GEOTECHNICAL INVESTIGATION SEVEN BRIDGE SITES, PEACE DISTRICT GEOTECHNICAL DATA REPORT GOOD BRIDGE #07205 LILLICO BRIDGE #07737 KERCHER BRIDGE #07125 CLOSE BRIDGE #07277 IRVING BRIDGE #07124 HOPKINS/LIVINGSTONE BRIDGE #07123 THOMPSON/FIVE MILE BRIDGE #07142 Report to BC Ministry of Transportation and Infrastructure David N. Regehr, M.Eng., P.Eng. Review Principal Date: March 30, 2017 Andrew A. Chand, M.Eng., P.Eng. File: 16022 Project Engineer VANCOUVER • VICTORIA • KAMLOOPS thurber.ca
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GEOTECHNICAL INVESTIGATION SEVEN BRIDGE SITES, PEACE DISTRICT
GEOTECHNICAL DATA REPORT
GOOD BRIDGE #07205 LILLICO BRIDGE #07737
KERCHER BRIDGE #07125 CLOSE BRIDGE #07277 IRVING BRIDGE #07124
Table 2 – Elastic Moduli Estimated from CPT Data (Robertson 2015)
APPENDIX A
Unified Classification System for Soils (ASTM D2487)
Symbols and Terms Used on Test Logs
ii
Test Hole Logs
APPENDIX B
Atterberg Limit Determinations
APPENDIX C
CPT Plots
Client: BC Ministry of Transportation and Infrastructure Date: March 30, 2017 File No.: 16022 Page 1 of 6 E-File: doc1_2017.03.30_16022_Peace Bridge Replacements Geotechnical Data Report_FINAL
1. INTRODUCTION
This report presents the results of a geotechnical investigation carried out by Thurber Engineering Ltd. at seven existing bridges in the Peace District near Fort St. John and Dawson Creek, BC. The scope of work was outlined in our proposal letter dated November 7, 2016. Authorization to proceed with the work was received from the B.C. Ministry of Transportation and Infrastructure (MoTI) via email. This work is being performed under our “As and When” Geotechnical Services Contract - Northern Region (Contract No. 860 CS 0931).
It is a condition of this report that Thurber’s performance of its professional services is subject to the attached Statement of Limitations and Conditions.
2. PROJECT DESCRIPTION
We understand that MoTI is proposing to replace the following seven bridges within the Peace District:
The above bridges are two-lane, wood structures on wood piles and primarily service local roads. MoTI would like to consider sheet pile abutments for the replacement bridges depending on soil conditions, site geometry, span length, and bridge loading. Based on span length, it is anticipated that sheet pile abutments would be constructed for the Thompson/Five Mile, Irving, and Close bridges. The remainder of the bridges are anticipated to be constructed with pile supported abutments.
The approach to Good is asphalt paved; the remainder are gravel surfaced.
3. SURFICIAL GEOLOGY
3.1 Good and Lillico Bridges
The Geological Survey of Canada (GSC) Surficial Geology Map 1460A – Charlie Lake indicates that the soil deposits where these bridges are located consist of thick glaciolacustrine deposits (primarily silt and clay).
Client: BC Ministry of Transportation and Infrastructure Date: March 30, 2017 File No.: 16022 Page 2 of 6 E-File: doc1_2017.03.30_16022_Peace Bridge Replacements Geotechnical Data Report_FINAL
3.2 Close, Irving, Thompson/Five Mile, and Hopkins/Livingstone Bridges
GSC Surficial Geology Map 1467A – Dawson Creek indicates that the soil deposits where these bridges are located consist of lacustrine clays, silts, and sands with minor gravels.
3.3 Kercher Bridge
GSC Surficial Geology Map 1467A – Dawson Creek indicates that the soil deposits where this bridge is located consist of lacustrine clays, silts, and sands with minor gravels, as well as poorly sorted morainal deposits (till).
4. INVESTIGATIONS
4.1 Drilling Investigation
The field drilling program was carried out between December 3 and 16, 2016, and between January 13 and 14, 2017 under the supervision of Mr. Tim Bryan, Senior Geotechnical Technologist, of Thurber. A total of 14 test holes (TH16-1 to TH17-14) were drilled with a track-mounted, auger drill rig operated by Westech Drilling of Prince George. Two test holes were drilled at each bridge (one drilled at each abutment).
Standard Penetration Tests (SPTs) were performed in all test holes to assess soil strength and density. Vane shear tests were performed within cohesive soils with a torque wrench operated field vane. Disturbed samples were obtained from the test holes at selected depths and returned to our Kamloops laboratory for visual identification, moisture content determination, determination of Atterberg limits, and grain size analyses.
A BC One Call was completed prior to mobilizing to site to identify underground utilities. Once on site, a private utility locate company (D-Tech Line Locators) was retained to screen all proposed test hole locations for metal conduits and conductors. The locating work was performed under the supervision of Thurber personnel.
The test hole locations were obtained by hand-held GPS. We understand that a base plan for each bridge site is currently being prepared by MoTI; test hole location plans will be prepared once the base plans have been completed. Table 1 on the following page lists the test hole locations relative to each bridge abutment.
Test hole logs for all of the bridge sites are provided in Appendix A.
4.2 Cone Penetration Testing
Seven cone penetration tests (CPT17-1 through -7) were performed, with one cone penetration test performed at each bridge location. The CPTs were advanced between March 2 and 6, 2017 with a truck-mounted CPT unit operated by Geonorth CPT Investigations Ltd. of Prince George, B.C.
Client: BC Ministry of Transportation and Infrastructure Date: March 30, 2017 File No.: 16022 Page 3 of 6 E-File: doc1_2017.03.30_16022_Peace Bridge Replacements Geotechnical Data Report_FINAL
The CPT locations were obtained by hand-held GPS. CPT locations will be included on the test hole location plans for each bridge site once the MoTI base plan has been completed. Table 1 below lists the CPT locations relative to each bridge abutment.
The detailed CPT data and plots are provided in Appendix C.
