Geotechnical, Environmental and Materials Consultants
#172, 2693 Broadmoor Boulevard | Sherwood Park, AB | T8H 0G1 Phone: (780) 438-2540 Fax: (780) 434-3089
Pinnacorp Investments Inc, 50, 54403 Range Road 251 Sturgeon County, AB T8T 0B5
March 17, 2021 File No. 1-22535
Attn:
Mr. Ed Basaraba
(Via Email: ebasaraba@telus.net)
RE:
Supplementary Geotechnical Investigation Proposed Residential Subdivision – Lot 1, Block 1, Plan 182 1685 NEC of Township Road 544A and Range Road 251 Sturgeon County, AB
1.0
INTRODUCTION
Shelby Engineering Ltd. (Shelby) has completed a Supplementary Geotechnical Investigation for a proposed residential subdivision to be located in Sturgeon County, Alberta. Mr. Ed Basaraba of Pinnacorp Investments Inc. authorized this evaluation subsequent to acceptance of our proposal (#19598AR01) dated February 4, 2021. Shelby recently completed a subdivision level Geotechnical Investigation and issued a report (File: 1-22535 dated January 2021). It is understood that the subject property is comprised of approximately 34.3 acres of land. The proposed development comprises subdividing this parcel into several lots for residential use. During the initial investigation, wet to saturated conditions were noted at depths starting from approximately 1.2m to 2.3m below grade within the test holes advanced in the west portion of the site. Shelby has been requested to advance additional shallow test holes within the west portion with a limited scope to provide test hole logs subsequent to laboratory testing.
2.0
FIELD INVESTIGATION
The field investigation, supervised by a Shelby representative, was conducted on February 24, 2021 and comprised drilling eight test holes to depths ranging from 3.05m and 4.60m below grade utilizing a truck mounted drill rig equipped with solid stem augers. The test holes were advanced at the locations shown on the site plan, enclosed as Figure 21, Appendix II. Disturbed soil samples were obtained at 300mm below existing grade and thereafter at regular depth intervals of 0.75m. All samples were returned to our laboratory for visual classification and determination of insitu moisture content. Additional laboratory tests to determine Atterberg limits were also conducted on select samples.
Supplementary Geotechnical Investigation Proposed Residential Subdivision – Lot 1, Block 1, Plan 182 1685 Pinnacorp Investments Inc,
2.1
File No. 1-22535 March 17, 2021 Page 2
SUBSURFACE CONDITIONS
Test hole logs detailing the subsurface conditions and laboratory test results are enclosed as Figures 12 to 20, Appendix II, in keeping with our original numbering scheme for this project. The general stratigraphy encountered at the test hole locations was generally consistent with the stratigraphy encountered in our original investigation, and comprised of surficial fill underlain by a native glaciolacustrine deposit comprised of variable, interbedded layers of clay and silt. The consistency and extent of the various soil strata evidenced at test hole locations will vary between the test hole locations and in areas of the site that have not been explored. All depths indicated below are referenced to surface grades as existed at the time of this investigation. Fill, primarily comprising clay with occasional overlying topsoil, was encountered at all test hole locations and extended to depths of 450mm and 900mm below grade. The clay fill was generally described as silty, damp and medium plastic. The glaciolacustrine clay and silt was generally described as low to medium plastic with variable soft to very stiff consistency. Atterberg limits tests determined two selected samples of the soil to be medium plastic, with liquid limits ranging from 39 to 42 and plastic limits of 25 for both samples. This deposit was generally dry to moist within the upper reaches. Wet to saturated conditions were noted in seven of the test holes, at depths starting from approximately 600m to 3.2m below grade.
2.2
GROUNDWATER OBSERVATIONS
Significant seepage and sloughing conditions were encountered during fieldwork. The table below provides a summary of slough and groundwater measurements taken upon completion of drilling, and groundwater measurements taken 9 days after standpipe installation (each relative to surface grades at the time of drilling). Slough and groundwater conditions measurements are also recorded on the test hole logs enclosed in Appendix II.
