Wilson Associates Geotechnical 849 (A Division...

Wilson Associates Geotechnical (A Division of Gordon Wilson Associates Inc.)

849 Fairweather Place Vernon, B.C. V1T 9B5

Consulting Engineers Telephone: (604) 542-0377 Fax: (604) 542-1220

REPORT ON

SOIL AND GROUNDWATER CONDITIONS

AT PROPOSED

WOOD WASTE AND CONSTRUCTION MATERIALS LANDFILL7

ABANDONED GRAVEL PIT, Hwy. #6 and KING EDWARD LAKE RD.,

prepared for

COLDSTREAM RANCH LTD.

File 291 9

June 1995

Soils Engineering - Natural Hazards Control - Terrain Analysis Water Resource Projects

. Wilson Associates Geotechnical (A Division of Gordon Wilson Associates Inc.)

849 Fairweather Place Vernon, B.C. V1T 985

Consulting Engineers Telephone: (604) 542-0377 Fax: (604) 542-1 220

File 29 19

9 June, 1995

Coldstream Ranch Ltd., Site 6, Comp. 1, R.R. 1, Vernon, B.C. VIT 6L4

Attention: Mr. Ted Osborne

Environmental Study Re: Application for Waste Management Permit PR-1282 1

Dear Mr. Osborne,

Please find enclosed, two draft copies of the subject report. When you have had a chance to review the draft, please contact us and with any comments or concerns.

Yours truly,

c

R.G. Wilson, P.Eng.

\ Soils Engineering - Natural Hazards Control - Terrain Analysis - Water Resource Projects

.

1 .o

2.0

3 .O

4.0

TABLE OF CONTENTS

INTRODUCTION . . . . . .

1.1 Authorization ......._.__ .............................. , ..... . ....................... 1.2 Qualifications . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.3 Pro-iect .............................................

DISCUSSIONS . . . . . . . . .

.............................................................

... ..........................

.....................................................

2.1 2.2 2.3

2.4

2.5

2.6

Site Description and Geolom . . . . Surficial Geology ....................................... Field Investigations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.3.1 Topographic Survey . . . .... . . . 2.3.2 2.3.3 Groundwater Investigation . . . . . . . . . . . . S tratiarau hv . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.4.1 Wood Waste Fill .. . ... .......................................... 2.4.2 Undisturbed Soils ... .. . . . . . . . . . Groundwater Conditions ... ......................................... 2.5.1 Static Water Level ... .._......._.. ___ . ._ . . . . . . _ _ _ _ _ _ . . .. .. . ..... . . ..... .. . . . 2.5.2 2.5.3 2.5.4 Groundwater Velocities . . . ___ _.............. _....__...............

2.5.5 Data Appraisal . . . . . . . .

......................................... ...........

........................ ........................................

Subsurface Exploration . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _.__..................

...............................

.............................

Hydraulic Conductivity . . .. . . . . . . Hydraulic Gradient .. . ... . . . .. . . . . . . . . . ... . . . . . . . . . . . . . . . .

Chemical Analysis .. . . . .. . .. . . . . . ..

................................. . . . . . . . . .

.............................. ...................................................

CONCLUSIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

1.

1. 1. 1 .

1.

1 . 2. 2. 2. 3. 3. 3. 3. 4. 4. 4. 4. 4. 5. 5 . 6.

6.

STATEMENT OF QUALIFICATIONS AND GENERAL CONDITIONS 7.