TABLE 1 TEST HOLE AND CPT LOCATIONS
Bridge Test Hole/CPT Number Location
Good TH16-1 West Abutment TH16-2 East Abutment
CPT17-1 West Abutment
Lillico TH16-3 East Abutment TH16-4 West Abutment
CPT17-2 West Abutment
Kercher TH16-5 East Abutment TH16-6 West Abutment
CPT17-3 West Abutment
Close TH16-7 North Abutment TH16-8 South Abutment
CPT17-6 South Abutment
Irving TH16-9 East Abutment TH16-10 West Abutment CPT17-4 East Abutment
Hopkins/Livingstone TH16-11 South Abutment TH16-12 North Abutment CPT17-5 South Abutment
Thompson/Five Mile TH17-13 East Abutment TH17-14 West Abutment CPT17-7 East Abutment
4.3 Laboratory Testing
Laboratory testing consisted of visual identification (ASTM 2488) and moisture content determinations (ASTM D4959) on selected soil samples. Atterberg Limit determinations (ASTM D4318) were also performed on selected samples.
The results of the laboratory index testing are summarized on the test hole logs in Appendix A. The results of the Atterberg Limit determinations are provided in Appendix B.
5. SUBSURFACE CONDITIONS
General descriptions of the different soil types are given in the following subsections. The reader should refer to the actual test hole logs in Appendix A for a detailed description of the soil and groundwater conditions at each location. The test hole logs provide a complete, detailed
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description of the conditions encountered in the investigation and must be used in preference to the generalized descriptions provided below.
5.1 Good Bridge
The subsurface conditions encountered at Good Bridge generally consisted of asphalt pavement structure overlying silty clay and sand. Both test holes (TH16-1 and -2) were drilled within the existing roadway and encountered 200 mm of asphalt, which was underlain by 200 mm to 300 mm of pavement structure aggregates. In TH16-2 there was a 400 mm thick layer of silty clay fill with some sand and gravel below the pavement structure.
In TH16-1, soft to firm, silty clay was encountered beneath the pavement structure and extended to 4.0 m depth. This silty clay deposit was underlain by loose sand with some silt to 6.9 m depth. The sand deposit was underlain by stiff, silty clay to the termination depth of 15.8 m.
In TH16-2, the clay fill was underlain by loose to compact, silty sand to 7.6 m depth. The silty sand deposit was underlain by stiff, silty clay to the termination depth of 14.3 m.
Stabilized groundwater levels were not observed in either test hole at the time of investigation. Seepage was encountered within the sand deposit between depths of 5.6 m and 6.9 m in TH16-1, and between depths of 6.7 m and 7.6 m in TH16-2.
5.2 Lillico Bridge
The subsurface conditions encountered at Lillico Bridge generally consisted of gravel pavement structure overlying silt and silty clay. Both test holes (TH16-3 and -4) were drilled within the existing roadway and encountered 150 mm of sandy gravel fill (surfacing), which was underlain by firm to stiff, silty clay to 2.4 m depth in TH16-3, and to 4.9 m depth in TH16-4. The clay deposit was underlain by firm, clayey silt to the termination depth of 15.8 m in TH16-3, and to 7.0 m depth in TH16-4.
In TH16-4, the clayey silt deposit was underlain by a silty clay deposit that is possibly till. This deposit extended to the termination depth of 15.8 m.
Stabilized groundwater levels were not observed in either test hole at the time of investigation. Seepage was encountered within the silt deposit between depths of 4.0 m and 7.6 m in TH16-3, and between depths of 4.9 m and 7.0 m in TH16-4.
5.3 Kercher Bridge
The subsurface conditions encountered at Kercher Bridge generally consisted of granular fill overlying silty clay. Both test holes (TH16-5 and -6) were drilled outside of the existing roadway and encountered 0.6 m to 2.4 m of sandy gravel fill (bridge end fill), which was underlain by stiff to very stiff, silty clay to the termination depth of 18.6 m in TH16-5, and 17.2 m depth in TH16-6.
Stabilized groundwater levels were not observed in either test hole at the time of investigation. Seepage was encountered within the clay deposit between 4.0 m and 6.1 m depth in TH16-6.
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5.4 Close Bridge
The subsurface conditions encountered at Close Bridge (TH16-7 and -8) generally consisted of stiff to very stiff, silty clay. The clay deposit was very stiff in TH16-7 and extended to the termination depth of 15.7 m. The clay deposit was stiff to very stiff in TH16-8 and extended to the termination depth of 15.7 m.
Neither stabilized groundwater levels nor seepage were observed in either test hole at the time of investigation.
5.5 Irving Bridge
The subsurface conditions encountered at Irving Bridge generally consisted of granular fill overlying silty clay. Both test holes (TH16-9 and -10) were drilled within the existing roadway and encountered 0.6 m to 1.7 m of sandy gravel fill (gravel surfacing and bridge end fill), which was underlain by stiff to very stiff, silty clay to the termination depth of 18.7 m in TH16-9, and the termination depth of 15.7 m in TH16-10.
Stabilized groundwater levels were not observed in either test hole at the time of investigation. Seepage was encountered within the clay deposit at 7.6 m depth in TH16-9.
5.6 Hopkins/Livingstone Bridge
The subsurface conditions encountered at Hopkins/Livingstone Bridge generally consisted of granular fill overlying silt and silty clay. Both test holes (TH16-11 and -12) were drilled within the existing roadway and encountered 0.8 m to 3.2 m of sandy gravel fill (gravel surfacing and bridge end fill). In TH16-11, the fill is underlain by firm silt with some sand to 3.0 m depth, and firm, clayey silt to 3.4 m depth. In TH16-12, the fill is underlain by firm to stiff, clayey silt to 6.1 m depth. In both test holes, the clayey silt deposit is underlain by stiff to very stiff silty clay and extended to the termination depth of 17.2 m in TH16-11, and the termination depth of 18.7 m in TH16-12.
Stabilized groundwater levels were not observed in either test hole at the time of investigation. Seepage was encountered within the silt deposits between 2.4 m and 3.4 m depth in TH16-11, and at 3.2 m depth in TH16-12.
5.7 Thompson/Five Mile Bridge
The subsurface conditions encountered at Thompson/Five Mile Bridge generally consisted of granular fill overlying silty clay. Both test holes (TH17-13 and -14) were drilled within the existing roadway and encountered 0.8 m to 1.1 m of sandy gravel fill (gravel surfacing and bridge end fill), which was underlain by stiff to very stiff, silty clay with low plasticity to 9.1 m depth in both test holes. The low plasticity clay was underlain by stiff, silty clay with medium to high plasticity to the termination depth of 18.9 m in TH17-13, and to the termination depth of 17.2 m in TH17-14.