Geotechnical, Environmental and Materials Consultants #172, 2693 Broadmoor Boulevard | Sherwood Park, AB | T8H 0G1 T: (780) 438-2540 F: (780) 434-3089 www.shelbyeng.ca
Supplementary Geotechnical Investigation Proposed Residential Subdivision – Lot 1, Block 1, Plan 182 1685 Pinnacorp Investments Inc,
File No. 1-22535 March 17, 2021 Page 3
Table 2.1: Slough and Groundwater Accumulations Test Hole Location
Depth Below Grade (m) On Completion of Drilling Slough
Water
Water Level After 9 Days
TH-13
None
3.20
3.10
TH-14
Trace (4.60)
--
TH-19
None None
Dry
2.65
TH-20
None
Dry
2.75
No slough/water accumulations noted in the remaining test holes
Groundwater levels fluctuate seasonally and in response to precipitation. Variation on the order of 1m or more is possible within any given year, with higher groundwater levels expected in spring and summer months. As such, different groundwater levels may be encountered at the time of construction.
3.0
BORROW MATERIAL
It is understood that a 10ft deep pond has been proposed within the west-central region of the site and that recommendations related to reuse of excavated materials as a site grading fill are required. Two test holes, TH-13 and TH-14, were drilled within the proposed pond location. The general stratigraphy encountered at the two test hole locations was comprised of fill (100mm to 300mm topsoil overlying clay) underlain by a native glaciolacustrine deposit comprised of clay and silt. The soils within the upper 1.8m to 2.0m from grade were dry to damp, with wet to saturated conditions were noted at depths starting from approximately 1.8m to 3.2m below grade. The inorganic material excavated from the pond (i.e., medium plastic clay/silt) may be used to backfill other areas of the site provided the required degree of compaction can be obtained. The insitu moisture content of the clay/silt was generally lower (within the upper 1.8m to 2.0m from grade) or significantly higher (at deeper depths) than its optimum moisture for compaction purposes. The in-situ moisture content was approximately close to the liquid limit at some elevations. Significant moisture conditioning will be required in these areas before it can be reused for backfilling. Part of the moisture conditioning requirements may be achieved by mixing the relatively wet lower soils with relatively dry upper soils. Topsoil is not acceptable as a backfill material, except in landscaped areas. Geotechnical, Environmental and Materials Consultants #172, 2693 Broadmoor Boulevard | Sherwood Park, AB | T8H 0G1 T: (780) 438-2540 F: (780) 434-3089 www.shelbyeng.ca
Supplementary Geotechnical Investigation Proposed Residential Subdivision – Lot 1, Block 1, Plan 182 1685 Pinnacorp Investments Inc,
APPENDIX I Standard Terms and Conditions
File No. 1-22535 March 17, 2021
File No. 1-22535 March 17, 2021
Supplementary Geotechnical Investigation Proposed Residential Subdivision – Lot 1, Block 1, Plan 182 1685 Pinnacorp Investments Inc,
STANDARD TERMS AND CONDITIONS FOR THE PROVISION OF SERVICES BY SHELBY ENGINEERING LTD.
1.
“The services (“the Services”) performed for the client (the “Client”) by Shelby Engineering Ltd. (“Shelby”) described in the report to which these Standard Terms and Conditions are attached (the “Report”) have been conducted in a manner consistent with the level of skill ordinarily exercised by members of the engineering profession currently practicing in the jurisdiction in which the Services have been provided.”
2.
In consideration of the provision of the Services, the Client agrees to the limitation of liability provisions herein contained, both on its own behalf, and as agent on behalf of its employees and principals.
3.
