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ISO 9001:2015 REGISTERED
GEOTECHNICAL EXPLORATION REPORT Culvert Replacement along Upper Hat Creek Road at Lloyd Creek BC MOTI Project No. 24667 Type of Document: Geotechnical Report
Prepared For: Ministry of Transportation and Infrastructure Suite 310 - 1500 Woolridge Street Coquitlam, BC, V3K 0B8 Attention: James Jin, P.Eng. Geotechnical Engineer Prepared By: EXP Services Inc. 275 – 3001 Wayburne Drive Burnaby, BC V5G 4W3 t: 604.874.1245 | f: 604.874.2358 | www.exp.com Author: Brian L.J. Mylleville, Ph.D., P.Eng., Senior Geotechnical Engineer [email protected] Project Number: VAN-00252616-A0
Report Date: June 24, 2019
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Geotechnical Exploration Report – BC MoTI Project No. 24667 Culvert Replacement along Upper Hat Creek Road at Lloyd Creek
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Table of Contents 1. Executive Summary 1
2. Terms of Reference 1
3. Site and Project Description 1
4. Geotechnical Subsurface Characterization 2 4.1 Site Reconnaissance .......................................................................................................... 2 4.2 Subsurface Exploration ....................................................................................................... 2 4.3 Laboratory Testing .............................................................................................................. 2 4.4 Subsurface Conditions ........................................................................................................ 3 4.5 Groundwater Condition ....................................................................................................... 3
5. Geotechnical Comments and Recommendations 3 5.1 General ............................................................................................................................... 3 5.2 Temporary Excavations ...................................................................................................... 4 5.3 Dewatering .......................................................................................................................... 4 5.4 Subgrade Preparation ......................................................................................................... 4
5.4.1 Culvert .................................................................................................................... 4 5.4.2 Roadway ................................................................................................................ 5
5.5 Fill Materials and Re-Use of Existing Fill ............................................................................ 5 5.6 Headwalls and Retaining Walls .......................................................................................... 5 5.7 Lateral Earth Pressures ...................................................................................................... 6 5.8 Rip Rap Erosion Protection ................................................................................................. 6 5.9 Rip Rap Slopes ................................................................................................................... 6 5.10 Permanent Fill Slopes ......................................................................................................... 7 5.11 Existing Pavement .............................................................................................................. 7 5.12 Pavement Design Criteria/Methodology ............................................................................. 7 5.13 Pavement Design ................................................................................................................ 7 5.14 Seismic Considerations ...................................................................................................... 7 5.15 Construction Temporary Works .......................................................................................... 8
6. Final Design and Field Review 8
7. Closure 8
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Figures Figure 1 ..................................................................................... Testhole Location Plan Figure 2 ......................................................... Lateral Earth Pressure on Yielding Walls
Appendices Appendix A ............................................................................ Summary Logs of Drill Holes Appendix B ................................................................................. Results of Sieve Analysis Appendix C ............................................................................. Seismic Hazard Calculation Appendix D ......................................................... Interpretation & Use of Study and Report
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Geotechnical Exploration Report – BC MoTI Project No. 24667 Culvert Replacement along Upper Hat Creek Road at Lloyd Creek
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1. Executive Summary A new culvert is proposed to replace an existing culvert along Hat Creek Road at Lloyd Creek which is about 1km south of the intersection of Highway 99 and Hat Creek Road.
As part of the design activities, a subsurface site exploration consisting of sonic drill holes was undertaken and supervised by EXP Services Inc. (“EXP”) on April 18, 2019.
In general, the subsurface drill hole exploration was carried out within the roadway and encountered fill that varied from silt with some sand and gravel to sand and gravel with some silt. The fill material was underlain by stiff to hard clayey silt (inferred to be clay till) and strata of compact to dense sand. Although, not encountered in the drill holes completed as part of the field exploration, a large boulder was observed embedded in the cut slope on the west side of the road near the south end of the project, and as such, boulders could be encountered during construction.
This report summarizes the soil and groundwater conditions encountered at the site, and based on our interpretation of this information, provides geotechnical engineering comments and recommendations as input to design and construction of the culvert replacement and road upgrade.
The attached “Interpretation & Use of Study and Report” (Appendix D) contains instructions to readers and forms an integral part of this report and must be included with any copies of this report.
2. Terms of Reference EXP’s geotechnical services are provided under the BC Ministry of Transportation and Infrastructure (the “Ministry”) “As and When” General Engineering Services & Emergency Response for South Coast Region, Contract 860-CS-0956.
The work plan was outlined in EXP’s proposal dated March 1, 2019.
The project involves replacement of an existing culvert along Hat Creek Road at Lloyd Creek.
