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Montana Department of Transportation PO Box 201001
Helena, MT 59620-1001
Memorandum
To: Mike Taylor, P.E.
Engineering Services Supervisor – Billings District
From: Cameron Kloberdanz, P.E. (original report signed)
Geotechnical Manager – Billings District
Date: March 25, 2020
Subject: Preliminary Geotechnical Evaluation (460)
MT 80 - Geotechnical Study
STPX 80-2(4)49
UPN 9286000
The Geotechnical Section has conducted its Preliminary Geotechnical Evaluation of the subject
project. The following report is a summary of information gathered from a site visit, office review of
published and historical project information, preliminary subsurface investigation, and preliminary
analysis. The preliminary subsurface investigation was performed to assist in developing the scope
of any future work in the project area.
This report will complete geotechnical study phase of this project.
CMK:cmk
S:\GEOTECH\00_ACTIVE\9286000\9286000_Memo\9286000GTGDM460.DOCX
Attachments: Site Location Map
Slide and Boring Location Maps
Log of Borings
Slope Inclinometer Plots
ecopies: Rod Nelson, P.E., District Administrator
Dave Hedstrom, P.E., Hydraulics Engineer
Tom Martin, P.E., Environmental Bureau Chief
Geotechnical File
PRELIMINARY GEOTECHNICAL EVALUATION
MT 80 – GEOTECHNICAL STUDY PAGE 2 OF 10
UPN 9286000
1.0 Project Location and Description The project is located on State Route 80 in Fergus County, approximately 19 miles north of the City
of Stanford and 8 miles northwest of the Town of Coffee Creek. The study area begins at RP 48.5
and originally was to extend to RP 49.6. However due to an additional slide that occurred during this
study, the project was extended to the north. The proposed project was nominated as a geotechnical
study project to evaluate landslides along the roadway and assist with determining the scoping of any
additional remediation required.
2.0 Geology Soils in the project area consist of clay to boulder size particles from landslide deposits and alluvial
deposits along drainages. Bedrock formation material within the project area is mapped as Kevin
Member of the Marias River Shale Formation. Kevin Member consists of dark grey shale with
abundant limestone concretions with the lower part of the member containing many thin bentonite
beds.
3.0 Site Investigation The site investigation for the roadway project included a review of published data, site
reconnaissance, field investigation, and laboratory testing. In addition, all of the slide areas are within
the limits of the recently constructed Arrow Creek project and relevant project information was
reviewed. The information gathered during the investigation was used for a preliminary geotechnical
analysis to help determine the direction of this project.
3.1 Site Visit Cameron Kloberdanz of the Geotechnical and Pavement Bureau reviewed the project site multiple
times. Existing site conditions were observed and documented. Site conditions are described by slide
area with a station from the Arrow Creek project provided:
Southern Slide – STA 256
The first slide to the south is a failure in the roadway embankment. Throughout the duration of the
study the head scarp of the slide has been just outside the south travel lane in the roadway shoulder
(Photo 1). The slope was flattened to 2.5H:1V slope as part of the latest construction project. The
upper limits of the slide appear to be at the same location as the slide activity before the latest project.
Initially the failure was just to the north of a newly installed culvert, but eventually the slide limits
expanded across the culvert (Photo 2). Temporary measures were installed to keep the culvert from
separating further and keeping surface water flowing though the culvert. In addition, Maintenance
personnel frequently rebuild the shoulder to lessen the danger to the travelling public. The slide
movement is mostly perpendicular to the roadway. Currently the slide is about 120 feet long along
the head scarp on the shoulder of the roadway. The slide widens out to about 180 feet along the toe
of the slide; however, this is a rough estimate as the limits of the movement at the toe are less
pronounced on the surface.
PRELIMINARY GEOTECHNICAL EVALUATION
MT 80 – GEOTECHNICAL STUDY PAGE 3 OF 10
UPN 9286000
Photo 1 – Head scarp in shoulder of roadway.
Photo 2 – Slide in roadway embankment with culvert.
PRELIMINARY GEOTECHNICAL EVALUATION
MT 80 – GEOTECHNICAL STUDY PAGE 4 OF 10
UPN 9286000
Middle Slide Area – STA 271
The middle slide is also a failure in the roadway embankment. Originally the head scarp of the slide
extended across the south travel lane to about the center line of the roadway (Photo 3). During the
study a second lobe on the north edge of the slide activated with a head scarp crossing almost all the
way across the roadway (Photo 4). The slope was in the transition from a flattened to 2.5H:1V slope
to a dressed up 2H:1V slope as part of the latest construction project (Photo 5). In addition, the most
recent project rebuilt the drainage channel at the bottom of the slope and constructed a rip-rapped
lined ditch on the east side of the roadway where only a slight ditch had been before. Maintenance
personnel frequently patch the roadway and rebuild the shoulder to lessen the danger to the travelling
public. The slide movement is mostly perpendicular to the roadway. Currently the slide is about 190
feet long along the head scarp on the roadway. The slide widens out to about 250 feet along the toe
of the slide; however, this is a rough estimate as the limits of the movement at the toe are less
pronounced on the surface. In addition, there is a shallow failure along the same fill slope at about
STA 268 that is working its way up to the shoulder of the roadway.
Photo 3 – Middle slide head scarp extending to roadway CL.
PRELIMINARY GEOTECHNICAL EVALUATION
MT 80 – GEOTECHNICAL STUDY PAGE 5 OF 10
UPN 9286000
Photo 4 – Middle Slide head scarp after extending across roadway.
Photo 5 – Middle Slide area before patching of the roadway.
PRELIMINARY GEOTECHNICAL EVALUATION
MT 80 – GEOTECHNICAL STUDY PAGE 6 OF 10
UPN 9286000
North Slide Area – STA 309
During the geotechnical study of the other two slides, movement appeared in the roadway to the north
and was included in the study. The north slide is also a failure in the roadway embankment. The
head scarp of the slide extended across the south travel lane to about the center of the south bound
lane of the roadway and has remained in the same location (Photo 6). The slope was just outside two
slide areas which were stabilized with ground anchors and concrete facing blocks, but the slope was
not changed as part of the latest construction project (Photo 7). The most recent project realigned the
roadway and constructed a rip-rapped lined ditch on the east side of the roadway as well as rebuilt the
drainage channel at the bottom of the slope. Maintenance personnel frequently patch the roadway
and rebuild the shoulder to lessen the danger to the travelling public. Unlike the other slides, the slide
movement is at an angle of about twenty degrees from perpendicular. Currently the slide is about
100 feet long along the head scarp on the roadway. The slide widens out below the roadway, however
the toe of the slide is not very well defined on the surface. In addition, there is a gi-mongo slide
outside of MDT’s right-of-way that is failing into the toe of this slide and resulting in the blocking of
the drainage between the two slides.