Stabilized groundwater levels were not observed in either test hole at the time of investigation. Seepage was encountered within the clay deposit between 6.1 m and 7.6 m depth in TH17-13.
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6. INTERPRETED CPT RESULTS
We understand that sheet pile wall abutments are being contemplated for a number of the bridges (typically the shorter span bridges). To assist in the design of these abutments, MoTI has requested “soil springs” (Elastic Modulus) for the soils encountered at each bridge location. Elastic moduli were estimated from the CPT data using the software program CPeT-IT published by Geologismiki. This program uses a correlation between the constrained modulus and CPT data as published in “Guide to Cone Penetration Testing for Geotechnical Engineering” (Robertson 2015). We have assumed a Poisson’s ratio of 0.2 to estimate the elastic modulus (i.e. Young’s modulus) from the constrained modulus. Table 2 on the following page provides elastic moduli at 1 m depth intervals estimated from the CPTs carried out at each bridge.
Elastic Moduli Estimated from CPT Data (Robertson 2015)TABLE 2
STATEMENT OF LIMITATIONS AND CONDITIONS
1. STANDARD OF CARE
This Report has been prepared in accordance with generally accepted engineering or environmental consulting practices in the applicable jurisdiction. No other warranty, expressed or implied, is intended or made.
2. COMPLETE REPORT
All documents, records, data and files, whether electronic or otherwise, generated as part of this assignment are a part of the Report, which is of a summary nature and is not intended to stand alone without reference to the instructions given to Thurber by the Client, communications between Thurber and the Client, and any other reports, proposals or documents prepared by Thurber for the Client relative to the specific site described herein, all of which together constitute the Report.
IN ORDER TO PROPERLY UNDERSTAND THE SUGGESTIONS, RECOMMENDATIONS AND OPINIONS EXPRESSED HEREIN, REFERENCE MUST BE MADE TO THE WHOLE OF THE REPORT. THURBER IS NOT RESPONSIBLE FOR USE BY ANY PARTY OF PORTIONS OF THE REPORT WITHOUT REFERENCE TO THE WHOLE REPORT.
3. BASIS OF REPORT
The Report has been prepared for the specific site, development, design objectives and purposes that were described to Thurber by the Client. The applicability and reliability of any of the findings, recommendations, suggestions, or opinions expressed in the Report, subject to the limitations provided herein, are only valid to the extent that the Report expressly addresses proposed development, design objectives and purposes, and then only to the extent that there has been no material alteration to or variation from any of the said descriptions provided to Thurber, unless Thurber is specifically requested by the Client to review and revise the Report in light of such alteration or variation.
4. USE OF THE REPORT
The information and opinions expressed in the Report, or any document forming part of the Report, are for the sole benefit of the Client. NO OTHER PARTY MAY USE OR RELY UPON THE REPORT OR ANY PORTION THEREOF WITHOUT THURBER’S WRITTEN CONSENT AND SUCH USE SHALL BE ON SUCH TERMS AND CONDITIONS AS THURBER MAY EXPRESSLY APPROVE. Ownership in and copyright for the contents of the Report belong to Thurber. Any use which a third party makes of the Report, is the sole responsibility of such third party. Thurber accepts no responsibility whatsoever for damages suffered by any third party resulting from use of the Report without Thurber’s express written permission.
5. INTERPRETATION OF THE REPORT
a) Nature and Exactness of Soil and Contaminant Description: Classification and identification of soils, rocks, geological units, contaminant materials and quantities have been based on investigations performed in accordance with the standards set out in Paragraph 1. Classification and identification of these factors are judgmental in nature. Comprehensive sampling and testing programs implemented with the appropriate equipment by experienced personnel may fail to locate some conditions. All investigations utilizing the standards of Paragraph 1 will involve an inherent risk that some conditions will not be detected and all documents or records summarizing such investigations will be based on assumptions of what exists between the actual points sampled. Actual conditions may vary significantly between the points investigated and the Client and all other persons making use of such documents or records with our express written consent should be aware of this risk and the Report is delivered subject to the express condition that such risk is accepted by the Client and such other persons. Some conditions are subject to change over time and those making use of the Report should be aware of this possibility and understand that the Report only presents the conditions at the sampled points at the time of sampling. If special concerns exist, or the Client has special considerations or requirements, the Client should disclose them so that additional or special investigations may be undertaken which would not otherwise be within the scope of investigations made for the purposes of the Report.
b) Reliance on Provided Information: The evaluation and conclusions contained in the Report have been prepared on the basis of conditions in evidence at the time of site inspections and on the basis of information provided to Thurber. Thurber has relied in good faith upon representations, information and instructions provided by the Client and others concerning the site. Accordingly, Thurber does not accept responsibility for any deficiency, misstatement or inaccuracy contained in the Report as a result of misstatements, omissions, misrepresentations, or fraudulent acts of the Client or other persons providing information relied on by Thurber. Thurber is entitled to rely on such representations, information and instructions and is not required to carry out investigations to determine the truth or accuracy of such representations, information and instructions.
c) Design Services: The Report may form part of design and construction documents for information purposes even though it may have been issued prior to final design being completed. Thurber should be retained to review final design, project plans and related documents prior to construction to confirm that they are consistent with the intent of the Report. Any differences that may exist between the Report’s recommendations and the final design detailed in the contract documents should be reported to Thurber immediately so that Thurber can address potential conflicts.
d) Construction Services: During construction Thurber should be retained to provide field reviews. Field reviews consist of performing sufficient and timely observations of encountered conditions in order to confirm and document that the site conditions do not materially differ from those interpreted conditions considered in the preparation of the report. Adequate field reviews are necessary for Thurber to provide letters of assurance, in accordance with the requirements of many regulatory authorities.
6. RELEASE OF POLLUTANTS OR HAZARDOUS SUBSTANCES
Geotechnical engineering and environmental consulting projects often have the potential to encounter pollutants or hazardous substances and the potential to cause the escape, release or dispersal of those substances. Thurber shall have no liability to the Client under any circumstances, for the escape, release or dispersal of pollutants or hazardous substances, unless such pollutants or hazardous substances have been specifically and accurately identified to Thurber by the Client prior to the commencement of Thurber’s professional services.