The total amount of all claims the Client may have against Shelby with respect to the Services, including, without limitation, claims in tort or contract, shall be strictly limited to the amount of the fee charged to the Client by Shelby for the Services. Shelby shall not be liable for loss, injury or damage caused by delays beyond Shelby’s control, or for any indirect, economic or consequential loss, injury or damage incurred by the Client, including, without limitation, claims for loss of profits, loss of contracts, loss of use, loss of production or business opportunity, loss of contracts or continued overhead expense. No claim shall be brought by the Client against Shelby more than two (2) years after completion of the Services or termination of the agreement to provide the Services.
4.
The Client shall have no right to set off against any amounts owed to Shelby with respect to the Services.
5.
The Client agrees that Shelby’s employees and principals shall have no personal liability with respect to the Services and the Client shall make no claim or bring any proceedings of any kind whatsoever whether in contract, tort or any other cause of action in law or equity, against Shelby’s employees and principals in their personal capacity.
6.
The Client acknowledges that the Services entail an investigation which by its nature involves the risk that certain conditions between points investigated will not be detected, and that certain other conditions may change with time after provision of the written report of the Services. The Client acknowledges and accepts such risk and is aware that the Report can only provide for the conditions at the investigated points at the time of investigation. Extrapolation between the investigated points is at the Client’s risk. If the Client requires additional or special investigations outside the scope of the Report, the Client must request such additional investigations from Shelby.
7.
The Report has been prepared for a specific site and in light of the specific purposes communicated to Shelby by the Client. Shelby accepts no responsibility for the findings contained in the Report if applied to a different site, or if there is a material change in the purposes communicated to Shelby by the Client. The information and opinions described in the Report are provided solely for the benefit of the Client. NO OTHER PARTY MAY USE OR RELY UPON THE REPORT OR ANY PORTION THEREOF WITHOUT THE WRITTEN CONSENT OF SHELBY. The Client shall maintain confidentiality of the Report and ensure that the Report is not distributed to third parties. The Client hereby agrees to indemnify Shelby for any claims brought against Shelby by third parties and arising out of the Client’s failure to maintain the confidentiality required under this paragraph.
8.
Except as stipulated in the Report, Shelby has not been retained to address, investigate or consider, and has not addressed, investigated or considered environmental or regulatory issues with respect to the site on which the Services have been performed. Notwithstanding the foregoing, Shelby may be required to disclose to regulatory bodies certain hazardous conditions discovered through provision of the Services, and the Client shall not make any claim against Shelby for such disclosure.
July 2005 Revised
Geotechnical, Environmental and Materials Consultants #172, 2693 Broadmoor Boulevard | Sherwood Park, AB | T8H 0G1 T: (780) 438-2540 F: (780) 434-3089 www.shelbyeng.ca
File No. 1-22535 March 17, 2021
Supplementary Geotechnical Investigation Proposed Residential Subdivision – Lot 1, Block 1, Plan 182 1685 Pinnacorp Investments Inc,
APPENDIX II Test Hole Logs and Site Plan
Geotechnical, Environmental and Materials Consultants #172, 2693 Broadmoor Boulevard | Sherwood Park, AB | T8H 0G1 T: (780) 438-2540 F: (780) 434-3089 www.shelbyeng.ca
PINNACORP INVESTMENTS INC.
TEST HOLE NO.:
TH-13
LOT 1, BLOCK 1, PLAN 182 1685
START DATE:
PROJECT NO.:
1-22535
PROJECT ENGINEER:
SOLID STEM AUGERS AND SPTS
ELEVATION.:
687.16 m
HC
2/24/21
SAMPLE TYPE
GRAB
SHELBY TUBE
SPT
NO RECOVERY
HOLLOW STEM
CORE
BACKFILL TYPE
BENTONITE
PEA GRAVEL
SLOUGH
GROUT
DRILL CUTTINGS
SAND
20
40
PLASTIC
20
60 M.C.
40
80 LIQUID
60
SOIL DESCRIPTION
SOIL SYMBOL
STANDARD PENETRATION (N)
USC
400
SPT (N)
300
SAMPLE NO.