APPENDIX A: APPENDIX B:

APPENDICES

Record of Exploration and Tests Chemac Environmental Services Water Sample Quality Results

LIST OF ILLUSTRATIONS

FIGURE 1 : FIGURE 2: Cumulative Fill Volume

Site Location Plan

Dwg. 29 19 - 10 1 Dwg. 29 I9 - 102 Dwg. 29 19 - 103

Site Topography With Bore Hole Locations Stratigraphic Sections Groundwater Surface and Groundwater Flow Direction

Wilson Associates Geotechnical

REPORT ON

SOIL AND GROUNDWATER CONDITIONS

AT PROPOSED

WOOD WASTE AND CONSTRUCTION MATERIALS LANDFILL,

ABANDONED GRAVEL PIT, Hwy. #6 and KING EDWARD LAKE RD.,

1.0 INTRODUCTION

1 . 1 Authorization

Wilson Associates Geotechnical (WAG) was authorized by Mr. Ted Osborne of Coldstream Ranch Ltd. (CRL) in February of 1995 to investigate environmental concerns raised by the Ministry of Environment regarding an area proposed as a waste disposal site.

1.2 Qualifications

Use of this report is subject to the Statement of General Conditions and Qualifications which is attached to this report. The reader's attention is drawn specifically to these conditions as it is considered essential that they be followed for the proper use and interpretation of this report.

1.3 Proiect

CRL wishes to operate an abandoned gravel pit as a waste disposal site for saw-mill wood waste and construction rubble. A waste management permit is required by the Ministry of the Environment (MOE) before they will permit the use of the pit as a waste disposal site. The Ministry has advised CRL as to the information required to process the permit. CRL

requested that WAG should gather the necessary information to address the MOE concerns.

2.0 DISCUSSIONS

2.1 Site Description

The proposed waste disposal site is located near the intersection of Highway 6 and King Edward Lake Rd., as shown in Figure 1 . The north end of the abandoned gravel pit, (fronting on Highway 6), is located on property owned by the North Okanagan Regional rC District (NORD). Coldstream Creek is located north of Highway 6 at the site. The gravel


c

2.2

2.3

2 pit on CRL property does not appear to have any fill in it, however the NORD pit has some assorted construction wastes, the quality and quantity of which was not investigated.

Wood waste has been placed to the south, west and east of the subject site, filling in ? adjacent abandoned gravel pits. Fill is actively being placed on lands to t h e e - - south-west of the subject site. Much of the land has been reclaimed as agricultural grazing land. It is understood that this is the objective for the subject property.

,

Surficial Geology

The site is located on a fluvial, delta terrace deposit. Soils found in this environment are gravel, sandy gravel, and sand.' A glacial esker deposit of sand and gravel is located between Coldstream Creek and Highway 6, just north of the site. The majority of this deposit has been mined of its sand and gravel.

Field Investigations

The investigations encompassed both surficial and subsurface exploration. The information gathered included the site topography, soil stratigraphy, and groundwater conditions.

2.3.1 Topographic Survey

A topographic survey was made of the site. The resulting topographic map is included as Dwg. 2919-101. A temporary benchmark was located for use as the datum elevation on the drawing. The benchmark and corresponding elevation are noted on the drawing. The area surveyed includes all of the existing gravel pit, including that portion owned by NORD, and some of the surrounding property. The fence lines were not accurately surveyed and should only be used as a general reference for site orientation.

The volume of f i l l which can be contained in the CRL gravel pit has been estimated from the topographic plan on Dwg. 2919-101 to be about140,OOO m3. The assumed perimeter of the f i l l area is shown on the plan drawing, and allows for the fill to slope down to the base of the pit to the common property line with the NORD property. The volume of fill is given for 0.5m vertical increments on Table 1, with the cumulative volume shown on Figure 2.

If both the CRL pit and the NORD pit are filled, then the volume of waste could be increased to approximately 210,000 m3 based on fill placed along the common property line. The assumed perimeter of the fill area is shown on the plan drawing

Fulton. R.J., 1975. Quaternary Geology and Geomorphology, Nicola-Vernon Area, British Columbia. 1

Geological Survey of Canada Memoir 380.

Y


3 for f i l l placed within the entire pit area over both properties. The volume of f i l l is given for 0.5m vertical increments on Table 2, with the cumulative volume shown on Figure 2.