The preliminary design drawings titled, Hat Creek Road Culvert Replacement (Project No. 24667), dated March 12, 2019, and prepared by the Ministry, provide the key project and site details.
This report references the 2016 Standard Specifications for Highway Construction (“SSHC”) published by the British Columbia Ministry of Transportation and Infrastructure (“BC MoTI”).
3. Site and Project Description The site is about 1km south of the intersection of Highway 99 and Hat Creek Road, along Hat Creek Road at Lloyd Creek. The approximate site coordinates are taken as N5627112, E597738 (Zone No. 10).
Surficial geology information provided on Geological Survey of Canada Map No. 1405A Ashcroft (dated 1976) indicates that the site is generally characterized as being underlain by alluvial and floodplain deposits of gravels, sand and minor overbank silt underlain by till. The ground conditions encountered during the subsurface exploration are consistent with this general characterization.
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It is understood that the existing culvert that conveys Lloyd Creek across Hat Creek Road will be replaced with a 2400mm dia. culvert designed to allow for fish passage. It is also understood that the existing road will be raised by up to about 800mm and will be slightly re-aligned from its current location requiring some permanent cut and fill slopes as well as a retaining wall or rip rap slope at the south end of the project to support the outside edge of the road. The total length of the project is just over 277m.
4. Geotechnical Subsurface Characterization Subsurface exploration was required to assess soil types and strength including subgrade soil conditions.
4.1 Site Reconnaissance
A preliminary site reconnaissance was completed as part of the subsurface exploration. In addition, a review of Google Earth imagery was carried out by EXP to get an appreciation for the site and surroundings.
4.2 Subsurface Exploration
EXP completed a geotechnical exploration at the site on April 18, 2019 consisting of two (2) sonic drill holes designated as BH19-01 and BH19-02. The approximate locations of the drill holes are shown on Figure 1 and the coordinates for each drill hole are noted on the summary logs. The Summary Logs for the drill holes are provided in Appendix A. Standard Penetration Tests (SPTs) and split-spoon sampling was carried out as the drill holes were advanced. The drill holes were advanced to depths between 6.7 and 8.2m below the existing gravel road surface and upon completion backfilled and sealed in accordance with current groundwater protection regulations.
The drill holes were completed using an AMS Compact Roto Sonic drill owned and operated by Downrite Drilling Services Ltd. of Chilliwack, BC.
The field work was carried out under the full-time supervision of a member of EXP geotechnical staff, who located the test holes in the field, recorded SPT blow counts as the drill holes were advanced, recorded the location of each drill hole using a hand-held GPS unit, examined and logged the subsurface conditions encountered, and collected representative soil samples for visual examination and index testing in our Burnaby laboratory.
The test holes indicate subsurface conditions only at the locations of test holes. The precision of the subsurface condition information indicated depends on the methods used, frequency of sampling, and the uniformity of the subsurface conditions. The spacing of the test holes, frequency of sampling, and the method of exploration have been selected to meet the needs of the project within constraints of the budget and schedule for geotechnical exploration purposes.
4.3 Laboratory Testing
Laboratory testing included moisture content tests and sieve analyses on select soil samples obtained from the exploration work to assist in confirmation of soil types and to correlate with engineering analysis parameters. The laboratory testing was done in general accordance with appropriate ASTM test procedures. Results of the laboratory tests are shown on the Summary Logs for the drill holes provided in Appendix B.
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4.4 Subsurface Conditions
Table 1 provides a simplified subsurface profile of the subsurface conditions encountered in the drill holes put down at the site.
Table 1 - Subsurface Profile
Unit Name
Unit No.
Soil Type / Classification
Soil Description / Properties Typical Thickness
Road Fill 1 Gravelly Sand to Sand and Gravel (SM)
Some silt to silty, some cobbles, light brown to brownish grey, pockets of charcoal, damp, compact to dense
1.5 to 1.8m
Road Fill 2 Silt (SM)
Some sand to sandy, some gravel, remnant pieces of wood, brownish black with red seams, damp, stiff to very stiff
0.3m (BH19-1)
Sand 3 Sand (SM1)
Some silt, some gravel, trace cobbles, wet, compact
0.6m (BH19-02)
Clayey Silt 4
Clayey Silt, Clayey Silt and Sand to Silty Clay (CL to MH)
Occasional layers and seams of fine sand, occasional pieces coarse sand and fine gravel, damp, stiff to hard
Encountered at depth of 2.1m in both drill holes • 5.5m thick in BH19-01 • BH19-02 terminated in
hard clayey silt and sand at 6.7m depth
Sand 5 Sand (SP) Trace silt, layers of hard grey clayey silt, compact to dense
Encountered at depth of 7.6m and terminated at depth of 8.2m in BH19-01
4.5 Groundwater Condition
At the time of drilling, groundwater seepage was encountered at 1.5m depth in Drill Hole BH19-02. It is noted that fluctuations in the groundwater levels should be expected and may be associated with seasonal and climatic conditions, as well as, the water levels in Lloyd Creek.