200
SAMPLE TYPE
Depth (m)
POCKET PEN (kPa)
100
ADDITIONAL TESTING
Elevation (m)
PINNACLE VILLAGE DEVELOPMENT
80
1 2 1.0
FILL: Topsoil, and clay, frozen, black and brown to 300mm depth. -Clay, silty, frozen, medium plastic, brown, trace organics to 650mm depth. CLAY: Silty, very stiff, medium plastic, damp to moist, brown.
687.0
FILL
Frost to 650mm depth 686.0
CI
3
2.0
4
-and silt, soft, low to medium plastic, wet to saturated from 1.8m depth.
685.0
CI-ML 3.0
5
Water level at 3.1m after 9 days
684.0
Free water on auger surface
-low plastic from 3.35m depth. 6
CL-ML
4.0
683.0
7 5.0
DEPTH OF TESTHOLE 4.6 METRES WATER AT 3.2m UPON COMPLETION NO SLOUGH UPON COMPLETION STANDPIPE INSTALLED
682.0
6.0 681.0
7.0 680.0
8.0 679.0
9.0 678.0
#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1
LOGGED BY: TD REVIEWED BY: SD FIGURE NO.: 13
COMPLETION DEPTH: 4.60 m COMPLETION DATE: 2/24/21 Page 1 of 1
PINNACORP INVESTMENTS INC.
TEST HOLE NO.:
TH-14
LOT 1, BLOCK 1, PLAN 182 1685
START DATE:
PROJECT NO.:
1-22535
PROJECT ENGINEER:
SOLID STEM AUGERS AND SPTS
ELEVATION.:
687.98 m
HC
2/24/21
SAMPLE TYPE
GRAB
SHELBY TUBE
SPT
NO RECOVERY
HOLLOW STEM
CORE
BACKFILL TYPE
BENTONITE
PEA GRAVEL
SLOUGH
GROUT
DRILL CUTTINGS
SAND
20
40
PLASTIC
20
60 M.C.
40
80 LIQUID
60
SOIL DESCRIPTION
SOIL SYMBOL
STANDARD PENETRATION (N)
USC
400
SPT (N)
300
SAMPLE NO.
200
SAMPLE TYPE
Depth (m)
POCKET PEN (kPa)
100
ADDITIONAL TESTING
Elevation (m)
PINNACLE VILLAGE DEVELOPMENT
80
1 2 1.0
FILL: Topsoil, and clay, frozen, black and brown to 100mm depth. -Clay, and silt, stiff, low to medium plastic, dry to damp, brown, trace organics, sand to 600mm depth. CLAY: And silt, stiff, medium plastic, dry to damp, brown, trace sand.
Dry after 9 days FILL
Frost to 300mm depth
687.0
CI
3
2.0
4
3.0
686.0
-soft, low plastic, moist from 2.0m depth.
685.0
5
-saturated from 3.2m depth
CL-ML
6 684.0
4.0
7 5.0
DEPTH OF TESTHOLE 4.6 METRES TRACE WATER UPON COMPLETION NO SLOUGH UPON COMPLETION STANDPIPE INSTALLED
Test hole dry after 9 days 683.0
6.0
682.0
7.0
681.0
8.0
680.0
9.0
679.0
#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1
LOGGED BY: TD REVIEWED BY: SD FIGURE NO.: 14
COMPLETION DEPTH: 4.60 m COMPLETION DATE: 2/24/21 Page 1 of 1
PINNACORP INVESTMENTS INC.
TEST HOLE NO.:
TH-15
LOT 1, BLOCK 1, PLAN 182 1685
START DATE:
PROJECT NO.:
1-22535
PROJECT ENGINEER:
SOLID STEM AUGERS AND SPTS
ELEVATION.:
687.36 m
HC
2/24/21
SAMPLE TYPE
GRAB
SHELBY TUBE
SPT
NO RECOVERY
HOLLOW STEM
CORE
BACKFILL TYPE
BENTONITE
PEA GRAVEL
SLOUGH
GROUT
DRILL CUTTINGS
SAND
20
40
PLASTIC
20
60 M.C.
40
80 LIQUID
60
SOIL DESCRIPTION
SOIL SYMBOL
STANDARD PENETRATION (N)
USC
400
SPT (N)
300
SAMPLE NO.