2.3.2 Subsurface Exploration

Five boreholes were drilled using six-inch diameter hollow stem augers. The boreholes were located by topographic survey and the locations are as shown on Dwg. 29 19- 10 1. The boreholes were located to proffer a reasonable profile of the in situ soil stratigraphy and groundwater conditions. The borehole logs are appended to this report. Stratigraphic sections through the boreholes are shown on Dwg. 2919-102, providing additional information on the profiles of the wood waste fill, groundwater surface and bedrock surface.

2.3.3 Groundwater Investigation

Observation wells were installed in each of the boreholes as a means of retrieving water samples and determining static water levels and approximating hydraulic

5mm PVC pip3The bottom one meter of the --.--̂ -"ccc-c in a geotextile filter. Both end of each well is

1-

capped.

Several surface water exposures were located topographically, including a section of Coldstream Creek, the ends of a marsh between the creek and Highway 6, and a groundwater seep along the southern edge of the abandoned gravel pit. Dwg. 29 19- 103 gives an interpolated groundwater surface based on the observation well results and the surface water exposures. The groundwater flow directions have also been estimated and are shown on Dwg. 29 19- 103.

West of the abandoned pits, the nearest groundwater wells are located near the ranch headquarters, approximately 1.5 km away.

2.4 Statiaraphy

The stratigraphy for each borehole can be found on the appended borehole logs. The following are general descriptions of the stratigraphy.

2.4.1 Wood Waste Fill

Portions of areas to the south, east and west of the open pit have both received some wastehill material consisting, in part, of wood bark, wood shavings, broken logs and assorted f i l l soils. The areal extent and content of the fill was not investigated. Fill thickness ranged from 5 to 6m in two of the boreholes. Fill was found to extend to a depth near the bedrock surface in Borehole No. 3 and to a native sand strata in Borehole No. 5 .


4

2.4.2 Undisturbed Soils

2.5

Surface exposures of undisturbed in situ soils that have not yet been subjected to fill show that native materials are sands and gravel with occasional seams of silt. The native sands were found to become more clean and uniform with depth. Bedrock dips towards the north-west within the area of the pit at approximately a 15 percent gradient based upon observations made in Boreholes 1, 2 and 3 . There is an exposure of bedrock on the south road cut face of Highway 6, approximately 600 meters east of King Edward Lake Road.

Groundwater Conditions

2.5.1 Static Water Level

Static water levels were determined for Observation Wells 1 through 4 inclusive

pJ D t/

following drill hole completion as noted in the appended borehole logs. The static water level was approximated for Borehole 5 from observations made during the course of drilling and soil sampling, since the observation well was pulled upwards during installation to a level above the water table as the drill stem was removed. The approximate depth to the water table for Borehole 5 is given on the remarks of the log.

2.5.2 Hydraulic Conductivity

Hydraulic conductivities (k), for the subsoils are approximated to range between 1 .O x and 1 cdsec, for glacial fluvial sands and gravels and assuming they are continuous beyond the site2. The hydraulic conductivity was tested in the lab from grain size distribution of the samples obtained in the field, using Hazen's formula for granular material, k = C D ~ O , where c is a constant varying between 100 and 150 and Dlo is in mm.

2

2.5 .3 Hydraulic Gradients

The horizontal hydraulic gradient at the site is based upon the static water levels in the boreholes and the surface water exposures, as indicated by the slope of the inferred water table surface shown on Dwg. 2919-103. The largest hydraulic gradients are approximately 12 percent along the south side of the pit, and directed towards the north-north-west. There appears to be a significant influence of the north-west dipping bedrock surface on the hydraulic gradients in this area. Further south the gradient is shown to decrease, likely approximating the slope of the

- ~~ ~

'Das. Braja M., 1990. Principles of Geotechnical Engineering. 2nd Edition. PWS-Kent.


5 ground surface in that area. The gradients in the pit to the north of Observation Well 1, (OW l), are approximately 6 percent due west.