5. Geotechnical Comments and Recommendations 5.1 General
Based on published surficial geology maps of the area, site reconnaissance and field exploration completed by EXP, the subgrade at the invert elevation of the new culvert is anticipated to be stiff to hard clayey silt which is considered a suitable subgrade upon which to support the proposed culvert, headwalls and retaining wall or fill slopes required to support the upgraded road.
The clayey silt soils are susceptible to disturbance, especially in wet conditions, and as such, care will need to be taken to prevent disturbance of the exposed clayey silt subgrade during construction.
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5.2 Temporary Excavations
It is recommended that temporary excavations be cut no steeper than 4 Horizontal to 3 Vertical (4H:3V). Flatter slopes may be required if groundwater seepage is encountered.
Stripping for the proposed culvert should include removal of existing fill to expose the underlying stiff to hard clayey silt subgrade. Clayey silt soils are susceptible to disturbance, especially in wet conditions. Care should be taken to prevent disturbance of the exposed clayey silt subgrade during construction.
Although, not encountered in the drill holes completed as part of the field exploration, a large boulder was observed embedded in the cut slope on the west side of the road near the south end of the project, and as such, boulders could be encountered during construction.
5.3 Dewatering
The excavation required to install the new culvert will extend below the native grade/stream bed level.
It is expected that conventional sump pumping should generally be adequate for control of groundwater seepage in the excavation to the culvert subgrade level, assuming the surface stream water has been re-directed around (and away) from the excavation. Bedding materials for the culvert and headwalls should not be placed in standing water.
5.4 Subgrade Preparation
5.4.1 Culvert
As previously noted, the natural subgrade below the road fill is expected to consist of stiff to hard clayey silt. These soils are considered suitable to support the proposed new culvert. Clayey silt soils are susceptible to disturbance, especially in wet conditions. Care should be taken to prevent disturbance of the exposed clay silt subgrade.
It is recommended that a 200mm thick layer of 25mm minus crushed sand and gravel be used for bedding beneath the culvert. It is not recommended to use clear gravel beneath the culvert, as during times of low water, the clear gravel may act as a preferred drainage conduit for the surface water flow. This could reduce the surface water flow through the culvert, and lead to rapid water flow through the gravel bedding, and possible piping of underlying strata. The bedding layer should be shaped, graded and compacted as set out in Section 303 of SSHC. Static compaction may be required if wet subgrade conditions are encountered to avoid subgrade disturbance. It is recommended that a nonwoven geotextile (Nilex 4553 or approved equivalent) be placed on top of the approved subgrade prior to placing the bedding material. The geotextile should extend a minimum 300mm beyond the footprint of the culvert.
It is recommended that bedding for the culvert headwalls consist of 300mm thick layer of 25mm minus crushed gravel. The bedding layer should be compacted as per SSHC. Static compaction may be required if wet subgrade conditions are encountered to avoid subgrade disturbance.
Ultimate Limit States (ULS) factored bearing resistance of 225kPa and a Serviceability Limit States (SLS) soil bearing resistance of 150kPa may be for foundation design. A preliminary modulus of subgrade reaction of 10,000 kN/m3 can be used.
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5.4.2 Roadway
The results of the subsurface exploration indicate that the existing road is constructed of granular soils. These granular soils may be left in place; however, it recommended that the surface be scarified before placing additional granular fill to raise the road.
In areas where new fill slopes will be constructed along the outside edges of the road, it is recommended that all vegetation, topsoil and any other deleterious substances be removed prior to placement of new fill. It is anticipated that the depth of stripping in these areas will be in the order of 300mm.
5.5 Fill Materials and Re-Use of Existing Fill
It is recommended that a 200mm thick layer of 25mm minus crushed sand and gravel be used for bedding beneath the culvert.
It is recommended that the fill material used for pipe bedding and surround for the new culvert consist of fill material that meet the gradation requirements for embedment material as set out in Table 303-A in SSHC.
It is recommended that the embedment fill (pipe surround) material be placed in lifts not exceeding 150mm when compacted and this fill material be compacted to at least 95% of standard Proctor maximum dry density as per ASTM D698 and to 100% within 300mm of subgrade as set out in Section 303 of SSHC. Backfill and compaction shall be done symmetrically as set out in Section 303 of SSHC.
The results of the sieve analysis carried out on samples collected during the exploration are provided Appendix B. The results generally indicate this material obtained from within the road and near to the culvert location to be silty sand and gravel fill. This fill material may be re-used as backfill material above the embedment fill providing it can be suitably moisture conditioned to near optimum levels to facilitate adequate compaction.