7. INDEPENDENT JUDGEMENTS OF CLIENT
The information, interpretations and conclusions in the Report are based on Thurber’s interpretation of conditions revealed through limited investigation conducted within a defined scope of services. Thurber does not accept responsibility for independent conclusions, interpretations, interpolations and/or decisions of the Client, or others who may come into possession of the Report, or any part thereof, which may be based on information contained in the Report. This restriction of liability includes but is not limited to decisions made to develop, purchase or sell land.
HKH/LG_Dec 2014
APPENDIX A
Unified Classification System for Soils (ASTM D2487)
Symbols and Terms Used on Test Logs
Test Hole Logs
AS
GP
CL
SM
CL
CL
0.2m
0.5m
4.0m
6.9m
8.7m
1
2
3
4
5
6
7
8
9
10
11
12
13
ASPHALT (approximately 200 mm thick)
Moist, brown, sandy GRAVEL (Road baseFILL); sub-angular to angular gravel to25 mm diameter; trace silt
Soft to firm, moist, brown, silty CLAY;trace fine sand; low plasticity
End of Test Hole at 15.8 m depth.Seepage zone at 5.6 to 6.9 m depth.
Upon completion of drilling:Hole backfilled with cuttings to 7.3 mdepth.Bentonite seal installed 6.4 to 7.3 m depth.Backfilled with cuttings 1.2 to 6.4 m depth.Bentonite seal installed 0.3 to 1.2 m depth.Aphalt cold patch installed at surface.
DE
PT
H (
m)
11
12
13
14
15
16
17
18
19
11
12
13
14
15
16
17
18
19
LegendSample Type:
S-SplitSpoon
O-Odex(air rotary)
T-ShelbyTube
C-CoreA-Auger G-Grab V-Vane
11
12
13
14
15
16
17
18
19
Driller: Dave Schwartz
Drill Make/Model: Morooka B54
CLA
SSIF
ICAT
ION
Location: Good Bridge (Cecil Lake Road) - Northern Region
Date(s) Drilled: December 3, 2016
Drilling Method: Solid Stem AugerCoordinates taken with GPS
Project: Peace District Bridge Replacements
L#-Lab SampleW-Wash(mud return)
Elevation:
Thurber Engineering Ltd.Prepared by:
Logged by: TJB Reviewed by: AAC
SO
IL S
YM
BO
L
Drill Hole #: TH16-1
RE
CO
VE
RY
(%
)
SA
MP
LE N
O
SA
MP
LE T
YP
E
SOILDESCRIPTION
1010
Page 2 of 2
DE
PT
H (
m)
DR
ILLI
NG
DE
TA
ILS
Alignment:
20
10
Final Depth of Hole: 15.8 mDepth to Top of Rock:
Station/Offset:
COMMENTSTESTING
Drillers Estimate{G % S % F %}
Drilling Company: Westech Drilling Corp.
16022
SUMMARY LOG
Datum: UTM 10V
Northing/Easting: 6246863 , 675879
DYNAMIC CONE (BLOWS/300 mm)
MO
T-S
OIL
-RE
V2-
TE
L M
OD
160
22_P
EA
CE
DIS
TR
ICT
BR
IDG
E R
EP
LAC
EM
EN
TS
_GO
OD
BR
IDG
E_2
016
TE
ST
HO
LES
_MO
TI O
UT
PU
T F
OR
MA
T.G
PJ
MO
T-D
RA
FT
-RE
V2.
GD
T 2
1/3/
17
LW %W %
20 40 60 80P W%
SPT "N" (BLOWS/300 mm) Natural Vane (KPa) Remold Vane (KPa)
End of Test Hole at 14.3 m depth.Seepage zone at 6.7 to 7.6 m depth.
Upon completion of drilling:Hole backfilled with cuttings to 7.6 mdepth.Bentonite seal installed 6.7 to 7.6 m depth.Backfilled with cuttings 1.5 to 6.7 m depth.Bentonite seal installed 0.6 to 1.5 m depth.Aphalt cold patch installed at surface.
DE
PT
H (
m)
11
12
13
14
15
16
17
18
19
11
12
13
14
15
16
17
18
19
LegendSample Type:
S-SplitSpoon
O-Odex(air rotary)
T-ShelbyTube
C-CoreA-Auger G-Grab V-Vane
11
12
13
14
15
16
17
18
19
Driller: Dave Schwartz
Drill Make/Model: Morooka B54
CLA
SSIF
ICAT
ION
Location: Good Bridge (Cecil Lake Road) - Northern Region
Date(s) Drilled: December 3-4, 2016
Drilling Method: Solid Stem AugerCoordinates taken with GPS
Project: Peace District Bridge Replacements
L#-Lab SampleW-Wash(mud return)
Elevation:
Thurber Engineering Ltd.Prepared by:
Logged by: TJB Reviewed by: AAC
SO
IL S
YM
BO
L
Drill Hole #: TH16-2
RE
CO
VE
RY
(%
)
SA
MP
LE N
O
SA
MP
LE T
YP
E
SOILDESCRIPTION
1010
Page 2 of 2
DE
PT
H (
m)
DR
ILLI
NG
DE
TA
ILS
Alignment:
20
10
Final Depth of Hole: 14.3 mDepth to Top of Rock:
Station/Offset:
COMMENTSTESTING
Drillers Estimate{G % S % F %}
Drilling Company: Westech Drilling Corp.
16022
SUMMARY LOG
Datum: UTM 10V
Northing/Easting: 6246861 , 675837
DYNAMIC CONE (BLOWS/300 mm)
MO
T-S
OIL
-RE
V2-
TE
L M
OD
160
22_P
EA
CE
DIS
TR
ICT
BR
IDG
E R
EP
LAC
EM
EN
TS
_GO
OD
BR
IDG
E_2
016
TE
ST
HO
LES
_MO
TI O
UT
PU
T F
OR
MA
T.G
PJ
MO
T-D
RA
FT
-RE
V2.
GD
T 2
1/3/
17
LW %W %
20 40 60 80P W%
SPT "N" (BLOWS/300 mm) Natural Vane (KPa) Remold Vane (KPa)
End of Test Hole at 15.8 m depth.Seepage zone at 4.0 to 7.6 m depth.
Upon completion of drilling:Hole caved to 5.2 m depth.Bentonite seal installed 4.3 to 5.2 m depth.Backfilled with cuttings 1.2 to 4.3 m depth.Bentonite seal installed 0.3 to 1.2 m depth.Backfilled with cuttings to surface.