Coldstream Creek is located approximately 250 meters north of Highway 6 and flows towards the west. The surface water gradient of Coldstream Crsek varies between 0.3 and 0.5 percent for the surveyed points indicated on Dwg. 2919-103. The water level in Coldstream Creek is slightly lower than in the marsh, but is 7.5

m higher than in.OW 1, which is located in the bottom of the gravel pit. The water level in OW 5 is more than 12 meters lower than the water level in Coldstream Creek at a point due north from the well as indicated on Dwg. 2919-103. This indicates a gradient of approximately four percent towards the north (away from the creek). Therefore groundwater flow off of the disposal site is not directly into Coldstream Creek, but rather parallel with the flow of the Creek and towards the west.

i To the west of OW 4 and OW 5 the horizontal hydraulic gradient is expected to decrease. Assuming that the gradient of the groundwater regime decreases to an average of 0.6 percent less than the gradient of Coldstream creek west of OW 4 and OW 5 , then the creek and groundwater elevations would be equal at a point two km fbrther west. Assuming that the gradient of Coldstream Creek is 0.8 percent over those two kilometers, then the gradient of the groundwater table would be 0.2 percent for this possibility to occur.

The vertical component of the hydraulic gradient in less pervious deposits such as the bedrock below the gravel and sand deposits is expected to be vertically upwards, due to regional discharge conditions into the Coldstream Valley basin.

2.5.4 Groundwater Velocities

The velocity of the groundwater assuming a horizontal hydraulic gradient of 6 percent and hydraulic conductivities ranging between 1 x and 1 c d s e c is between 6 x loJ and 6 x cdsec . Assuming a porosity of 0.3, this relates to an intrinsic velocities ranging between 2 x 10" and 2 x IO-' cd sec .

The velocity of the groundwater assuming a horizontal hydraulic gradient of 0.2 percent and similar hydraulic conductivities would range between 2 x and 2 x 10" cdsec . The intrinsic groundwater velocity would range between 6 x and 6 x 10" cdsec . This relates to advective groundwater movement in the order of hundreds of meters per year off of the site towards the west using the analytical assumptions given above for the data collected to date.

2.5.5 Chemical Analysis

Samples of water were extracted from the observation wells OW 1 through OW 4 using plastic tubing with a pump valve fixed at the tip. The method used to extract


6 the samples was as recommended by Chemac Environmental Services (CES). The samples were shipped to CES for analysis and the results are appended to this report.

No interpretation of the groundwater quality has been made by WAG, and is left for MOE to determine.

2.6 Data Appraisal

The data points collected for the topographic survey should provide a reasonable basis for estimating the volume of waste material that may be disposed of at the site. The accuracy of the volume calculations should fall within the range of k 10 percent.

The hydraulic conductivities of the in situ soils were obtained through laboratory tests and soil classification. The use of Hazen's formula for determining hydraulic conductivity values is considered valid only far granular soil such as that found at this site.

The hydraulic gradients were determined from interpolations of site observations except in the case of the flow west of OW 4 and OW 5 in which case the groundwater gradients are postulated based on groundwater outbreak into Coldstream Creek occurring no closer than 2 km west of the site. The estimation of intrinsic hydraulic velocities is based on the hydraulic gradients, an assumed porosity of . 3 and an average permeability of 0.1 cdsec .

The sampling procedure was as specified by the chemical laboratory and the analyses are understood to have been done according to ASTM standards.

3 .O CONCLUSIONS

It is concluded that:

a) The general site area has a previous history as a wood waste disposal site.

b) There is potential for placing a fill volume of approximately 140,000 m' on the Coldstream Ranch property with a combined 210,000 m3 if the NORD landfill property is included.

c) The bedrock surface dips towards the north-west within the area of the pit at approximately a 15 percent gradient.

d) The hydraulic conductivities of the clean sands and gravels are in the order of and 1 cdsec .


7 Groundwater flows off of site at an elevation of approximately 12 meters lower than a point on Coldstream Creek due north. It flows off the site towards the west, roughly parallel with Coldstream Creek.