It is recommended that fill materials used for roadway embankment construction and pavement construction satisfy Sections 201 and 202 of SSHC.
5.6 Headwalls and Retaining Walls
Headwalls and retaining walls are to be supported on a well-compacted granular bedding layer which is in turn underlain by stiff to hard clayey silt. For these foundation conditions, the headwalls may be designed assuming Ultimate Limit States (ULS) factored bearing resistance of 150kPa and a Serviceability Limit States (SLS) soil bearing resistance of 100kPa.
If headwalls and retaining walls are constructed using a modular block system, then generally any walls over 3m height will need to include geogrid reinforcement. The level of reinforcement, including type and length, fill type, wall batter and drainage considerations will depend on the proprietary wall system used for the headwalls.
It is understood that a retaining wall will likely be required at the south end of the project, from about Sta.100+00 to Sta.100+40 to support the outside (east) edge of the existing road where Hat Creek flows immediately adjacent to the existing road. Further, it is also understood that consideration is being given to constructing the retaining wall using interlocking sheet pile sections and that the wall height will be in the order of about 2.5 to 3m. The results of the site exploration indicate that the natural
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Geotechnical Exploration Report – BC MoTI Project No. 24667 Culvert Replacement along Upper Hat Creek Road at Lloyd Creek
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soil underlying the road fill material consists of stiff to hard clayey silt, and although not encountered in the drill holes, boulders were observed to be embedded in the cut slope on the west side of the road near the south end of the project, and as such, could be encountered during construction. These ground conditions are generally favourable for installation of sheet pile sections. Based on the results of SPT blow counts in the natural stiff to hard clayey silt soils, it is anticipated that the depth of penetration into the natural clayey silt required for the sheet piles assuming a cantilevered wall section to be about 1 to 1.5H, where H is the height of the wall. The required depth of penetration will need to be confirmed during detailed design.
5.7 Lateral Earth Pressures
Figure 2 provides Lateral Earth Pressures that are suitable for use in design of headwalls and retaining walls based on anticipated ground conditions and site-specific seismic hazard calculation from the Natural Resources Canada website. In providing the pressure diagram for the active pressure condition is assumed that the walls can rotate in the order of 0.005H to 0.01H to mobilize the active earth pressure condition.
5.8 Rip Rap Erosion Protection
Rip rap erosion protection is recommended to reinstate the channel lining and side slope protection at the culvert inlet and outfall areas.
It is also recommended that a suitable filter consisting of a non-woven geotextile or graded granular filter, but preferably a combination of both will need to be included between the subgrade soils and courser rip rap to prevent loss of ground through the open-voided rip rap. Rip rap material sizing will need to include hydraulic (stream flow) considerations.
The rip rap material used shall satisfy the requirements set out in Section 205 of SSHC.
5.9 Rip Rap Slopes
As previously noted, at the south end of the project, from about Sta.100+00 to Sta.100+40, the outside (east) edge of the existing road needs to be supported and protected where Hat Creek flow immediately adjacent to the existing road. It is understood that a rip rap faced slope is being considered as an alternate option to support the outside edge of the road. The nature of hard angular rip rap is such that it has a high angle of internal friction and can be placed at relatively steep angles. A rip rap slope properly constructed and developed at 1.5H:1V would have a Factor of Safety (FS) against sloughing along the face of the rip rap slope of about 1.5.
There is presently, some rip rap in place along the outside edge of the road at the edge of Hat Creek. The proposed rip rap faced slope would extend up from the existing rip rap. Suitable filter and blinding layers consisting of a nonwoven geotextile and graded granular fill materials, but preferably a combination of both will need to be included between the subgrade soils and courser rip rap to prevent loss of ground through the open-voided rip rap and also between the rip rap and overlying road structure. Rip rap material sizing will need to include hydraulic (stream flow) considerations.
The rip rap material used shall satisfy the requirements set out in Section 205 of SSHC.
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5.10 Permanent Fill Slopes
It is recommended that permanent fill slopes required to achieve the design road grades be developed not steeper than about 2 Horizontal to 1 Vertical (2H:1V) where granular fill is used to construct the fill slopes. If rockfill or similar angular granular fill is used, consideration may be given to steepening the fill slopes to 1.5 Horizontal to 1 Vertical (1.5H:1V).
Permanent fill slopes shall be constructed in controlled lifts and compacted in accordance with Section 201 of SSHC. Embankments and permanent fill slopes constructed on existing hill sides or added to existing embankments shall be terraced (stepped) into the existing hillside or embankment in a continuous series of minimum 1.5m wide terraces (steps) as set out in Section 201 of SSHC.
5.11 Existing Pavement
The existing road is gravel surfaced and considered to be a Low Volume Road. The drill holes encountered granular fills, generally about 1.5 to 2m thick overlying stiff to hard clayey silt subgrade soils.