Atterberg (Sa#13):PL:19% LL:23%
DE
PT
H (
m)
11
12
13
14
15
16
17
18
19
11
12
13
14
15
16
17
18
19
LegendSample Type:
S-SplitSpoon
O-Odex(air rotary)
T-ShelbyTube
C-CoreA-Auger G-Grab V-Vane
11
12
13
14
15
16
17
18
19
Driller: Dave Schwartz
Drill Make/Model: Morooka B54
CLA
SSIF
ICAT
ION
Location: Lillico Bridge (Rohrer Road) - Northern Region
Date(s) Drilled: December 5, 2016
Drilling Method: Solid Stem AugerCoordinates taken with GPS
Project: Peace District Bridge Replacements
L#-Lab SampleW-Wash(mud return)
Elevation:
Thurber Engineering Ltd.Prepared by:
Logged by: TJB Reviewed by: AAC
SO
IL S
YM
BO
L
Drill Hole #: TH16-3
RE
CO
VE
RY
(%
)
SA
MP
LE N
O
SA
MP
LE T
YP
E
SOILDESCRIPTION
1010
Page 2 of 2
DE
PT
H (
m)
DR
ILLI
NG
DE
TA
ILS
Alignment:
20
10
Final Depth of Hole: 15.8 mDepth to Top of Rock:
Station/Offset:
COMMENTSTESTING
Drillers Estimate{G % S % F %}
Drilling Company: Westech Drilling Corp.
16022
SUMMARY LOG
Datum: UTM 10V
Northing/Easting: 6295169 , 626349
DYNAMIC CONE (BLOWS/300 mm)
MO
T-S
OIL
-RE
V2-
TE
L M
OD
160
22_P
EA
CE
DIS
TR
ICT
BR
IDG
E R
EP
LAC
EM
EN
TS
_LIL
LIC
O B
RID
GE
_201
6 T
ES
T H
OLE
S_M
OT
I OU
TP
UT
FO
RM
AT
.GP
J M
OT
-DR
AF
T-R
EV
2.G
DT
21/
3/17
LW %W %
20 40 60 80P W%
SPT "N" (BLOWS/300 mm) Natural Vane (KPa) Remold Vane (KPa)
End of Test Hole at 15.8 m depth.Seepage zone at 4.9 to 7.0 m depth.
Upon completion of drilling:Backfilled with cuttings 5.8 to 15.8 mdepth.Bentonite seal installed 4.9 to 5.8 m depth.Backfilled with cuttings 1.2 to 4.9 m depth.Bentonite seal installed 0.3 to 1.2 m depth.Backfilled with cuttings to surface.
DE
PT
H (
m)
11
12
13
14
15
16
17
18
19
11
12
13
14
15
16
17
18
19
LegendSample Type:
S-SplitSpoon
O-Odex(air rotary)
T-ShelbyTube
C-CoreA-Auger G-Grab V-Vane
11
12
13
14
15
16
17
18
19
Driller: Dave Schwartz
Drill Make/Model: Morooka B54
CLA
SSIF
ICAT
ION
Location: Lillico Bridge (Rohrer Road) - Northern Region
Date(s) Drilled: December 6, 2016
Drilling Method: Hollow Stem AugerCoordinates taken with GPS
Project: Peace District Bridge Replacements
L#-Lab SampleW-Wash(mud return)
Elevation:
Thurber Engineering Ltd.Prepared by:
Logged by: TJB Reviewed by: AAC
SO
IL S
YM
BO
L
Drill Hole #: TH16-4
RE
CO
VE
RY
(%
)
SA
MP
LE N
O
SA
MP
LE T
YP
E
SOILDESCRIPTION
1010
Page 2 of 2
DE
PT
H (
m)
DR
ILLI
NG
DE
TA
ILS
Alignment:
20
10
Final Depth of Hole: 15.8 mDepth to Top of Rock:
Station/Offset:
COMMENTSTESTING
Drillers Estimate{G % S % F %}
Drilling Company: Westech Drilling Corp.
16022
SUMMARY LOG
Datum: UTM 10V
Northing/Easting: 6295154 , 626311
DYNAMIC CONE (BLOWS/300 mm)
MO
T-S
OIL
-RE
V2-
TE
L M
OD
160
22_P
EA
CE
DIS
TR
ICT
BR
IDG
E R
EP
LAC
EM
EN
TS
_LIL
LIC
O B
RID
GE
_201
6 T
ES
T H
OLE
S_M
OT
I OU
TP
UT
FO
RM
AT
.GP
J M
OT
-DR
AF
T-R
EV
2.G
DT
21/
3/17
LW %W %
20 40 60 80P W%
SPT "N" (BLOWS/300 mm) Natural Vane (KPa) Remold Vane (KPa)
Very stiff to stiff, moist, brown, silty CLAY;low plasticity (continued)
End of Test Hole at 18.6 m depth.No seepage observed while drilling.
Upon completion of drilling:Backfilled with cuttings 8.2 to 18.6 mdepth.Bentonite seal installed 7.3 to 8.2 m depth.Backfilled with cuttings 1.8 to 7.3 m depth.Bentonite seal installed 0.9 to 1.8 m depth.Backfilled with cuttings to surface.
DE
PT
H (
m)
11
12
13
14
15
16
17
18
19
11
12
13
14
15
16
17
18
19
LegendSample Type:
S-SplitSpoon
O-Odex(air rotary)
T-ShelbyTube
C-CoreA-Auger G-Grab V-Vane
11
12
13
14
15
16
17
18
19
Driller: Dave Schwartz
Drill Make/Model: Morooka B54
CLA
SSIF
ICAT
ION
Location: Kercher Bridge (206 Road) - Northern Region
Date(s) Drilled: December 7, 2016
Drilling Method: Hollow Stem AugerCoordinates taken with GPS
Project: Peace District Bridge Replacements
L#-Lab SampleW-Wash(mud return)
Elevation:
Thurber Engineering Ltd.Prepared by:
Logged by: TJB Reviewed by: AAC
SO
IL S
YM
BO
L
Drill Hole #: TH16-5
RE
CO
VE
RY
(%
)
SA
MP
LE N
O
SA
MP
LE T
YP
E
SOILDESCRIPTION
1010
Page 2 of 2
DE
PT
H (
m)
DR
ILLI
NG
DE
TA
ILS
Alignment:
20
10
Final Depth of Hole: 18.6 mDepth to Top of Rock:
Station/Offset:
COMMENTSTESTING
Drillers Estimate{G % S % F %}
Drilling Company: Westech Drilling Corp.