200
SAMPLE TYPE
Depth (m)
POCKET PEN (kPa)
100
ADDITIONAL TESTING
80
1 2
FILL: Clay, silty, frozen, medium plastic, brown and black, trace to some organics to 900mm depth -brown from 450mm depth..
687.0
FILL
Frost to 600mm depth.
CLAY: Silty, very stiff, medium plastic, damp, brown.
1.0
686.0
3
-stiff to very stiff, moist from 1.8m depth
2.0
CI
4
3.0
Elevation (m)
PINNACLE VILLAGE DEVELOPMENT
5
685.0
-and silt, firm, low to medium plastic, wet from 2.6m depth. DEPTH OF TESTHOLE 3.05 METRES DRY UPON COMPLETION NO SLOUGH UPON COMPLETION STANDPIPE INSTALLED
CI-CL
684.0
4.0 683.0
Test hole dry after 9 days 5.0 682.0
6.0 681.0
7.0 680.0
8.0 679.0
9.0 678.0
#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1
LOGGED BY: TD REVIEWED BY: SD FIGURE NO.: 15
COMPLETION DEPTH: 3.05 m COMPLETION DATE: 2/24/21 Page 1 of 1
PINNACORP INVESTMENTS INC.
TEST HOLE NO.:
TH-16
LOT 1, BLOCK 1, PLAN 182 1685
START DATE:
PROJECT NO.:
1-22535
PROJECT ENGINEER:
SOLID STEM AUGERS AND SPTS
ELEVATION.:
688.47 m
HC
2/24/21
SAMPLE TYPE
GRAB
SHELBY TUBE
SPT
NO RECOVERY
HOLLOW STEM
CORE
BACKFILL TYPE
BENTONITE
PEA GRAVEL
SLOUGH
GROUT
DRILL CUTTINGS
SAND
20
40
PLASTIC
20
60 M.C.
40
80 LIQUID
60
SOIL DESCRIPTION
SOIL SYMBOL
STANDARD PENETRATION (N)
USC
400
SPT (N)
300
SAMPLE NO.
200
SAMPLE TYPE
Depth (m)
POCKET PEN (kPa)
100
ADDITIONAL TESTING
Elevation (m)
PINNACLE VILLAGE DEVELOPMENT
80
1 2
FILL: Clay, and silt, frozen, low plastic, brown, trace organics to 450mm depth CLAY: And silt, frozen, low plastic, brown. -stiff, dry to damp from 600mm depth.
1.0
FILL 688.0
Frost to 600mm depth. CL-ML
3
687.0
SILT: And clay, stiff, low plastic, damp, brown.
2.0
4
ML
3.0
686.0
5
DEPTH OF TESTHOLE 3.05 METRES DRY UPON COMPLETION NO SLOUGH UPON COMPLETION STANDPIPE INSTALLED
Test hole dry after 9 days 685.0
4.0
684.0
5.0
683.0
6.0
682.0
7.0
681.0
8.0
680.0
9.0
679.0
#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1
LOGGED BY: TD REVIEWED BY: SD FIGURE NO.: 16
COMPLETION DEPTH: 3.05 m COMPLETION DATE: 2/24/21 Page 1 of 1
PINNACORP INVESTMENTS INC.
TEST HOLE NO.:
TH-17
LOT 1, BLOCK 1, PLAN 182 1685
START DATE:
PROJECT NO.:
1-22535
PROJECT ENGINEER:
SOLID STEM AUGERS AND SPTS
ELEVATION.:
687.29 m
HC
2/24/21
SAMPLE TYPE
GRAB
SHELBY TUBE
SPT
NO RECOVERY
HOLLOW STEM
CORE
BACKFILL TYPE
BENTONITE
PEA GRAVEL
SLOUGH
GROUT
DRILL CUTTINGS
SAND
20
40
PLASTIC
20
60 M.C.
40
80 LIQUID
60
SOIL DESCRIPTION
1
FILL: Clay, and silt, frozen, low plastic, brown, trace organics to 600mm depth
FILL
2
CLAY: And silt, firm, low plastic, moist to wet, brown.