5.12 Pavement Design Criteria/Methodology
The pavement for the upgraded section of road will be designed in accordance with AASHTO’s Guide for Design of Pavement Structures (1993) and the MoTI Technical Circular T-01/15, Pavement Structure Design Guidelines, considering a Low Volume Road.
5.13 Pavement Design
The design pavement section for the road upgrade may be taken as follows:
Table 2 – Pavement Structure for Road Upgrade
Assumed Subgrade Pavement Structure
Material Type Thickness
Existing Road (Compact to Dense Sand and Gravel)
19mm High Fines Surfacing Aggregate (HFSA) 100mm 25mm Well-Graded Base Course (WGB) 300mm
Select Granular Subbase (SGSB) 300mm
The design pavement section summarized in Table 2 above is considered suitable for upgrading (raising) a low volume road supported on an existing granular road.
The HFSA, WGB and SGSB materials shall meet the requirements of Section 202 of 2016 SSHC.
It is recommended that the surface of the existing road be scarified (loosened) just prior to placement of new fill to allow for the existing fill and new fill to mix and effectively bond these fill materials.
5.14 Seismic Considerations
A site-specific seismic hazard calculation from the Natural Resources Canada website and copy of the results are provided in Appendix C. The results of the site exploration and surficial geology mapping indicate that the site is underlain by competent clayey soils. Based on this information, the site is
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considered to be Seismic Site Class D. The potential for seismic liquefaction of the underlying soils during an earthquake event is low.
5.15 Construction Temporary Works
Construction activities are expected to include the following on-site provisions:
• Temporary re-direction of stream flows around the work site for the new culvert;
• Temporary siltation controls; and,
• Limit trafficking on exposed clayey silt subgrades soils.
6. Final Design and Field Review It is recommended that EXP review project drawings and specifications to confirm geotechnical contents for final design and construction purposes. The following field review activity is recommended.
• Review of subgrades prior to placing of bedding materials for the proposed new culvert, headwall and any other retaining walls; and,
• Review of geotextile and/or granular filter construction if a rip rap slope is constructed at the south end of the project.
7. Closure Please note that this report was prepared for the exclusive use of EXP’s client, the British Columbia Ministry of Transportation and Infrastructure, and their designated consultants and agents. The attached Interpretation & Use of Study and Report (see Appendix D) forms part of this report, and it should be included with copies of the report.
Site contractors should make their own assessment of subsurface conditions and select the construction means and methods most appropriate to the site conditions. This geotechnical report should not be included in contract specifications without suitable qualifications and prior review by EXP Services Inc. However, the geotechnical report may be used as an attachment to contract specifications, for information purposes only.
We trust that this report satisfies your present requirements. Please contact the undersigned should you have any questions.
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Geotechnical Exploration Report – BC MoTI Project No. 24667 Culvert Replacement along Upper Hat Creek Road at Lloyd Creek
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Figures Testhole Location Plan
Figure 1
Lateral Earth Pressure on Yielding Walls Figure 2
BH-01
BH19-02
TESTHOLE LOCATION PLAN MOTI
HAT CREEK ROAD CULVERT REPLACEMENT
VAN-00252616-A0 MG UC BM 2019-05-16 1:750 FIGURE 1
SUBJECT
AREA
REFERENCE PLAN FROM MOTIDATED 2019-03-12
LEGEND
BOREHOLE(APPROX. LOCATION)
LATERAL EARTH PRESSUREON YIELDING WALLS
MOTI
HAT CREEK ROAD CULVERT REPLACEMENT
VAN-00252616-A0 MG UC BM 2019-05-16 NTS FIGURE 2