16022
SUMMARY LOG
Datum: UTM 10U
Northing/Easting: 6177906 , 651532
DYNAMIC CONE (BLOWS/300 mm)
MO
T-S
OIL
-RE
V2-
TE
L M
OD
160
22_P
EA
CE
DIS
TR
ICT
BR
IDG
E R
EP
LAC
EM
EN
TS
_KE
RC
HE
R B
RID
GE
_201
6 T
ES
T H
OLE
S_M
OT
I OU
TP
UT
FO
RM
AT
.GP
J M
OT
-DR
AF
T-R
EV
2.G
DT
21/
3/17
LW %W %
20 40 60 80P W%
SPT "N" (BLOWS/300 mm) Natural Vane (KPa) Remold Vane (KPa)
Very stiff, moist, grey-brown, silty CLAY;low plasticity (continued)
End of Test Hole at 15.7 m depth.No seepage observed while drilling.
Upon completion of drilling:Hole caved to 8.5 m depth.Backfilled with cuttings 2.4 to 8.5 m depth.Bentonite seal installed 1.5 to 2.4 m depth.Backfilled with cuttings to surface.
DE
PT
H (
m)
11
12
13
14
15
16
17
18
19
11
12
13
14
15
16
17
18
19
LegendSample Type:
S-SplitSpoon
O-Odex(air rotary)
T-ShelbyTube
C-CoreA-Auger G-Grab V-Vane
11
12
13
14
15
16
17
18
19
Driller: Dave Schwartz
Drill Make/Model: Morooka B54
CLA
SSIF
ICAT
ION
Location: Close Bridge (269 Road) - Northern Region
Date(s) Drilled: December 10, 2016
Drilling Method: Hollow Stem AugerCoordinates taken with GPS
Project: Peace District Bridge Replacements
L#-Lab SampleW-Wash(mud return)
Elevation:
Thurber Engineering Ltd.Prepared by:
Logged by: TJB Reviewed by: AAC
SO
IL S
YM
BO
L
Drill Hole #: TH16-7
RE
CO
VE
RY
(%
)
SA
MP
LE N
O
SA
MP
LE T
YP
E
SOILDESCRIPTION
1010
Page 2 of 2
DE
PT
H (
m)
DR
ILLI
NG
DE
TA
ILS
Alignment:
20
10
Final Depth of Hole: 15.7 mDepth to Top of Rock:
Station/Offset:
COMMENTSTESTING
Drillers Estimate{G % S % F %}
Drilling Company: Westech Drilling Corp.
16022
SUMMARY LOG
Datum: UTM 10U
Northing/Easting: 6192220 , 631609
DYNAMIC CONE (BLOWS/300 mm)
MO
T-S
OIL
-RE
V2-
TE
L M
OD
160
22_P
EA
CE
DIS
TR
ICT
BR
IDG
E R
EP
LAC
EM
EN
TS
_CLO
SE
BR
IDG
E_2
016
TE
ST
HO
LES
_MO
TI O
UT
PU
T F
OR
MA
T.G
PJ
MO
T-D
RA
FT
-RE
V2.
GD
T 2
1/3/
17
LW %W %
20 40 60 80P W%
SPT "N" (BLOWS/300 mm) Natural Vane (KPa) Remold Vane (KPa)
Very stiff to stiff, moist, brown, silty CLAY;low plasticity (continued)
End of Test Hole at 18.7 m depth.Seepage noted at 7.6 m depth whiledrilling.
Upon completion of drilling:Hole caved to 10.7 m depth.Backfilled with cuttings 8.5 to 10.7 mdepth.Bentonite seal installed 7.6 to 8.5 m depth.Backfilled with cuttings 1.2 to 7.6 m depth.Bentonite seal installed to surface.
DE
PT
H (
m)
11
12
13
14
15
16
17
18
19
11
12
13
14
15
16
17
18
19
LegendSample Type:
S-SplitSpoon
O-Odex(air rotary)
T-ShelbyTube
C-CoreA-Auger G-Grab V-Vane
11
12
13
14
15
16
17
18
19
Driller: Dave Schwartz
Drill Make/Model: Morooka B54
CLA
SSIF
ICAT
ION
Location: Irving Bridge (208 Road) - Northern Region
Date(s) Drilled: December 11-12, 2016
Drilling Method: Hollow Stem AugerCoordinates taken with GPS
Project: Peace District Bridge Replacements
L#-Lab SampleW-Wash(mud return)
Elevation:
Thurber Engineering Ltd.Prepared by:
Logged by: TJB Reviewed by: AAC
SO
IL S
YM
BO
L
Drill Hole #: TH16-9
RE
CO
VE
RY
(%
)
SA
MP
LE N
O
SA
MP
LE T
YP
E
SOILDESCRIPTION
1010
Page 2 of 2
DE
PT
H (
m)
DR
ILLI
NG
DE
TA
ILS
Alignment:
20
10
Final Depth of Hole: 18.7 mDepth to Top of Rock:
Station/Offset:
COMMENTSTESTING
Drillers Estimate{G % S % F %}
Drilling Company: Westech Drilling Corp.
16022
SUMMARY LOG
Datum: UTM 10U
Northing/Easting: 61.352 , 645121
DYNAMIC CONE (BLOWS/300 mm)
MO
T-S
OIL
-RE
V2-
TE
L M
OD
160
22_P
EA
CE
DIS
TR
ICT
BR
IDG
E R
EP
LAC
EM
EN
TS
_IR
VIN
G B
RID
GE
_201
6 T
ES
T H
OLE
S_M
OT
I OU
TP
UT
FO
RM
AT
.GP
J M
OT
-DR
AF
T-R
EV
2.G
DT
21/
3/17
LW %W %
20 40 60 80P W%
SPT "N" (BLOWS/300 mm) Natural Vane (KPa) Remold Vane (KPa)
Very stiff to stiff, moist, brown, silty CLAY;low plasticity (continued)
End of Test Hole at 15.7 m depth.No seepage observed while drilling.
Upon completion of drilling:Hole caved to 6.1 m depth.Bentonite seal installed 5.2 to 6.1 m depth.Backfilled with cuttings 1.8 to 5.2 m depth.Bentonite seal installed 0.9 to 1.8 m depth.Backfilled with cuttings to surface.