SOIL SYMBOL
STANDARD PENETRATION (N)
USC
400
SPT (N)
300
SAMPLE NO.
200
SAMPLE TYPE
Depth (m)
POCKET PEN (kPa)
100
ADDITIONAL TESTING
Elevation (m)
PINNACLE VILLAGE DEVELOPMENT
80 687.0
Frost to 600mm depth.
1.0 686.0
3
CL-ML 2.0
4
3.0
685.0
5
DEPTH OF TESTHOLE 3.05 METRES DRY UPON COMPLETION NO SLOUGH UPON COMPLETION STANDPIPE INSTALLED
Test hole dry after 9 days
684.0
4.0 683.0
5.0 682.0
6.0 681.0
7.0 680.0
8.0 679.0
9.0 678.0
#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1
LOGGED BY: TD REVIEWED BY: SD FIGURE NO.: 17
COMPLETION DEPTH: 3.05 m COMPLETION DATE: 2/24/21 Page 1 of 1
PINNACORP INVESTMENTS INC.
TEST HOLE NO.:
TH-18
LOT 1, BLOCK 1, PLAN 182 1685
START DATE:
PROJECT NO.:
1-22535
PROJECT ENGINEER:
SOLID STEM AUGERS AND SPTS
ELEVATION.:
687.36 m
HC
2/24/21
SAMPLE TYPE
GRAB
SHELBY TUBE
SPT
NO RECOVERY
HOLLOW STEM
CORE
BACKFILL TYPE
BENTONITE
PEA GRAVEL
SLOUGH
GROUT
DRILL CUTTINGS
SAND
20
40
PLASTIC
20
60 M.C.
40
80 LIQUID
60
SOIL DESCRIPTION
SOIL SYMBOL
STANDARD PENETRATION (N)
USC
400
SPT (N)
300
SAMPLE NO.
200
SAMPLE TYPE
Depth (m)
POCKET PEN (kPa)
100
ADDITIONAL TESTING
Elevation (m)
PINNACLE VILLAGE DEVELOPMENT
80
1 2
FILL: Clay, and silt, frozen, low plastic, brown, trace organics to 450mm depth CLAY: And silt, frozen, low plastic, brown. -firm, moist from 600mm depth.
FILL
687.0
Frost to 600mm depth
1.0
3
-moist to wet from 1.2m depth.
686.0
CL-ML 2.0
4
3.0
685.0
5
DEPTH OF TESTHOLE 3.05 METRES DRY UPON COMPLETION NO SLOUGH UPON COMPLETION STANDPIPE INSTALLED
Test hole dry after 9 days 684.0
4.0 683.0
5.0 682.0
6.0 681.0
7.0 680.0
8.0 679.0
9.0 678.0
#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1
LOGGED BY: TD REVIEWED BY: SD FIGURE NO.: 18
COMPLETION DEPTH: 3.05 m COMPLETION DATE: 2/24/21 Page 1 of 1
PINNACORP INVESTMENTS INC.
TEST HOLE NO.:
TH-19
LOT 1, BLOCK 1, PLAN 182 1685
START DATE:
PROJECT NO.:
1-22535
PROJECT ENGINEER:
SOLID STEM AUGERS AND SPTS
ELEVATION.:
687.09 m
HC
2/24/21
SAMPLE TYPE
GRAB
SHELBY TUBE
SPT
NO RECOVERY
HOLLOW STEM
CORE
BACKFILL TYPE
BENTONITE
PEA GRAVEL
SLOUGH
GROUT
DRILL CUTTINGS
SAND
20
40
PLASTIC
20
60 M.C.
40
80 LIQUID
60
SOIL DESCRIPTION
SOIL SYMBOL
STANDARD PENETRATION (N)
USC
400
SPT (N)
300
SAMPLE NO.