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Appendix A Summary Logs of Drill Holes
BH19-01, BH19-02
1.52m
2.13m
4.57m
6.71m
S10
S11
S12
S13
S14
S15
S16
S17
100
46
100
100
100
GRAVELLY SAND to SAND & GRAVEL,some silt, brownish grey, damp, (dense)sand is well-graded, gravel is angular(FILL)-50mm thick dark brown layer
-silt content fluctuates throughout
SAND, some silt, some gravel, tracecobbles, orangish brown, wet, (compact)sand is coarse grained, gravel is rounded
CLAYEY SILT, occasional seams andlayers of fine sand, grey, damp, (stiff tohard)
CLAYEY SILT & SAND, layered, grey,damp, (hard/dense)
GM1
SM1
CL
MH
{G:35 S:50 F:15}
{G:35 S:50 F:15}
{G:15 S:70 F:15}
{G:0 S:5 F:95}
{G:0 S:10 F:90}
{G:0 S:30 F:70}
{G:0 S:30 F:70}
ELE
VA
TIO
N (
m)
1
2
3
4
5
6
7
8
9
LegendSample Type:
S-SplitSpoon
O-Odex(air rotary)
T-ShelbyTube
C-CoreA-Auger G-Grab V-Vane
1
2
3
4
5
6
7
8
9
Driller:
Drill Make/Model: AMS CompactRotoSonic
CLA
SSIF
ICAT
ION
Location: Hat Creek Road, Pavilion, BC
Date(s) Drilled: 2019-04-18
Drilling Method: SonicCoordinates taken with GPS
Project: Hat Creek Road Culvert Replacement
L#-Lab SampleW-Wash(mud return)
Elevation: 826.92 m
826
825
824
823
822
821
820
819
818
817
EXP Services Inc.Prepared by:
Logged by: DGS Reviewed by: BM
SO
IL S
YM
BO
L
Drill Hole #: BH19-02
RE
CO
VE
RY
(%
)
SA
MP
LE N
O
SA
MP
LE T
YP
E
SOILDESCRIPTION
00
Page 1 of 1
DE
PT
H (
m)
DR
ILLI
NG
DE
TA
ILS
Alignment:
10
0
Northing/Easting: 5627115 , 597739
Final Depth of Hole: 6.7 mDepth to Top of Rock:
Station/Offset: 101+63 -6.6
COMMENTSTESTING
Drillers Estimate{G % S % F %}
Drilling Company: Downrite Drilling
VAN-00252616-A0
SUMMARY LOG
Datum: Geodetic
DYNAMIC CONE (BLOWS/300 mm)
MO
T-S
OIL
-RE
V2
02
5261
6-A
0.G
PJ
MO
T-D
RA
FT
-RE
V2C
.GD
T 6
/3/1
9
LW %W %
20 40 60 80P W%
Natural Vane (KPa) Remold Vane (KPa)
100 200 300 400 Pocket Penetrometer Shear Strength (kPa)
SPT "N" (BLOWS/300 mm)
Water-1.5m
49
22
23
39
48
0.15m
0.46m
2.13m
7.62m
8.23m
S1aS1
S2
S3
S4
S5
S6
S7
S8
S9
75
100
100
100
100
SAND & GRAVEL, some silt to silty,pockets of charcoal, light brown, damp,(compact) sand is well-graded (FILL)
SILT, some sand to sandy, some gravel,frequent wood remnants, dark brownishblack with red seams, damp, (stiff to verystiff) (FILL)
SILTY SAND & GRAVEL, some cobbles,light brown, damp, (compact) sand iswell-graded, gravel is fine to mediumgrained and angualr (FILL)-becomes grey
CLAYEY SILT, occasional seams andlayers of fine sand, grey, damp, (hard)
-occasional pieces of coarse sand andfine gravel throughout matrix
-grades to silty clay with depth
SAND, trace silt, layers of hard, grey,clayey silt, grey, wet, (compact to dense)
GM2
SM
GM2
MH
SM1
{G:35 S:45 F:20}{G:15 S:20 F:65}
{G:35 S:40 F:25}
{G:35 S:40 F:25}
{G:0 S:5 F:95}
{G:0 S:5 F:95}
{G:0 S:5 F:95}
{G:0 S:5 F:95}
{G:0 S:5 F:95}
{G:0 S:80 F:20}
ELE
VA
TIO
N (
m)
1
2
3
4
5
6
7
8
9
LegendSample Type:
S-SplitSpoon
O-Odex(air rotary)
T-ShelbyTube
C-CoreA-Auger G-Grab V-Vane
1
2
3
4
5
6
7
8
9
Driller:
Drill Make/Model: AMS CompactRotoSonic
CLA
SSIF
ICAT
ION
Location: Hat Creek Road, Pavilion, BC
Date(s) Drilled: 2019-04-18
Drilling Method: SonicCoordinates taken with GPS
Project: Hat Creek Road Culvert Replacement
L#-Lab SampleW-Wash(mud return)
Elevation: 827.07 m
827
826
825
824
823
822
821
820
819
818
EXP Services Inc.Prepared by:
Logged by: DGS Reviewed by: BM
SO
IL S
YM
BO
L
Drill Hole #: BH19-01
RE
CO
VE
RY
(%
)
SA
MP
LE N
O
SA
MP
LE T
YP
E
SOILDESCRIPTION
00
Page 1 of 1
DE
PT
H (
m)
DR
ILLI
NG
DE
TA
ILS
Alignment:
10
0
Northing/Easting: 5627108 , 597737
Final Depth of Hole: 8.2 mDepth to Top of Rock:
Station/Offset: 101+56 -7
COMMENTSTESTING
Drillers Estimate{G % S % F %}
Drilling Company: Downrite Drilling
VAN-00252616-A0
SUMMARY LOG
Datum: Geodetic
DYNAMIC CONE (BLOWS/300 mm)
MO
T-S
OIL
-RE
V2
02
5261
6-A
0.G
PJ
MO
T-D
RA
FT
-RE
V2C
.GD
T 6
/3/1
9
LW %W %
20 40 60 80P W%
Natural Vane (KPa) Remold Vane (KPa)
100 200 300 400 Pocket Penetrometer Shear Strength (kPa)
SPT "N" (BLOWS/300 mm)
23
52 for 125mm
34
25
28
48
EXP Services Inc.