DE
PT
H (
m)
11
12
13
14
15
16
17
18
19
11
12
13
14
15
16
17
18
19
LegendSample Type:
S-SplitSpoon
O-Odex(air rotary)
T-ShelbyTube
C-CoreA-Auger G-Grab V-Vane
11
12
13
14
15
16
17
18
19
Driller: Dave Schwartz
Drill Make/Model: Morooka B54
CLA
SSIF
ICAT
ION
Location: Irving Bridge (208 Road) - Northern Region
Date(s) Drilled: December 12, 2016
Drilling Method: Hollow Stem AugerCoordinates taken with GPS
Project: Peace District Bridge Replacements
L#-Lab SampleW-Wash(mud return)
Elevation:
Thurber Engineering Ltd.Prepared by:
Logged by: TJB Reviewed by: AAC
SO
IL S
YM
BO
L
Drill Hole #: TH16-10
RE
CO
VE
RY
(%
)
SA
MP
LE N
O
SA
MP
LE T
YP
E
SOILDESCRIPTION
1010
Page 2 of 2
DE
PT
H (
m)
DR
ILLI
NG
DE
TA
ILS
Alignment:
20
10
Final Depth of Hole: 15.7 mDepth to Top of Rock:
Station/Offset:
COMMENTSTESTING
Drillers Estimate{G % S % F %}
Drilling Company: Westech Drilling Corp.
16022
SUMMARY LOG
Datum: UTM 10U
Northing/Easting: 6180931 , 645106
DYNAMIC CONE (BLOWS/300 mm)
MO
T-S
OIL
-RE
V2-
TE
L M
OD
160
22_P
EA
CE
DIS
TR
ICT
BR
IDG
E R
EP
LAC
EM
EN
TS
_IR
VIN
G B
RID
GE
_201
6 T
ES
T H
OLE
S_M
OT
I OU
TP
UT
FO
RM
AT
.GP
J M
OT
-DR
AF
T-R
EV
2.G
DT
21/
3/17
LW %W %
20 40 60 80P W%
SPT "N" (BLOWS/300 mm) Natural Vane (KPa) Remold Vane (KPa)
Very stiff to stiff, moist, brown, silty CLAY;low plasticity (continued)
End of Test Hole at 17.2 m depth.Seepage zone at 2.4 to 3.4 m depth.
Upon completion of drilling:Hole caved to 9.1 m depth.Backfilled with cuttings 6.7 to 9.1 m depth.Bentonite seal installed 5.8 to 6.7 m depth.Backfilled with cuttings 1.8 to 5.8 m depth.Bentonite seal installed to surface.
DE
PT
H (
m)
11
12
13
14
15
16
17
18
19
11
12
13
14
15
16
17
18
19
LegendSample Type:
S-SplitSpoon
O-Odex(air rotary)
T-ShelbyTube
C-CoreA-Auger G-Grab V-Vane
11
12
13
14
15
16
17
18
19
Driller: Dave Schwartz
Drill Make/Model: Morooka B54
CLA
SSIF
ICAT
ION
Location: Hopkins / Livingstone Bridge (251 Road) - Northern Region
Date(s) Drilled: December 13, 2016
Drilling Method: Hollow Stem AugerCoordinates taken with GPS
Project: Peace District Bridge Replacements
L#-Lab SampleW-Wash(mud return)
Elevation:
Thurber Engineering Ltd.Prepared by:
Logged by: TJB Reviewed by: AAC
SO
IL S
YM
BO
L
Drill Hole #: TH16-11
RE
CO
VE
RY
(%
)
SA
MP
LE N
O
SA
MP
LE T
YP
E
SOILDESCRIPTION
1010
Page 2 of 2
DE
PT
H (
m)
DR
ILLI
NG
DE
TA
ILS
Alignment:
20
10
Final Depth of Hole: 17.2 mDepth to Top of Rock:
Station/Offset:
COMMENTSTESTING
Drillers Estimate{G % S % F %}
Drilling Company: Westech Drilling Corp.
16022
SUMMARY LOG
Datum: UTM 10U
Northing/Easting: 6175732 , 646735
DYNAMIC CONE (BLOWS/300 mm)
MO
T-S
OIL
-RE
V2-
TE
L M
OD
160
22_P
EA
CE
DIS
TR
ICT
BR
IDG
E R
EP
LAC
EM
EN
TS
_HO
PK
INS
_LIV
ING
ST
ON
E B
RID
GE
_201
6 T
ES
T H
OLE
S_M
OT
I OU
TP
UT
FO
RM
AT
.GP
J M
OT
-DR
AF
T-R
EV
2.G
DT
21/
3/17
LW %W %
20 40 60 80P W%
SPT "N" (BLOWS/300 mm) Natural Vane (KPa) Remold Vane (KPa)
Very stiff to stiff, moist, brown, silty CLAY;low plasticity (continued)
End of Test Hole at 18.7 m depth.Slight seepage at 3.2 m depth.
Upon completion of drilling:Hole caved to 7.0 m depth.Bentonite seal installed 6.1 to 7.0 m depth.Backfilled with cuttings 1.8 to 6.1 m depth.Bentonite seal installed 0.9 to 1.8 m depth.Backfilled with cuttings to surface.
DE
PT
H (
m)
11
12
13
14
15
16
17
18
19
11
12
13
14
15
16
17
18
19
LegendSample Type:
S-SplitSpoon
O-Odex(air rotary)
T-ShelbyTube
C-CoreA-Auger G-Grab V-Vane
11
12
13
14
15
16
17
18
19
Driller: Dave Schwartz
Drill Make/Model: Morooka B54
CLA
SSIF
ICAT
ION
Location: Hopkins / Livingstone Bridge (251 Road) - Northern Region
Date(s) Drilled: December 14-16, 2016
Drilling Method: Hollow Stem AugerCoordinates taken with GPS
Project: Peace District Bridge Replacements
L#-Lab SampleW-Wash(mud return)
Elevation:
Thurber Engineering Ltd.Prepared by:
Logged by: TJB Reviewed by: AAC
SO
IL S
YM
BO
L
Drill Hole #: TH16-12
RE
CO
VE
RY
(%
)
SA
MP
LE N
O
SA
MP
LE T
YP
E
SOILDESCRIPTION
1010
Page 2 of 2
DE
PT
H (
m)
DR
ILLI
NG
DE
TA
ILS
Alignment:
20
10
Final Depth of Hole: 18.7 mDepth to Top of Rock:
Station/Offset:
COMMENTSTESTING
Drillers Estimate{G % S % F %}
Drilling Company: Westech Drilling Corp.