Photo 6 – North slide head scarp extending into roadway.
PRELIMINARY GEOTECHNICAL EVALUATION
MT 80 – GEOTECHNICAL STUDY PAGE 7 OF 10
UPN 9286000
Photo 7 – North slide slope with gi-mongo slide debris in foreground.
3.2 Project Review The Arrow Cr Slide Repair/MT11-1, UPN 7727000 project included these areas and was constructed
a few years ago. The focus of the project was mitigating two large slides which had been impacting
the roadway for decades, as well as mitigate some smaller slides along the roadway alignment.
During construction, some existing slides expanded, as well as some new slides developed, requiring
additional mitigation and change orders. This project was reviewed and provided preliminary
information on the ground survey for both the pre-project condition and the as-built condition. In
addition, the geotechnical reports from the project were reviewed to provide information from close
subsurface borings as well as soil properties used in the analysis.
3.3 Field Investigation The Field Investigation Unit advanced 7 borings along the project using a CME 1050 all-terrain drill
rig from December 20th, 2016 to January 25th, 2017, and July 11th, 2017 to July 18th, 2017, as part of
a preliminary subsurface investigation. The locations of the borings are noted in the boring logs and
a Boring Location Map is attached. Stationing and offsets use the alignment from the referenced
Arrow Cr Slide Repair/MT11-1 project.
Four of the borings were used to install slope inclinometers for monitoring the locations for
movement. One boring, 9286-6 was used to install a groundwater monitoring well. One additional
boring was drilled next to B-9286-5 and was used to install a groundwater monitoring well, but no
additional log was created. Borings were drilled to depths of 46.5 to 60.8 feet using Hollow-stem
augers. Standard Penetration Tests (SPT) were conducted at regular intervals and samples were
PRELIMINARY GEOTECHNICAL EVALUATION
MT 80 – GEOTECHNICAL STUDY PAGE 8 OF 10
UPN 9286000
collected for laboratory analysis. The SPT soil samples collected during the investigation were tested
at the Geotechnical Section Laboratory.
3.4 Subsurface Soils and Conditions
The following discussion provides a summarized overview of the subsurface characteristics found
during the limited preliminary subsurface investigation and is provided for general project
discussions. However, not every condition encountered is provided, and the Boring Logs attached to
this report must be consulted for any design level details required.
Southern Slide – STA 256
Findings from the soil boring 9286000-3 shows an asphalt thickness of 0.6 feet over 1.1 feet of base
course. The base course consisted of poorly graded gravel with silt and sand. Below the base course,
the soils encountered were fill material that consisted of sandy lean clay and classified as A-6. Native
soils were encountered below the fill and consisted of expansive clay. Formation material was
encountered below the clay and consisted claystone and shale extending to 50.8 feet below the surface
where the boring terminated.
At the time of drilling, groundwater levels were not encountered within the depths explored.
Groundwater levels can fluctuate seasonally. Given the slide movement and the culvert close by, the
only general assumption that can be made is groundwater will most likely be encountered within the
slide mass at times during wetter seasons.
Middle Slide Area – STA 271
Findings from the soil borings 9286000-1 and 9286000-2, which were drilled in the shoulders of the
roadway, shows base course thickness ranging from 0.5 feet to 1.5 feet. The base course consisted
mostly of clayey or poorly graded gravel with sand and sometimes silt. Below the base course the
soils encountered consisted of fill material over native soils. Fill material ranged in thickness from
2.2 feet to 6.6 feet and consisted of sandy lean clay which classified as A-4 and A-6. Native soils
varied between the two borings but were mostly clay with varying amounts of sand classifying as A-
6 or A-7 soils or sand with varying amounts of clay classifying as A-2 or A-4 soils. Formation
material was encountered in both borings and consisted of claystone and shale at depths of 14.5 feet
to 27 feet below the surface.
At the time of drilling, groundwater levels were observed to be not encountered within the depths
explored in one boring and 27.9 feet below the ground surface in the other. Groundwater levels can
fluctuate seasonally and will most likely be encountered within the slide mass at times during wetter
seasons.
North Slide Area – STA 309
Findings from the soil borings 9286000-4 and 9286000-6, which were drilled in the shoulder of the
south bound lane at the top of the slide, and not that far apart, vary greatly. Base course was in only
one boring with a thickness of 0.8 feet. The base course consisted of poorly graded gravel with sand.
Fill material varied between the two borings and ranged in thickness from 8.2 feet to 27.6 feet and
consisted of either sand or gravel with varying amounts of silt which classified as A-1 and A-4, over
lean clay with varying amounts of sand which classified as A-7. Native soils were encountered in
PRELIMINARY GEOTECHNICAL EVALUATION
MT 80 – GEOTECHNICAL STUDY PAGE 9 OF 10
UPN 9286000
only one boring and were elastic silt with sand classifying as A-7. Formation material was
encountered in both borings and consisted of claystone and shale at depths of 15.6 feet to 27.6 feet
below the surface.
Findings from the soil boring 9286000-5, which was drilled in the toe of the slide, shows native soils
over formation material. Native soils consisted of lean clay with varying amounts of sand and
classified as A-6 and A-7, and clayey sand with gravel classified as A-2. Formation material consisted
of claystone extending to 46.5 feet below the surface where the boring terminated.
At the time of drilling, groundwater levels were observed to be not encountered within the depths
explored in borings in the upper slide and 5.9 feet below the ground surface in the boring in the lower
slide. Groundwater levels can fluctuate seasonally and will most likely be encountered within the
slide mass most of the year at this location. In addition, groundwater monitoring wells were installed
at this slide and the information gathered can be reviewed as part of the design phase of the project.
4.0 Geotechnical Comments At this time, it is too early in the project to provide design level recommendations. However, to aid
the scoping of the design phase of the project, a general discussion is provided for each site and the
overall project direction.
