
2.404
2.325
2.300
2.288
2.279
2.277
2.267
2.266
2.260
2.258
2.256
2.256
2.255
2.246
2.241
2.241
Comments
Loose Studs
Studs Tight
Studs Tight
"
"
2.405 addition re
G-13
Gage Length:
Length - 2(g.s.)
(mm)
382.6638
382.7218
382.6978
382.6908
382.6868
382.6908
382.6928
382.6138
382.5888
382.5768
382.5678
382.5658
382.5558
382.5548
382.5488
382.5468
382.5448
382.5448
382.5438
382.5348
382.5298
382.5298
380.2888
380.2888
380.2888
380.2888
380.2888
382.690
Δ Length
(mm)
Δ Length
(%)
Time
(Days)
Cumulative
Time (hr)
Cumulative
Time (days)
0.0580
-0.0240
-0.0070
-0.0040
0.0040
0.0020
-0.0790
-0.0250
-0.0120
-0.0090
-0.0020
-0.0100
-0.0010
-0.0060
-0.0020
-0.0020
0.0000
-0.0010
-0.0090
-0.0050
0.0000
-2.2410
0.0000
0.0000
0.0000
0.0000
0.015
-0.006
-0.002
-0.001
0.001
0.001
-0.021
-0.007
-0.003
-0.002
-0.001
-0.003
0.000
-0.002
-0.001
-0.001
0.000
0.000
-0.002
-0.001
0.000
-0.586
0.000
0.000
0.000
0.000
0
5.8
7.0
8.2
6.9
8.0
0.0
6.8
7.0
6.0
7.0
8.0
7.3
6.8
6.2
7.0
7.0
7.0
7.0
42.0
28.0
32.0
-38509.6
0.0
0.0
0.0
0.0
0
138
305
502
667
858
0
164
333
476
644
836
1010
1173
1323
1490
1657
1826
1994
3001
3674
4442
-919789
-919789
-919789
-919789
-919789
0
6
13
21
28
36
0
7
14
20
27
35
42
49
55
62
69
76
83
125
153
185
-38325
-38325
-38325
-38325
-38325
Drying
Shrinkage
(υε)
Drying
Shrinkage
(%)
0
200
265
297
320
325
351
354
370
375
380
380
383
406
419
419
6275
6275
6275
6275
6275
0
0.02
0.03
0.03
0.03
0.03
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.63
0.63
0.63
0.63
0.63
Table G 15. Drying shrinkage, specimen 54-04-CB-1109
DRYING SHRINKAGE (ASTM C 341-96)
Location: MnROAD
Cell: LVR Cell 54 (Mesabi)
Specimen ID: 54-04-CB-1109
Conditioned Base Length:
Tested By
Scott Wiebolt
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Conditioning for
Date / Time
Storage (Water,
base length
(10/27/04 14:40)
Air)
(Yes/No)
10/27/04 16:35
11/2/04 10:42
11/9/2004 9:38
11/17/04 14:56
11/24/04 11:35
12/2/2004
12/3/04 12:49
12/10/04 9:01
12/17/04 9:27
12/23/04 8:54
12/30/04 8:38
1/7/05 8:49
1/14/05 14:58
1/21/05 9:53
1/27/05 15:30
2/3/05 15:08
2/10/05 14:11
2/17/05 14:36
2/24/05 14:44
4/7/05 14:09
5/5/05 14:37
6/6/05 14:28
after demolding
Water
Water
Water
Water
Water
Water
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
Yes
Yes
Yes
Yes
Yes
Yes
Yes
N0
N0
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
Temp.
(ºF)
RH (%)
Weight (g)
Length
(mm)
71
73
71.5
72.5
73.2
72.9
73.1
75.0
74.6
75.0
74.5
74.6
74.7
74.0
74.3
74.6
74.2
74.2
74.1
74.0
73.4
76.2
36
24
38
21
21
21
48
53
54
50
51
50
47
50
51
50
50
50
50
51
54
8112.1
8153.4
8162.3
8169.8
8175.6
8181.5
8181.3
8092.6
8078.6
8070.1
8062.3
8057.8
8054.1
8051.2
8049.1
8047.0
8045.1
8043.6
8042.5
8035.2
8033.0
8031.4
2.380
2.949
2.937
2.936
2.932
2.933
2.937
2.856
2.829
2.818
2.807
2.806
2.796
2.793
2.790
2.788
2.784
2.784
2.784
2.776
2.773
2.772
Comments
Loose Studs
Studs Tight
Studs Tight
"
"
2.939 addition re
G-14
Gage Length:
Length - 2(g.s.)