Geotechnical Exploration Report – BC MoTI Project No. 24667 Culvert Replacement along Upper Hat Creek Road at Lloyd Creek
EXP Ref. VAN-00252616-A0 June 24, 2019
4
Appendix B Results of Sieve Analysis
Sieve Test No. 1 & 2
EXP Services Inc.275-3001 Wayburne Drive
Burnaby, BC V5G 4W3
SIEVE ANALYSIS REPORT8 16 30 50 SERIES
604-874-1245
Kamloops Branch250-372-5321
CERTIFIED TESTINGLABORATORY
TEST METHOD: ASTM C136, C117.
PROJECT NO.
CLIENT
C.C.
002-52616MINISTRY OF TRANSPORTATION ANDEXP - BRIAN MYLLEVILLEEXP - BRIAN MYLLEVILLE
HAT CREEK RD CULVERT REPLACEMENT FINNEY CREEK
1 May 13,2019 May 10,2019
TO
PROJECT
SIEVE TEST NO. DATE TESTED DATE SAMPLED
COMMENTS
PER.Page 1 of 1 May 17,2019
GEOTECHNICAL
Reporting of these test results constitutes a testing service only. Engineering interpretation or evaluation of test results is provided only on written request.
EXP Services Inc.
CONTRACTOR MoTI REF #24667
SAMPLED BY D. SILVEIRASUPPLIER SITESOURCE SAMPLE 2SPECIFICATION TEST METHOD WASHED
TESTED BY E. RELAO
MATERIAL TYPE SILTY SAND AND GRAVEL
DATE RECEIVEDMay 13,2019
GEORGE SAITO, AScT
3"2"1 1/2"1"3/4"1/2"3/8"
GRAVEL SIZES GRADATIONLIMITS
100.0 96.2 96.2 92.4 88.5
PERCENTPASSING
75 mm50 mm37.5 mm25 mm19 mm12.5 mm 9.5 mm
No. 4No. 8No. 16No. 30No. 50No. 100No. 200
SAND SIZES AND FINES GRADATIONLIMITS
76.4 65.2 54.1 44.7 37.5 32.0 27.2
PERCENTPASSING
4.75 mm2.36 mm1.18 mm 600 µm 300 µm 150 µm 75 µm
Report System Software Registered to: EXP Services Inc., Burnaby
EXP Services Inc.275-3001 Wayburne Drive
Burnaby, BC V5G 4W3
SIEVE ANALYSIS REPORT8 16 30 50 SERIES
604-874-1245
Kamloops Branch250-372-5321
CERTIFIED TESTINGLABORATORY
TEST METHOD: ASTM C136, C117.
PROJECT NO.
CLIENT
C.C.
002-52616MINISTRY OF TRANSPORTATION ANDEXP - BRIAN MYLLEVILLEEXP - BRIAN MYLLEVILLE
HAT CREEK RD CULVERT REPLACEMENT FINNEY CREEK
2 May 13,2019 May 10,2019
TO
PROJECT
SIEVE TEST NO. DATE TESTED DATE SAMPLED
COMMENTS
PER.Page 1 of 1 May 17,2019
GEOTECHNICAL
Reporting of these test results constitutes a testing service only. Engineering interpretation or evaluation of test results is provided only on written request.
EXP Services Inc.
CONTRACTOR MoTI REF #24667
SAMPLED BY D. SILVEIRASUPPLIER SITESOURCE SAMPLE 11SPECIFICATION TEST METHOD WASHED
TESTED BY E. RELAO
MATERIAL TYPE SILTY AND AND GRAVEL
DATE RECEIVEDMay 13,2019
GEORGE SAITO, AScT
3"2"1 1/2"1"3/4"1/2"3/8"
GRAVEL SIZES GRADATIONLIMITS
100.0 92.4 88.5 85.8 77.6 75.8
PERCENTPASSING
75 mm50 mm37.5 mm25 mm19 mm12.5 mm 9.5 mm
No. 4No. 8No. 16No. 30No. 50No. 100No. 200
SAND SIZES AND FINES GRADATIONLIMITS
68.3 61.1 53.3 46.1 38.5 31.5 25.5
PERCENTPASSING
4.75 mm2.36 mm1.18 mm 600 µm 300 µm 150 µm 75 µm
EXP Services Inc.