4.1 Slide Mitigations Southern Slide – STA 256
The slide at station 256 is a small slide in the roadway embankment. Due to the fact the head scarp
of the slide has not advanced further into the roadway over all these years, indicates the failure surface
is most likely controlled by the depth and angle of the formation material in the area. The size of the
slide, geometry of the area outside the toe of the slide, and the gradient of the drainage ditch along
the slide all lend itself to stabilizing this slide with an earthen toe berm. The preliminary analysis
performed for this slide confirm a reasonable toe berm will be able to mitigate the slide movement.
Additionally, lightweight fill could potentially be used in combination with toe berm construction as
a possible mitigation alternative. The culvert on the edge of the slide will require reconstruction and
will be included with any site mitigation.
During the design phase additional subsurface information should be planned at the toe of the slide
to confirm the assumptions made on the subsurface conditions. In addition, depending on the
mitigation options selected for the other slides, a cost analysis should be used to verify the toe berm
method is still the most cost-effective mitigation option.
Middle Slide Area – STA 271
The slide at station 271 is a mid-sized slide in the roadway embankment. Due to the movement of the
head scarp both to the north and further into the roadway, as well as the visible shallow failure south
of the slide, the failure surface is most likely in a weak layer that extends beyond the limits of the
current slide. The preliminary analysis indicates the most cost-effective mitigation for the slide may
be a combination of a soil nail wall along the roadway at the top of the slide and slope flattening
PRELIMINARY GEOTECHNICAL EVALUATION
MT 80 – GEOTECHNICAL STUDY PAGE 10 OF 10
UPN 9286000
below the wall. This option would also lend itself to extending the slope flattening outside the current
slide limits in both directions to improve the stability of the roadway embankment in this area.
During the design phase additional subsurface information should be planned at the toe of the slide
to confirm the assumptions made on the subsurface conditions. In addition, subsurface information
should also be gathered, and additional analysis performed to verify a new slide will not occur just
outside the performed mitigation.
North Slide Area – STA 309
The slide at station 309 is a large and complex failure along the roadway embankment. The variability
between the borings in the upper slide indicate the slide is occurring in a transition between fill slopes
and native slopes. The slide mitigation will be complicated by the large slides in the vicinity, two
stabilized previously with soil anchors and one active slide outside of MDT right-of-way. The
preliminary analysis indicates a deep failure surface. The slide mitigation will most likely require
multiple or tiered levels including structural components like either soil anchors or micro-piles.
During the design phase additional subsurface information should be planned along the limits of the
slide to better identify the mitigation limits and the required soil/formation material properties. In
addition, additional analysis will need to be performed to verify any new mitigation features will not
adversely affect the previously mitigated slides.
4.2 Project Development We believe the project will be best served moving forward with a traditional Design-Bid-Build
project. The proposed mitigations used at each site appear to be varied enough, and specialized
enough, to make it difficult for bidding/evaluating and administrating on a Design-Build project.
4.3 Cost Estimate A preliminary Engineers Cost Estimate has been developed for scoping purposes.
TOTAL costs
Estimated cost Inflation (INF)
(from PPMS)
w/INF + IDC
(from PPMS)
Slide STA 256 $900,000
Slide STA 271 $1,400,000
Slide STA 309 $1,900,000
Traffic Control $200,000
Subtotal $4,400,000
Mobilization (15%) $660,000
Subtotal $5,060,000
Contingencies (15%) $759,000
Total CN $5,819,000 $X $ X
CE (10%) $581,900 $X $ X
TOTAL CN+CE $6,400,900 $ X $ X
Please contact Cameron Kloberdanz at 444-9210 (ckloberdanz@mt.gov) or Dan Kluth at 444-6275
(dkluth@mt.gov) with any geotechnical questions concerning this project.
U.S. Department of Agriculture Farm Services Agency Aerial Photography Field Office.
±
0 0.015 0.03 0.045 0.060.0075Miles
MT 80 Geotechncial StudySouthern Slide Area
U.S. Department of Agriculture Farm Services Agency Aerial Photography Field Office.
±
0 0.04 0.08 0.12 0.160.02Miles
MT 80 Geotechncial StudyMiddle Slide Area
U.S. Department of Agriculture Farm Services Agency Aerial Photography Field Office.
±
0 0.015 0.03 0.045 0.060.0075Miles
MT 80 Geotechncial StudyNorthern Slide Area
100
80
75
50
100
90
90
100
3 - 4 - 4
1 - 3 - 2
WH - 1 - 2
1 - 3 - 3
1 - 3 - 7
4 - 10 - 15
6 - 20 - 43
22 - 49 - 50/0.4ft
0.53550.5
2.73548.3
4.53546.5
7.03544.0
9.53541.5
11.43539.6
14.53536.5
18
9
26
20
24
18
12
10
29
25
45
38
17
15
22
22
47
45
41
83
Hollow stem augerswith finger bit.
BASE COURSE, Poorly-Graded GRAVELwith silt and sand (GP-GM), moist, grey tobrown, fine to coarse grained, angular tosubangular, [A-1].FILL, Sandy Lean CLAY with gravel (CL),moist, brown, [A-4/A-6].Lean CLAY (CL), medium stiff, moist, brownto dark brown, [A-4/A-6]. Frequent organics.Clayey SAND (SC), loose, moist, brown,[A-6]. Occasional gravel.Clayey SAND (SC), very loose, moist to wet,brown, [A-4]. Occasional gravel.
Clayey SAND (SC), loose, moist, brown,[A-7]. Occasional gravel.
Lean CLAY with sand (CL), stiff, moist, darkbrown, [A-6].
CLAYSTONE, dark brown to dark grey, verysoft to soft field hardness.
LOG OF BORING
3546.0
3541.0
3536.0
3531.0
3526.0
3521.0
Sam
ple
Type
Rec
over
y (%
)
RQ
D (%
)Depth(ft)
Elev.(ft)
5
10
15
20
25
30
Ope
ratio
n
Blo
w C
ount
Lith
olog
y Depth(ft)
Elev.(ft)
MC
(%)
LL PL
-200
(%)
Qu
(psi
)
DD
(pcf
)
Remarksand
Other TestsMaterial Description
(2)
MD
T L
OG
OF
BO
RIN
G -
MD
T_2
016
+W
ELL
_V1.