(mm)
382.6688
383.2378
383.2258
383.2248
383.2208
383.2218
383.2258
383.1448
383.1178
383.1068
383.0958
383.0948
383.0848
383.0818
383.0788
383.0768
383.0728
383.0728
383.0728
383.0648
383.0618
383.0608
380.2888
380.2888
380.2888
380.2888
380.2888
383.224
Δ Length
(mm)
Δ Length (%)
Time
(Days)
Cumulative
Time (hr)
Cumulative
Time (days)
0.5690
-0.0120
-0.0010
-0.0040
0.0010
0.0040
-0.0810
-0.0270
-0.0110
-0.0110
-0.0010
-0.0100
-0.0030
-0.0030
-0.0020
-0.0040
0.0000
0.0000
-0.0080
-0.0030
-0.0010
-2.7720
0.0000
0.0000
0.0000
0.0000
0.149
-0.003
0.000
-0.001
0.000
0.001
-0.021
-0.007
-0.003
-0.003
0.000
-0.003
-0.001
-0.001
-0.001
-0.001
0.000
0.000
-0.002
-0.001
0.000
-0.724
0.000
0.000
0.000
0.000
0
5.8
7.0
8.2
6.9
8.0
0.0
6.8
7.0
6.0
7.0
8.0
7.3
6.8
6.2
7.0
7.0
7.0
7.0
42.0
28.0
32.0
-38509.6
0.0
0.0
0.0
0.0
0
138
305
502
667
858
0
164
333
476
644
836
1010
1173
1323
1490
1657
1826
1994
3001
3674
4442
-919789
-919789
-919789
-919789
-919789
0
6
13
21
28
36
0
7
14
20
27
35
42
49
55
62
69
76
83
125
153
185
-38325
-38325
-38325
-38325
-38325
Drying
Shrinkage
(υε)
Drying
Shrinkage
(%)
0
206
277
305
334
337
363
371
378
384
394
394
394
415
423
425
7659
7659
7659
7659
7659
0
0.02
0.03
0.03
0.03
0.03
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.77
0.77
0.77
0.77
0.77
Table G 16. Drying shrinkage, specimen 54-04-CB-1114
DRYING SHRINKAGE (ASTM C 341-96)
Location: MnROAD
Cell: LVR Cell 54 (Mesabi)
Specimen ID: 54-04-CB-1114
Conditioned Base Length:
Tested By
Scott Wiebolt
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Daniel Squires
Conditioning for
Date / Time
Storage (Water,
base length
(10/27/04 14:40)
Air)
(Yes/No)
10/27/04 15:30
11/2/04 10:45
11/9/2004 9:44
11/17/04 14:52
11/24/04 11:42
12/2/2004 10:47
12/9/04 10:36
12/16/04 9:09
12/17/04 8:24
12/23/04 10:09
12/30/04 8:47
1/7/05 8:51
1/14/05 14:59
1/21/05 9:54
1/27/05 15:31
2/3/05 15:09
2/10/05 14:12
2/17/05 14:37
2/24/05 14:45
4/7/05 14:10
5/5/05 14:38
6/6/05 14:27
after demolding
Water
Water
Water
Water
Water
Water
Water
Water
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
Temp.
(ºF)
RH (%)
Weight (g)
Length
(mm)
71
73
71.5
72.9
73.0
72.8
73.5
72.7
71.8
75.2
75.1
74.6
74.7
74.2
74.3
74.6
74.2
74.2
74.2
74.0
73.4
76.2
35
24
39
20
21
31
30
30
54
52
51
50
49
50
51
50
50
50
50
51
54
8108.9
8151.3
8160.5
8168.4
8173.9
8179.0
8181.4
8183.3
8183.4
8098.8
8084.3
8076.6
8071.2
8067.6
8064.7
8062.3
8059.6
8057.9
8056.4
8048.3
8045.9
8044.4
2.908
3.017
3.009
3.031
3.027
3.036
3.034
3.033
3.034
2.964
2.940
2.932
2.919
2.915
2.911
2.908
2.904
2.904
2.902
2.893
2.889
2.889
Comments
Loose Studs
Studs Tight
Studs Tight
"
"
3.035,3.035 addition reading(s)
G-15
Gage Length:
Length - 2(g.s.)
(mm)
383.1968
383.3058
383.2978
383.3198
383.3158
383.3248
383.3228
383.3218
383.3228
383.2528
383.2288
383.2208
383.2078
383.2038
383.1998
383.1968
383.1928
383.1928
383.1908
383.1818
383.1778
383.1778
380.2888
380.2888
380.2888
380.2888
380.2888
383.322
Δ Length
(mm)
Δ Length
(%)
Time
(Days)
Cumulative
Time (hr)
Cumulative
Time (days)
0.1090
-0.0080
0.0220
-0.0040
0.0090
-0.0020
-0.0010
0.0010
-0.0700
-0.0240
-0.0080
-0.0130
-0.0040
-0.0040
-0.0030
-0.0040
0.0000
-0.0020
-0.0090
-0.0040
0.0000
-2.8890
0.0000
0.0000
0.0000
0.0000
0.028
-0.002
0.006
-0.001
0.002
-0.001
0.000
0.000
-0.018
-0.006
-0.002
-0.003
-0.001
-0.001
-0.001
-0.001
0.000
-0.001
-0.002
-0.001
0.000
-0.754
0.000
0.000
0.000
0.000
0
5.8
7.0
8.2
6.9
8.0
7.0
6.9
0.0
6.1
6.9
8.0
7.3
6.8
6.2
7.0
7.0
7.0
7.0
42.0
28.0
32.0
-38509.6
0.0
0.0
0.0
0.0
0
139
306
503
668
859
1027
1194
0
146
312
504
679
842
991
1159
1326
1494
1662
2670
3342
4110
-920120
-920120
-920120
-920120
-920120
0
6
13
21
28
36
43
50
0
6
13
21
28
35
41
48
55
62
69
111
139
171
-38338
-38338
-38338
-38338
-38338
Drying
Shrinkage
(υε)
Drying
Shrinkage
(%)
0
182
244
265
299
310
320
328
338
338
343
367
377
377
7914
7914
7914
7914
7914
0
0.02
0.02
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.04
0.04
0.04
0.79
0.79
0.79
0.79
0.79