Geotechnical Exploration Report – BC MoTI Project No. 24667 Culvert Replacement along Upper Hat Creek Road at Lloyd Creek
EXP Ref. VAN-00252616-A0 June 24, 2019
5
Appendix C Seismic Hazard Calculation
EXP Services Inc.
Geotechnical Exploration Report – BC MoTI Project No. 24667 Culvert Replacement along Upper Hat Creek Road at Lloyd Creek
EXP Ref. VAN-00252616-A0 June 24, 2019
6
Appendix D Interpretation & Use of Study and Report
INTERPRETATION & USE OF STUDY AND REPORT 1. STANDARD OF CARE This study and Report have been prepared in accordance with generally accepted engineering consulting practices in this area. No other warranty, expressed or implied, is made. Engineering studies and reports do not include environmental consulting unless specifically stated in the engineering report. 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 us by the Client, communications between us and the Client, and to any other reports, writings, proposals or documents prepared by us for the Client relative to the specific site described herein, all of which 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. WE CANNOT BE RESPONSIBLE FOR USE BY ANY PARTY OF PORTIONS OF THE REPORT WITHOUT REFERENCE TO THE WHOLE REPORT. 3. BASIS OF THE REPORT The Report has been prepared for the specific site, development, building, design or building assessment objectives and purpose that were described to us by the Client. The applicability and reliability of any of the findings, recommendations, suggestions, or opinions expressed in the document are only valid to the extent that there has been no material alteration to or variation from any of the said descriptions provided to us unless we are 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 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 OUR WRITTEN CONSENT. WE WILL CONSENT TO ANY REASONABLE REQUEST BY THE CLIENT TO APPROVE THE USE OF THIS REPORT BY OTHER PARTIES AS “APPROVED USERS”. The contents of the Report remain our copyright property and we authorise only the Client and Approved Users to make copies of the Report only in such quantities as are reasonably necessary for the use of the Report by those parties. The Client and Approved Users may not give, lend, sell or otherwise make the Report, or any portion thereof, available to any party without our written permission. Any use which a third party makes of the Report, or any portion of the Report, are the sole responsibility of such third parties. We accept no responsibility for damages suffered by any third party resulting from unauthorised use of the Report.
5. INTERPRETATION OF THE REPORT a. Nature and Exactness of Descriptions: Classification and identification of soils, rocks, geological units, contaminant materials, building
envelopment assessments, and engineering estimates 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 and even comprehensive sampling and testing programs, implemented with the appropriate equipment by experienced personnel, may fail to locate some conditions. All investigations, or building envelope descriptions, utilizing the standards of Paragraph 1 will involve an inherent risk that some conditions will not be detected and all documents or records summarising 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 all persons making use of such documents or records should be aware of, and accept, this risk. 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. Where 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 us. We have relied in good faith upon representations, information and instructions provided by the Client and others concerning the site. Accordingly, we cannot accept responsibility for any deficiency, misstatement or inaccuracy contained in the report as a result of misstatements, omissions, misrepresentations or fraudulent acts of persons providing information.
c. To avoid misunderstandings, EXP Services Inc. (EXP) should be retained to work with the other design professionals to explain relevant
engineering findings and to review their plans, drawings, and specifications relative to engineering issues pertaining to consulting services
provided by EXP. Further, EXP should be retained to provide field reviews during the construction, consistent with building codes guidelines
and generally accepted practices. Where applicable, the field services recommended for the project are the minimum necessary to ascertain
that the Contractor’s work is being carried out in general conformity with EXP’s recommendations. Any reduction from the level of services
normally recommended will result in EXP providing qualified opinions regarding adequacy of the work.
6.0 ALTERNATE REPORT FORMAT When EXP submits both electronic file and hard copies of reports, drawings and other documents and deliverables (EXP’s instruments of professional service), the Client agrees that only the signed and sealed hard copy versions shall be considered final and legally binding. The hard copy versions submitted by EXP shall be the original documents for record and working purposes, and, in the event of a dispute or discrepancy, the hard copy versions shall govern over the electronic versions. Furthermore, the Client agrees and waives all future right of dispute that the original hard copy signed version archived by EXP shall be deemed to be the overall original for the Project. The Client agrees that both electronic file and hard copy versions of EXP’s instruments of professional service shall not, under any circumstances, no matter who owns or uses them, be altered by any party except EXP. The Client warrants that EXP’s instruments of professional service will be used only and exactly as submitted by EXP. The Client recognizes and agrees that electronic files submitted by EXP have been prepared and submitted using specific software and hardware systems. EXP makes no representation about the compatibility of these files with the Client’s current or future software and hardware systems.