GD
T -
3/2
5/20
09
:19
- L:
\PR
OJE
CT
S\2
016
+P
RO
JEC
TS
\928
600
0.G
PJ
Abandonment:N/ANotes:
Datum: NAD83
Sheet 1 of 2
System: MT S.P. (E)
Project:
Elevation Source:Plans
Date Started:12/20/16
Project Number:STPX 80-2(4)49
Date Finished:12/21/16
Rig:CME 1050Hammer:AutoBoring Diameter:8"
Drilling Fluid:None
MT 80 Geotechnical Study
UPN:9286000
Logger:KluthDriller: Boyd PLS TRS-QQ: 19N 12E 22 - DB Inclinometer installed after completing boring.
Boring LocationCoordinates
N: 1147513.8 ftE: 1799909.2 ft
Location Source:GPS and Plans
Station:Offset:
270 + 8616 ft R
GroundElevation: 3551 ft
Water Level Observations Remarks:DuringDrilling: Not EncounteredAfterDrilling:
End ofDrilling:
Boring 9286000-1
100
100
100
100
100
17 - 39 - 50/0.3ft
19 - 36 - 50/0.3ft
37 - 50/0.1ft
47 - 50/0.1ft
49 - 50/0.3ft
33.13517.9
50.83500.2
9
9
7
6
7
Set inclinometercasing to 50.0' withsilica sand. Installedflush-mount cover.
CLAYSTONE, continued.
SHALE, dark grey, soft field hardness.
Boring Depth: 50.8 ft, Elevation: 3500.2 ft
LOG OF BORING
3516.0
3511.0
3506.0
3501.0
Sam
ple
Type
Rec
over
y (%
)
RQ
D (%
)Depth(ft)
Elev.(ft)
35
40
45
50
Ope
ratio
n
Blo
w C
ount
Lith
olog
y Depth(ft)
Elev.(ft)
MC
(%)
LL PL
-200
(%)
Qu
(psi
)
DD
(pcf
)
Remarksand
Other TestsMaterial Description
(2)
MD
T L
OG
OF
BO
RIN
G -
MD
T_2
016
+W
ELL
_V1.
GD
T -
3/2
5/20
09
:19
- L:
\PR
OJE
CT
S\2
016
+P
RO
JEC
TS
\928
600
0.G
PJ
Abandonment:N/ANotes:
Datum: NAD83
Sheet 2 of 2
System: MT S.P. (E)
Project:
Elevation Source:Plans
Date Started:12/20/16
Project Number:STPX 80-2(4)49
Date Finished:12/21/16
Rig:CME 1050Hammer:AutoBoring Diameter:8"
Drilling Fluid:None
MT 80 Geotechnical Study
UPN:9286000
Logger:KluthDriller: Boyd PLS TRS-QQ: 19N 12E 22 - DB Inclinometer installed after completing boring.
Boring LocationCoordinates
N: 1147513.8 ftE: 1799909.2 ft
Location Source:GPS and Plans
Station:Offset:
270 + 8616 ft R
GroundElevation: 3551 ft
Water Level Observations Remarks:DuringDrilling: Not EncounteredAfterDrilling:
End ofDrilling:
Boring 9286000-1
100
80
75
80
90
80
40
60
80
70
9 - 8 - 8
2 - 2 - 3
4 - 10 - 8
5 - 7 - 8
10 - 12 - 18
10 - 14 - 10
WH - 2 - 3
1 - 2 - 4
5 - 9 - 15
9 - 23 - 28
1.53548.4
8.13541.8
13.13536.8
16.73533.2
19.03530.9
27.03522.9
917
16
16
4
8
6
6
23
16
18
17
40
27
23
42
48
50
23
17
15
22
24
24
62
1
45
68
90
93
Hollow stem augerswith finger bit.
Mechanicallyprocessed sampleclassified as Fat
BASE COURSE, Clayey GRAVEL with sand(GC), moist, brown, fine to coarse grained,subrounded, [A-2].FILL, Sandy Lean CLAY with gravel (CL),very stiff to medium stiff, moist, dark brown,[A-6].
Well-Graded SAND with gravel (SW),medium dense, dry to moist, tan, fine tocoarse grained, subrounded to subangular,[A-2].
Clayey SAND (SC), medium dense, dry tomoist, tan, fine to coarse grained,subrounded to subangular, [A-4]. Dark brownorganics from 13.1 ft. to 13.5 ft.
Sandy Lean CLAY (CL), medium stiff, moist,grey, [A-7]. Occasional gravel. Occasionalorganics.Lean CLAY (CL), medium stiff to very stiff,moist, grey, [A-7]. Occasional gravel.
CLAYSTONE, dark grey, very soft fieldhardness.
LOG OF BORING
3544.9
3539.9
3534.9
3529.9
3524.9
3519.9
Sam
ple
Type
Rec
over
y (%
)
RQ
D (%
)Depth(ft)
Elev.(ft)
5
10
15
20
25
30
Ope
ratio
n
Blo
w C
ount
Lith
olog
y Depth(ft)
Elev.(ft)
MC
(%)
LL PL
-200
(%)
Qu
(psi
)
DD
(pcf
)
Remarksand
Other TestsMaterial Description
(2)
MD
T L
OG
OF
BO
RIN
G -
MD
T_2
016
+W
ELL
_V1.
GD
T -
3/2
5/20
09
:20
- L:
\PR
OJE
CT
S\2
016
+P
RO
JEC
TS
\928
600
0.G
PJ
Abandonment:N/ANotes:
Datum: NAD83
Sheet 1 of 2
System: MT S.P. (E)
Project:
Elevation Source:Plans
Date Started:1/18/17
Project Number:STPX 80-2(4)49
Date Finished:1/24/17
Rig:CME 1050Hammer:AutoBoring Diameter:8"
Drilling Fluid:None
MT 80 Geotechnical Study
UPN:9286000
Logger:KloberdanzDriller: Fredrick PLS TRS-QQ: 19N 12E 22 - DB Inclinometer installed after completing boring.
Boring LocationCoordinates
N: 1147485.8 ftE: 1799876.8 ft
Location Source:GPS and Plans
Station:Offset:
270 + 7926 ft L
GroundElevation: 3549.9 ft
Water Level Observations Remarks: 24.8 ft., During Drilling, Augers In, 1-24-17DuringDrilling: 27.9 ft (3522.0 ft)AfterDrilling:
End ofDrilling:
Boring 9286000-2
100
100
100
100
70
70
28 - 49 - 50/0.4ft
49 - 50/0.2ft
47 - 50/0.2ft
35 - 50/0.2ft
13 - 50/0.4ft
40 - 50/0.2ft
36.13513.8
60.73489.2
15
8
7
9
15
18
CLAY (CH), [A-7]
Set inclinometercasing to 60.5' withsilica sand. Installedflush-mount cover.