200
SAMPLE TYPE
Depth (m)
POCKET PEN (kPa)
100
ADDITIONAL TESTING
Elevation (m)
PINNACLE VILLAGE DEVELOPMENT
80
1 2
FILL: Clay, and silt, frozen, medium plastic, brown, trace organics to 450mm depth CLAY: And silt, frozen, low plastic, brown. -firm to stiff, moist to wet from 600mm depth.
687.0
FILL
Frost to 600mm depth
1.0
686.0
3
CL-ML 2.0
685.0
4
Water level at 2.65m after 9 days 3.0
5
DEPTH OF TESTHOLE 3.05 METRES DRY UPON COMPLETION NO SLOUGH UPON COMPLETION STANDPIPE INSTALLED 4.0
684.0
683.0
5.0
682.0
6.0
681.0
7.0
680.0
8.0
679.0
9.0
678.0
#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1
LOGGED BY: TD REVIEWED BY: SD FIGURE NO.: 19
COMPLETION DEPTH: 3.05 m COMPLETION DATE: 2/24/21 Page 1 of 1
PINNACORP INVESTMENTS INC.
TEST HOLE NO.:
TH-20
LOT 1, BLOCK 1, PLAN 182 1685
START DATE:
PROJECT NO.:
1-22535
PROJECT ENGINEER:
SOLID STEM AUGERS AND SPTS
ELEVATION.:
686.86 m
HC
2/24/21
SAMPLE TYPE
GRAB
SHELBY TUBE
SPT
NO RECOVERY
HOLLOW STEM
CORE
BACKFILL TYPE
BENTONITE
PEA GRAVEL
SLOUGH
GROUT
DRILL CUTTINGS
SAND
20
40
PLASTIC
20
60 M.C.
40
80 LIQUID
60
SOIL DESCRIPTION
SOIL SYMBOL
STANDARD PENETRATION (N)
USC
400
SPT (N)
300
SAMPLE NO.
200
SAMPLE TYPE
Depth (m)
POCKET PEN (kPa)
100
ADDITIONAL TESTING
Elevation (m)
PINNACLE VILLAGE DEVELOPMENT
80
1 2 1.0
FILL: Clay, and silt, frozen, medium plastic, brown, trace organics to 450mm depth CLAY: Silty, and silt, frozen, medium plastic, brown, trace grey streaks. -firm to stiff, moist from 600mm depth.
FILL
Frost to 600mm depth 686.0
CI
3
2.0
4
-and silt, firm, low to medium plastic, wet from 1.8m depth. SILT: And clay, soft, low plastic, damp, brown.
3.0
5
DEPTH OF TESTHOLE 3.05 METRES DRY UPON COMPLETION NO SLOUGH UPON COMPLETION STANDPIPE INSTALLED
685.0
CI-ML
ML
Water level at 2.75m after 9 days
684.0
683.0
4.0
682.0 5.0
681.0 6.0
680.0 7.0
679.0 8.0
678.0 9.0
677.0
#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1
LOGGED BY: TD REVIEWED BY: SD FIGURE NO.: 20
COMPLETION DEPTH: 3.05 m COMPLETION DATE: 2/24/21 Page 1 of 1
SOIL CLASSIFCATION SYSTEM (MODIFIED U.S.C.)