16022
SUMMARY LOG
Datum: UTM 10U
Northing/Easting: 6175759 , 646739
DYNAMIC CONE (BLOWS/300 mm)
MO
T-S
OIL
-RE
V2-
TE
L M
OD
160
22_P
EA
CE
DIS
TR
ICT
BR
IDG
E R
EP
LAC
EM
EN
TS
_HO
PK
INS
_LIV
ING
ST
ON
E B
RID
GE
_201
6 T
ES
T H
OLE
S_M
OT
I OU
TP
UT
FO
RM
AT
.GP
J M
OT
-DR
AF
T-R
EV
2.G
DT
21/
3/17
LW %W %
20 40 60 80P W%
SPT "N" (BLOWS/300 mm) Natural Vane (KPa) Remold Vane (KPa)
Stiff, moist, brown, silty CLAY; medium tohigh plasticity (continued)
End of Test Hole at 18.9 m depth.Seepage zone at 6.1 to 7.6 m depth.
Upon completion of drilling:Backfilled with cuttings 14.0 to 18.9 mdepth.Bentonite seal installed 13.1 to 14.0 mdepth.Backfilled with cuttings 7.9 to 13.1 mdepth.Bentonite seal installed 7.0 to 7.9 m depth.Backfilled with cuttings 1.5 to 7.0 m depth.Bentonite seal installed 0.3 to 1.5 m depth.Backfilled with cuttings to surface.
DE
PT
H (
m)
11
12
13
14
15
16
17
18
19
11
12
13
14
15
16
17
18
19
LegendSample Type:
S-SplitSpoon
O-Odex(air rotary)
T-ShelbyTube
C-CoreA-Auger G-Grab V-Vane
11
12
13
14
15
16
17
18
19
Driller: Dave Schwartz
Drill Make/Model: Morooka B54
CLA
SSIF
ICAT
ION
Location: Thompson / Five Mile Bridge (Fullerton Road) - Northern Region
Date(s) Drilled: January 13, 2017
Drilling Method: Hollow Stem AugerCoordinates taken with GPS
Project: Peace District Bridge Replacements
L#-Lab SampleW-Wash(mud return)
Elevation:
Thurber Engineering Ltd.Prepared by:
Logged by: TJB Reviewed by: AAC
SO
IL S
YM
BO
L
Drill Hole #: TH17-13
RE
CO
VE
RY
(%
)
SA
MP
LE N
O
SA
MP
LE T
YP
E
SOILDESCRIPTION
1010
Page 2 of 2
DE
PT
H (
m)
DR
ILLI
NG
DE
TA
ILS
Alignment:
20
10
Final Depth of Hole: 18.9 mDepth to Top of Rock:
Station/Offset:
COMMENTSTESTING
Drillers Estimate{G % S % F %}
Drilling Company: Westech Drilling Corp.
16022
SUMMARY LOG
Datum: UTM 10U
Northing/Easting: 6173125 , 653932
DYNAMIC CONE (BLOWS/300 mm)
MO
T-S
OIL
-RE
V2-
TE
L M
OD
160
22_P
EA
CE
DIS
TR
ICT
BR
IDG
E R
EP
LAC
EM
EN
TS
_TH
OM
PS
ON
_FIV
E M
ILE
_201
7 T
ES
T H
OLE
S_M
OT
I OU
TP
UT
FO
RM
AT
.GP
J M
OT
-DR
AF
T-R
EV
2.G
DT
21/
3/17
LW %W %
20 40 60 80P W%
SPT "N" (BLOWS/300 mm) Natural Vane (KPa) Remold Vane (KPa)
End of Test Hole at 17.2 m depth.No seepage observed while drilling.
Upon completion of drilling:Backfilled with cuttings 8.5 to 17.1 mdepth.Bentonite seal installed 7.6 to 8.5 m depth.Backfilled with cuttings 1.8 to 7.6 m depth.Bentonite seal installed 0.9 to 1.8 m depth.Backfilled with cuttings to surface.
Atterberg (Sa#6):PL:24% LL:51%
DE
PT
H (
m)
11
12
13
14
15
16
17
18
19
11
12
13
14
15
16
17
18
19
LegendSample Type:
S-SplitSpoon
O-Odex(air rotary)
T-ShelbyTube
C-CoreA-Auger G-Grab V-Vane
11
12
13
14
15
16
17
18
19
Driller: Dave Schwartz
Drill Make/Model: Morooka B54
CLA
SSIF
ICAT
ION
Location: Thompson / Five Mile Bridge (Fullerton Road) - Northern Region
Date(s) Drilled: January 14, 2017
Drilling Method: Hollow Stem AugerCoordinates taken with GPS
Project: Peace District Bridge Replacements
L#-Lab SampleW-Wash(mud return)
Elevation:
Thurber Engineering Ltd.Prepared by:
Logged by: TJB Reviewed by: AAC
SO
IL S
YM
BO
L
Drill Hole #: TH17-14
RE
CO
VE
RY
(%
)
SA
MP
LE N
O
SA
MP
LE T
YP
E
SOILDESCRIPTION
1010
Page 2 of 2
DE
PT
H (
m)
DR
ILLI
NG
DE
TA
ILS
Alignment:
20
10
Final Depth of Hole: 17.2 mDepth to Top of Rock:
Station/Offset:
COMMENTSTESTING
Drillers Estimate{G % S % F %}
Drilling Company: Westech Drilling Corp.
16022
SUMMARY LOG
Datum: UTM 10U
Northing/Easting: 6173169 , 654919
DYNAMIC CONE (BLOWS/300 mm)
MO
T-S
OIL
-RE
V2-
TE
L M
OD
160
22_P
EA
CE
DIS
TR
ICT
BR
IDG
E R
EP
LAC
EM
EN
TS
_TH
OM
PS
ON
_FIV
E M
ILE
_201
7 T
ES
T H
OLE
S_M
OT
I OU
TP
UT
FO
RM
AT
.GP
J M
OT
-DR
AF
T-R
EV
2.G
DT
21/
3/17
LW %W %
20 40 60 80P W%
SPT "N" (BLOWS/300 mm) Natural Vane (KPa) Remold Vane (KPa)