CLAYSTONE, continued.
SHALE, dark grey, very soft field hardness.
Boring Depth: 60.7 ft, Elevation: 3489.2 ft
LOG OF BORING
3514.9
3509.9
3504.9
3499.9
3494.9
3489.9
Sam
ple
Type
Rec
over
y (%
)
RQ
D (%
)Depth(ft)
Elev.(ft)
35
40
45
50
55
60
Ope
ratio
n
Blo
w C
ount
Lith
olog
y Depth(ft)
Elev.(ft)
MC
(%)
LL PL
-200
(%)
Qu
(psi
)
DD
(pcf
)
Remarksand
Other TestsMaterial Description
(2)
MD
T L
OG
OF
BO
RIN
G -
MD
T_2
016
+W
ELL
_V1.
GD
T -
3/2
5/20
09
:20
- L:
\PR
OJE
CT
S\2
016
+P
RO
JEC
TS
\928
600
0.G
PJ
Abandonment:N/ANotes:
Datum: NAD83
Sheet 2 of 2
System: MT S.P. (E)
Project:
Elevation Source:Plans
Date Started:1/18/17
Project Number:STPX 80-2(4)49
Date Finished:1/24/17
Rig:CME 1050Hammer:AutoBoring Diameter:8"
Drilling Fluid:None
MT 80 Geotechnical Study
UPN:9286000
Logger:KloberdanzDriller: Fredrick PLS TRS-QQ: 19N 12E 22 - DB Inclinometer installed after completing boring.
Boring LocationCoordinates
N: 1147485.8 ftE: 1799876.8 ft
Location Source:GPS and Plans
Station:Offset:
270 + 7926 ft L
GroundElevation: 3549.9 ft
Water Level Observations Remarks: 24.8 ft., During Drilling, Augers In, 1-24-17DuringDrilling: 27.9 ft (3522.0 ft)AfterDrilling:
End ofDrilling:
Boring 9286000-2
100
100
60
70
50
60
100
100
100
50/0.4ft
21 - 25 - 8
3 - 4 - 5
1 - 4 - 5
3 - 3 - 5
2 - 6 - 11
4 - 10 - 15
4 - 9 - 14
9 - 16 - 23
0.63638.7
1.73637.6
4.53634.8
22.13617.2
28.33611.0
4
4
14
23
21
19
20
22
18
40
53
54
54
54
49
21
26
27
26
28
27
57
73
91
91
87
86
Hollow stem augerswith finger bit.
Mechanicallyprocessed sampleclassified as LeanCLAY (CL), [A-7]
Asphalt.BASE COURSE, Poorly-Graded GRAVELwith silt and sand (GW-GM), [A-1]. Frozen.FILL, Sandy Lean CLAY (CL), hard, dry,brown, [A-6]. Frozen to 3.6 ft.
Fat CLAY (CH), medium stiff to very stiff,moist, brown, [A-7]. Occasional gravel.
CLAYSTONE, dark brown, very soft to softfield hardness.
Silty SHALE, grey, soft field hardness.
LOG OF BORING
3634.3
3629.3
3624.3
3619.3
3614.3
3609.3
Sam
ple
Type
Rec
over
y (%
)
RQ
D (%
)Depth(ft)
Elev.(ft)
5
10
15
20
25
30
Ope
ratio
n
Blo
w C
ount
Lith
olog
y Depth(ft)
Elev.(ft)
MC
(%)
LL PL
-200
(%)
Qu
(psi
)
DD
(pcf
)
Remarksand
Other TestsMaterial Description
(2)
MD
T L
OG
OF
BO
RIN
G -
MD
T_2
016
+W
ELL
_V1.
GD
T -
3/2
5/20
09
:20
- L:
\PR
OJE
CT
S\2
016
+P
RO
JEC
TS
\928
600
0.G
PJ
Abandonment:CuttingsNotes:
Datum: NAD83
Sheet 1 of 2
System: MT S.P. (E)
Project:
Elevation Source:Plans
Date Started:1/25/17
Project Number:STPX 80-2(4)49
Date Finished:1/25/17
Rig:CME 1050Hammer:AutoBoring Diameter:8"
Drilling Fluid:None
MT 80 Geotechnical Study
UPN:9286000
Logger:TuerDriller: Fredrick PLS TRS-QQ: 19N 12E 22 - DB
Boring LocationCoordinates
N: 1146211 ftE: 1800652.3 ft
Location Source:GPS and Plans
Station:Offset:
255 + 8612 ft L
GroundElevation: 3639.3 ft
Water Level Observations Remarks:DuringDrilling: Not EncounteredAfterDrilling:
End ofDrilling:
Boring 9286000-3
100
100
100
80
80
23 - 50/0.4ft
31 - 50/0.4ft
40 - 50/0.3ft
31 - 50/0.3ft
31 - 50/0.3ft50.8
3588.5
11
10
9
9
10
42 26 78 Mechanicallyprocessed sampleclassified as SILTw/sand (ML), [A-7]
Silty SHALE, continued.
Boring Depth: 50.8 ft, Elevation: 3588.5 ft
LOG OF BORING
3604.3
3599.3
3594.3
3589.3
Sam
ple
Type
Rec
over
y (%
)
RQ
D (%
)Depth(ft)
Elev.(ft)
35
40
45
50
Ope
ratio
n
Blo
w C
ount
Lith
olog
y Depth(ft)
Elev.(ft)
MC
(%)
LL PL
-200
(%)
Qu
(psi
)
DD
(pcf
)
Remarksand
Other TestsMaterial Description
(2)
MD
T L
OG
OF
BO
RIN
G -
MD
T_2
016
+W
ELL
_V1.