MORE THAN 50% OF COARSE FRACTION RETAINED ON NO.4 SIEVE
CLEAN GRAVELS LESS THAN 5% FINES
DIRTY GRAVELS MORE THAN 12% FINES
MORE THAN 50% OF COARSE FRACTION PASSES NO. 4 SIEVE
GRAVELS SANDS
MORE THAN 50% RETAINED ON NO.200 SIEVE MORE THAN 50% PASSES NO. 200 SIEVE
FINE-GRAINED SOILS
COARSE-GRAINED SOILS
HIGHLY ORGANIC SOILS
CLEAN SANDS LESS THAN 5% FINES
DIRTY SANDS MORE THAN 12% FINES
GROUP NAME
LABORATORY CLASSIFICATION CRITERIA
PT
PEAT AND OTHER HIGHLY ORGANIC SOILS
STRONG COLOR OR ODOR, AND OFTEN FIBROUS TEXTURE
GW
WELL-GRADED GRAVELS, GRAVEL-SAND MIXTURES, < 5% FINES
Cu=
GP
POORLY-GRADED GRAVELS, GRAVEL-SAND MIXTURES, < 5% FINES
GM
SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES, > 12% FINES
GC
CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES, > 12% FINES
GROUP
GRAPHIC
SYMBOL
SYMBOL
SW
WELL-GRADED SANDS, GRAVELLY SANDS, < 5% FINES
SP
POORLY-GRADED SANDS, OR GRAVELLY SANDS, < 5% FINES
SM
SILTY SANDS, SAND-SILT MIXTURES, > 12% FINES
2
D60 > 4 D10
ATTERBERG LIMITS BELOW "A" LINE OR IP < 4
ATTERBERG LIMITS ABOVE "A" LINE OR IP > 7
Cu > 6
1 < Cc < 3
and
NOT MEETING ALL ABOVE REQUIREMENTS ATTERBERG LIMITS BELOW "A" LINE OR IP < 4
ATTERBERG LIMITS ABOVE "A" LINE OR
CLAYEY SANDS, SAND-CLAY MIXTURES, > 12% FINES
SILTS
ML
INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY SANDS OF SLIGHT PLASTICITY
WL < 50
BELOW "A" LINE ON PLASTICITY CHART; NEGLIGIBLE ORGANIC CONTENT
MH
INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS, FINE SANDY OR SILTY SOILS
WL > 50
CL
INORGANIC CLAYS OF LOW PLASTICITY, GRAVELLY, SANDY, OR SILTY CLAYS, LEAN CLAYS
WL < 30
CI
INORGANIC CLAYS OF MEDIUM PLASTICITY, SILTY CLAYS
CH
INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS
WL > 50
OL
ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY
WL < 50
OH
ORGANIC CLAYS OF HIGH PLASTICITY
WL > 50
ABOVE "A" LINE ON PLASTICITY CHART;
IP > 7
30 < WL < 50
NEGLIGIBLE ORGANIC CONTENT
ORGANIC SILTS AND ORGANIC CLAYS BELOW "A" LINE ON PLASTICITY CHART
(D30 )
D10 x D60
NOT MEETING ALL ABOVE REQUIREMENTS
SC
CLAYS
1 < Cc=
SEE PLASTICITY CHART BELOW
MAJOR DIVISION
PLASTICITY CHART 70
Toughness and dry strength increase with increasing plasticity index when comparing soils at equal liquid limits
1. All sieve sizes mentioned on this chart are U.S. Standard, ASTM E11
3. Soil fractions and limiting textural boundaries are in accordance with the Unified Soil Classification System (ASTM D2487), except that an inorganic clay of medium plasticity (CI) is recognized. 4. The following adjectives may be employed to define percentage ranges by weight of minor components (per Canadian Foundation Engineering Manual, 1992): And (y/ey) Some Trace -
35% to 50% 20% to 35% 10% to 20% 1% to 10%
60
50
Plasticity Index (I p )
2. Boundary classifications possessing characteristics of two groups are given combined group symbols. eg. GW-GC is a well-graded gravel-sand mixture with clay binder of between 5% and 12%.
CH
e
in
"l
"A
40
30 MH or OH
CI 20 CL 10 7 4 0
ML or OL
CL-ML
0
10
20
30
40
50
60
Liquid Limit (W L )
70
80
90
100
<3