GD
T -
3/2
5/20
09
:20
- L:
\PR
OJE
CT
S\2
016
+P
RO
JEC
TS
\928
600
0.G
PJ
Abandonment:CuttingsNotes:
Datum: NAD83
Sheet 2 of 2
System: MT S.P. (E)
Project:
Elevation Source:Plans
Date Started:1/25/17
Project Number:STPX 80-2(4)49
Date Finished:1/25/17
Rig:CME 1050Hammer:AutoBoring Diameter:8"
Drilling Fluid:None
MT 80 Geotechnical Study
UPN:9286000
Logger:TuerDriller: Fredrick PLS TRS-QQ: 19N 12E 22 - DB
Boring LocationCoordinates
N: 1146211 ftE: 1800652.3 ft
Location Source:GPS and Plans
Station:Offset:
255 + 8612 ft L
GroundElevation: 3639.3 ft
Water Level Observations Remarks:DuringDrilling: Not EncounteredAfterDrilling:
End ofDrilling:
Boring 9286000-3
75
65
65
65
40
40
50
70
30
30
65
25
70
60
50
50
60
75
80
60
4 - 6 - 2
1 - 1 - 2
2 - 7 - 8
3 - 3 - 3
2 - 2 - 3
1 - 2 - 3
1 - 4 - 5
3 - 4 - 7
2 - 4 - 4
2 - 4 - 6
2 - 4 - 5
3 - 4 - 3
2 - 3 - 5
1 - 2 - 3
1 - 3 - 4
2 - 1 - 2
1 - 3 - 3
1 - 3 - 4
2 - 5 - 9
7 - 11 - 16
3.73354.0
27.63330.1
29.73328.0
7
19
7
17
9
23
21
18
20
24
20
20
21
8
23
17
39
20
20
17
45
46
41
40
53
58
20
21
19
18
23
25
64
80
54
58
80
93
Hollow stem augerswith finger bit.
FILL, Poorly-Graded GRAVEL with silt andsand (GP-GM), loose, moist, brown to grey,fine to coarse grained, subangular torounded, [A-1].
FILL, Lean CLAY with sand (CL), soft, moist,brown to dark-brown, [A-7].
Medium stiff to stiff. Cobble from 6.2' to 6.5'.
Layers and seams of clayey gravel w/ siltand sand, organics from 8.1' to 13.6'.
Asphalt fragments from 19.8' to 19.9'.
Seam of clayey gravel w/ silt and sand from22.8' to 22.9'.
Soft to medium stiff.
CLAYSTONE, brown to grey, very soft fieldhardness. Seams of light-grey, highly-plastic,Bentonite CLAY from 27.6' to 28.6'.SHALE, dark-grey, very soft to soft fieldhardness. Frequent gypsum.
LOG OF BORING
3352.7
3347.7
3342.7
3337.7
3332.7
3327.7
Sam
ple
Type
Rec
over
y (%
)
RQ
D (%
)Depth(ft)
Elev.(ft)
5
10
15
20
25
30
Ope
ratio
n
Blo
w C
ount
Lith
olog
y Depth(ft)
Elev.(ft)
MC
(%)
LL PL
-200
(%)
Qu
(psi
)
DD
(pcf
)
Remarksand
Other TestsMaterial Description
(2)
MD
T L
OG
OF
BO
RIN
G -
MD
T_2
016
+W
ELL
_V1.
GD
T -
3/2
5/20
09
:20
- L:
\PR
OJE
CT
S\2
016
+P
RO
JEC
TS
\928
600
0.G
PJ
Abandonment:N/ANotes:
Datum: NAD83
Sheet 1 of 2
System: MT S.P. (E)
Project:
Elevation Source:Plans
Date Started:7/11/17
Project Number:STPX 80-2(4)49
Date Finished:7/11/17
Rig:CME 1050Hammer:AutoBoring Diameter:8"
Drilling Fluid:None
MT 80 Geotechnical Study
UPN:9286000
Logger:KluthDriller: Fredrick PLS TRS-QQ: 19N 12E 15 - CD Inclinometer installed after completing boring.
Boring LocationCoordinates
N: 1150803.5 ftE: 1799397.3 ft
Location Source:GPS and Plans
Station:Offset:
309 + 2528 ft L
GroundElevation: 3357.7 ft
Water Level Observations Remarks:DuringDrilling: Not EncounteredAfterDrilling:
End ofDrilling:
Boring 9286000-4
75
85
100
100
100
100
100
8 - 14 - 20
9 - 19 - 37
13 - 50/0.3ft
50/0.4ft
50/0.3ft
35 - 50/0.3ft
47 - 50/0.3ft 60.83296.9
17
15
13
8
7
14
16
SHALE, continued.
Boring Depth: 60.8 ft, Elevation: 3296.9 ft
LOG OF BORING
3322.7
3317.7
3312.7
3307.7
3302.7
3297.7
Sam
ple
Type
Rec
over
y (%
)
RQ
D (%
)Depth(ft)
Elev.(ft)
35
40
45
50
55
60
Ope
ratio
n
Blo
w C
ount
Lith
olog
y Depth(ft)
Elev.(ft)
MC
(%)
LL PL
-200
(%)
Qu
(psi
)
DD
(pcf
)
Remarksand
Other TestsMaterial Description
(2)
MD
T L
OG
OF
BO
RIN
G -
MD
T_2
016
+W
ELL
_V1.
GD
T -
3/2
5/20
09
:20
- L:
\PR
OJE
CT
S\2
016
+P
RO
JEC
TS
\928
600
0.G
PJ
Abandonment:N/ANotes:
Datum: NAD83
Sheet 2 of 2
System: MT S.P. (E)
Project:
Elevation Source:Plans
Date Started:7/11/17
Project Number:STPX 80-2(4)49
Date Finished:7/11/17
Rig:CME 1050Hammer:AutoBoring Diameter:8"
Drilling Fluid:None
MT 80 Geotechnical Study
UPN:9286000
Logger:KluthDriller: Fredrick PLS TRS-QQ: 19N 12E 15 - CD Inclinometer installed after completing boring.
Boring LocationCoordinates
N: 1150803.5 ftE: 1799397.3 ft
Location Source:GPS and Plans
Station:Offset:
309 + 2528 ft L
GroundElevation: 3357.7 ft
Water Level Observations Remarks:DuringDrilling: Not EncounteredAfterDrilling:
End ofDrilling:
Boring 9286000-4
80
65
75
75
75
75
75
85
80
85
75
85
90
90
80
1 - 2 - 2
1 - 5 - 4
3 - 3 - 4
5 - 4 - 6
6 - 6 - 4
3 - 4 - 7
1 - 2 - 2
WH - 3 - 6
2 - 5 - 8
4 - 5 - 8
3 - 5 - 9
4 - 5 - 8
3 - 6 - 11
4 - 8 - 12
5 - 10 - 16
2.23309.1
5.93305.4
10.63300.7
12.83298.5
14.43296.9
26.73284.6
20
19
11
8
6
3
20
21
22
22
25
20
19
18
19
18
18
16
23
45
44
44
43
49
13
22
22
21
21
22
16
91
71
86
95
86
Hollow stem augerswith finger bit.Surface slumpmaterial at slide toefrom 0' to 2.2'.
Clayey SANDw/gravel (SC) layerfrom 5.9' to 10.6' iswet.
Lean CLAY (CL), soft, moist to dry, brown todark-brown, [A-6].
Lean CLAY (CL), soft to medium stiff, moist,dark-brown, [A-6].
Gravel layer from 4.7' to 4.8'.
Clayey SAND with gravel (SC), loose tomedium dense, wet, brown to grey, fine tocoarse grained, subangular to rounded, [A-2].
Lean CLAY (CL), stiff, moist to wet,dark-brown, [A-7].
Sandy Lean CLAY (CL), soft, moist,dark-brown, [A-7].
Lean CLAY (CL), stiff, moist, dark-brown,[A-7]. Occasional gravel, organics, andiron-oxide staining.
Very stiff.
CLAYSTONE, dark brown, very soft fieldhardness. Frequent gypsum and iron-oxidestaining.
LOG OF BORING
3306.3
3301.3
3296.3
3291.3
3286.3
3281.3
Sam
ple
Type
Rec
over
y (%
)
RQ
D (%
)Depth(ft)
Elev.(ft)
5
10
15
20
25
30
Ope
ratio
n
Blo
w C
ount
Lith
olog
y Depth(ft)
Elev.(ft)
MC
(%)
LL PL
-200
(%)
Qu
(psi
)
DD
(pcf
)
Remarksand
Other TestsMaterial Description
(2)
MD
T L
OG
OF
BO
RIN
G -
MD
T_2
016
+W
ELL
_V1.
GD
T -
3/2
5/20
09
:20
- L:
\PR
OJE
CT
S\2
016
+P
RO
JEC
TS
\928
600
0.G
PJ
Abandonment:N/ANotes:
Datum: NAD83
Sheet 1 of 2
System: MT S.P. (E)
Project:
Elevation Source:Plans
Date Started:7/12/17
Project Number:STPX 80-2(4)49
Date Finished:7/12/17
Rig:CME 1050Hammer:AutoBoring Diameter:8"
Drilling Fluid:None
MT 80 Geotechnical Study
UPN:9286000
Logger:KluthDriller: Fredrick PLS TRS-QQ: 19N 12E 15 - CD Inclinometer installed after completing boring and a
monitoring well was installed next to the boring.
Boring LocationCoordinates
N: 1150959.9 ftE: 1799331.1 ft
Location Source:GPS and Plans
Station:Offset:
309 + 31197 ft L
GroundElevation: 3311.3 ft
Water Level Observations Remarks:DuringDrilling: 5.9 ft (3305.4 ft)AfterDrilling:
End ofDrilling: Not Encountered
Boring 9286000-5
50
50
80
75
6 - 10 - 15
7 - 11 - 15
8 - 9 - 15
5 - 6 - 1046.5
3264.8
15
14
14
17
CLAYSTONE, continued.
Boring Depth: 46.5 ft, Elevation: 3264.8 ft
LOG OF BORING
3276.3
3271.3
3266.3
Sam
ple
Type
Rec
over
y (%
)
RQ
D (%
)Depth(ft)
Elev.(ft)
35
40
45
Ope
ratio
n
Blo
w C
ount
Lith
olog
y Depth(ft)
Elev.(ft)
MC
(%)
LL PL
-200
(%)
Qu
(psi
)
DD
(pcf
)
Remarksand
Other TestsMaterial Description
(2)
MD
T L
OG
OF
BO
RIN
G -
MD
T_2
016
+W
ELL
_V1.
GD
T -
3/2
5/20
09
:20
- L:
\PR
OJE
CT
S\2
016
+P
RO
JEC
TS
\928
600
0.G
PJ
Abandonment:N/ANotes:
Datum: NAD83
Sheet 2 of 2
System: MT S.P. (E)
Project:
Elevation Source:Plans
Date Started:7/12/17
Project Number:STPX 80-2(4)49
Date Finished:7/12/17
Rig:CME 1050Hammer:AutoBoring Diameter:8"
Drilling Fluid:None
MT 80 Geotechnical Study
UPN:9286000
Logger:KluthDriller: Fredrick PLS TRS-QQ: 19N 12E 15 - CD Inclinometer installed after completing boring and a
monitoring well was installed next to the boring.
Boring LocationCoordinates
N: 1150959.9 ftE: 1799331.1 ft
Location Source:GPS and Plans
Station:Offset:
309 + 31197 ft L
GroundElevation: 3311.3 ft
Water Level Observations Remarks:DuringDrilling: 5.9 ft (3305.4 ft)AfterDrilling:
End ofDrilling: Not Encountered
Boring 9286000-5
80
80
80
70
80
80
100
100
80
90
3 - 7 - 10
3 - 7 - 11
4 - 8 - 10
4 - 7 - 9
3 - 16 - 29
7 - 12 - 16
12 - 29 - 50/0.4ft
18 - 49 - 50/0.4ft
13 - 25 - 23
8 - 11 - 17
0.83360.6
4.63356.8
8.23353.2
15.63345.8
22.53338.9
15
29
19
18
14
19
13
12
12
29
47
66
59
20
38
23
95
79
98
Hollow stem augerswith finger bit.
BASE COURSE, Poorly-Graded GRAVELwith sand (GP), loose, dry, tan, coarsegrained, subangular to subrounded, [A-1].FILL, Silty SAND with gravel (SM), loose tomedium dense, moist, brown, fine grained,subrounded to rounded, [A-4].
FILL, Lean CLAY (CL), very stiff, moist,brown, [A-7]. Occasional gypsum crystals.
Elastic SILT with sand (MH), very stiff, moist,brown to grey, [A-7]. Occasional sand seams. Occasional gypsum crystals.
Occasional gypsum filled fractures.
CLAYSTONE, grey, very soft field hardness.Occasional gypsum filled fractures.
SHALE, grey, very soft field hardness.Occasional gypsum filled fractures.
Wet seam at 27'.
Bentonite layer at 28.9'.
LOG OF BORING
3356.4
3351.4
3346.4
3341.4
3336.4
3331.4
Sam
ple
Type
Rec
over
y (%
)
RQ
D (%
)Depth(ft)
Elev.(ft)
5
10
15
20
25
30
Ope
ratio
n
Blo
w C
ount
Lith
olog
y Depth(ft)
Elev.(ft)
MC
(%)
LL PL
-200
(%)
Qu
(psi
)
DD
(pcf
)
Remarksand
Other TestsMaterial Description
(2)
MD
T L
OG
OF
BO
RIN
G -
MD
T_2
016
+W
ELL
_V1.
GD
T -
3/2
5/20
09
:20
- L:
\PR
OJE
CT
S\2
016
+P
RO
JEC
TS
\928
600
0.G
PJ
Abandonment:N/ANotes:
Datum: NAD83
Sheet 1 of 2
System: MT S.P. (E)
Project:
Elevation Source:Plans
Date Started:7/18/17
Project Number:STPX 80-2(4)49
Date Finished:7/18/17
Rig:CME 1050Hammer:AutoBoring Diameter:8"
Drilling Fluid:None
MT 80 Geotechnical Study
UPN:9286000
Logger:KloberdanzDriller: Fredrick PLS TRS-QQ: 19N 12E 15 - CD Monitoring well installed after completing boring.
Boring LocationCoordinates
N: 1150783 ftE: 1799369.4 ft
Location Source:GPS and Plans
Station:Offset:
308 + 9122 ft L
GroundElevation: 3361.4 ft
Water Level Observations Remarks: Wet seam at 27 feet, but did not appear to begroundwater.
DuringDrilling: Not EncounteredAfterDrilling:
End ofDrilling:
Boring 9286000-6
100
100
100
100
100
28 - 27 - 28
32 - 33 - 39
3 - 32 - 50/0.2ft
50/0.4ft
50/0.4ft 50.43311.0
9
10
29
19
16
SHALE, continued.
Occasional shell fragments.
Sandy SHALE, soft field hardness.
Boring Depth: 50.4 ft, Elevation: 3311.0 ft
LOG OF BORING
3326.4
3321.4
3316.4
3311.4
Sam
ple
Type
Rec
over
y (%
)
RQ
D (%
)Depth(ft)
Elev.(ft)
35
40
45
50
Ope
ratio
n
Blo
w C
ount
Lith
olog
y Depth(ft)
Elev.(ft)
MC
(%)
LL PL
-200
(%)
Qu
(psi
)
DD
(pcf
)
Remarksand
Other TestsMaterial Description
(2)
MD
T L
OG
OF
BO
RIN
G -
MD
T_2
016
+W
ELL
_V1.
GD
T -
3/2
5/20
09
:20
- L:
\PR
OJE
CT
S\2
016
+P
RO
JEC
TS
\928
600
0.G
PJ
Abandonment:N/ANotes:
Datum: NAD83
Sheet 2 of 2
System: MT S.P. (E)
Project:
Elevation Source:Plans
Date Started:7/18/17
Project Number:STPX 80-2(4)49
Date Finished:7/18/17
Rig:CME 1050Hammer:AutoBoring Diameter:8"
Drilling Fluid:None
MT 80 Geotechnical Study
UPN:9286000
Logger:KloberdanzDriller: Fredrick PLS TRS-QQ: 19N 12E 15 - CD Monitoring well installed after completing boring.
Boring LocationCoordinates
N: 1150783 ftE: 1799369.4 ft
Location Source:GPS and Plans
Station:Offset:
308 + 9122 ft L
GroundElevation: 3361.4 ft
Water Level Observations Remarks: Wet seam at 27 feet, but did not appear to begroundwater.
DuringDrilling: Not EncounteredAfterDrilling:
End ofDrilling:
Boring 9286000-6
MT80 SI1 A
2/15/2017 7/27/2017 12/6/2017
Dep
th in
Fee
t
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
Profile Change in Inches-1 -0.5 0 0.5 1
MT80 SI1 B
2/15/2017 7/27/2017 12/6/2017
Dep
th in
Fee
t
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
Profile Change in Inches-1 -0.5 0 0.5 1
MT80 SI1 A
2/15/2017 7/27/2017 12/6/2017
Dep
th in
Fee
t
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
Tilt Change in Inches-1 -0.5 0 0.5 1
MT80 SI1 B
2/15/2017 7/27/2017 12/6/2017
Dep
th in
Fee
t
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
Tilt Change in Inches-1 -0.5 0 0.5 1
MT80 SI2 A
3/1/2017 7/27/2017 12/6/2017
Dep
th in
Fee
t
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
Profile Change in Inches-1 0 1 2 3
MT80 SI2 B
3/1/2017 7/27/2017 12/6/2017
Dep
th in
Fee
t
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
Profile Change in Inches-1 -0.5 0 0.5 1
MT80 SI2 A
3/1/2017 7/27/2017 12/6/2017
Dep
th in
Fee
t
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
Tilt Change in Inches0 0.5 1 1.5
MT80 SI2 B
3/1/2017 7/27/2017 12/6/2017
Dep
th in
Fee
t
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
Tilt Change in Inches-1 -0.5 0 0.5 1
MT80 SI4 A
7/13/2017 7/27/2017 12/6/2017
Dep
th in
Fee
t
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
Profile Change in Inches0 0.5 1 1.5
MT80 SI4 B
7/13/2017 7/27/2017 12/6/2017
Dep
th in
Fee
t
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
Profile Change in Inches-1 -0.5 0 0.5 1
MT80 SI4 A
7/13/2017 7/27/2017 12/6/2017
Dep
th in
Fee
t
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
Tilt Change in Inches-1 -0.5 0 0.5 1
MT80 SI4 B
7/13/2017 7/27/2017 12/6/2017
Dep
th in
Fee
t
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
Tilt Change in Inches-1 -0.5 0 0.5 1
MT80 SI5 A
7/17/2017 7/27/2017 12/7/2017
Dep
th in
Fee
t
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
Profile Change in Inches0 0.5 1 1.5
MT80 SI5 B
7/17/2017 7/27/2017 12/7/2017
Dep
th in
Fee
t
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
Profile Change in Inches-1 -0.5 0 0.5 1
MT80 SI5 A
7/17/2017 7/27/2017 12/7/2017
Dep
th in
Fee
t
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
Tilt Change in Inches-1 -0.5 0 0.5 1
MT80 SI5 B
7/17/2017 7/27/2017 12/7/2017
Dep
th in
Fee
t
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
Tilt Change in Inches-1 -0.5 0 0.5 1
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