Within the confines of the gravel pit, groundwater flow gradients are observed at gradients of up to 12 percent near the pit sides, 6 percent at the base of the pit. Hydraulic gradients are extrapolated in the order of 0.2 percent off of site (to the west), based upon Coldstream Creek gradients within 2 km west of the site.

Intrinsic groundwater velocities are estimated in the order of 0.02 c d s e c within the confines of the pit. However, the intrinsic groundwater velocities are extrapolated to be approximately 0.0006 c d s e c west of the site, relating to groundwater advective movement to be of the order of hundreds of meters per year.

Chemical analyses of samples were done for the installed observation wells with the results appended.

Yours very truly,

bF1 Terry L. Eddy, EIT

Robert G. Wilson, P.Eng.


SITE LOCATION Scale: 1 :50000

FIGURE 1

I


160000

140000

20000

0

Cumulative Fill Volume For CRL Gravel Pit

0 2 4 6 8 10 12 14

Depth (meters)

Cumulative Fill Volume For CRL and NORD Pits

250000

- 200000 m E

0 0 2 4 6 8 10 12 14

Depth (meters)

Cumulative Fill Volumes 9 June 1995

File 2919 FIGURE 2


__ DTM TO DTM VOLUME

Cut and Fill Volumes

Shrinkagdswell factors: Cut 1 .MI00 Fill 1.0000

Original DTM # of Final DTM # of Layer Name Points Layer Name Points

__-__-- I------ -I--------

POINTS 366 DESIGN ELEV 100

Depth Range Cut Volume Fill Volume (m) (M3) (M3)

----I

-1.500 > -1.OOO -1.OOO > -0.500 -0.500 > O.OO0 0.000 > 0.500 0.500 > 1.000 1.000 > 1.500 1.500 > 2.000 2.000 > 2.500 2.500 > 3.000 3.000 > 3.500 3.500 > 4.000 4.000 > 4.500 4.500 > 5.000 5.000 > 5.500 5.500 > 6.000 6.000 > 6.500 6.500 > 7.000 7.000 > 7.500 7.500 > 8.000 8.000 > 8.500 8.500 > 9.000 9.000 > 9.500

9.500 > 10.000 10.000 > 10.500 10.500 > 11.000 11.000 > 11.500 11.500 > 12.000 12.000 > 12.500 12.500 > 13.000

Cut Volume Cumulative (M3) Cut Volume

218.4 856.8 1419.6

13603.2 12582.4 11656.6 10890.0 9823.6 8812.8 8124.3 7542.8 6873.1 6115.6 5712.5 5380.5 5085.6 4699.7 4244.0 3838.3 3521 .O 3188.0 2703.6 2268.7 1812.3 1334.3 720.6 370.1 158.6 15.0

Fill Volume Cumulative (M3) Fill Volume

2494.9 2494.9 141077.2 141077.2

Volume of Fill For Coldstream Ranch Gravel Pit File 29 19 30 May 1995 TABLE 1


DTM TO DTM VOLUME

Cut and Fill Volumes

Shrinkagdswell factors: Cut 1.0000 Fill 1.0000

Original DTM # of Final DTM # of Layer Name Points Layer Name Points ___I___ ____--_ ____---- -

POINTS 366 DESIGNNORD 139

-2.500 > -2.000 0.0 -2.000 > -1.500 2.4 -1.500 > -1.000 231.6 -1.000 > -0.500 893.4 -0.500 > 0.000 1515.6 0.000 > 0.500 0.500 > 1.000 1.000 > 1.500 1.500 > 2.000 2.000 > 2.500 2.500 > 3.000 3.000 > 3.500 3.500 > 4.000 4.000 > 4.500 4.500 > 5.000 5.000 > 5.500 5.500 > 6.000 6.000 > 6.500 6.500 > 7.000 7.000 > 7.500 7.500 > 8.000 8.000 > 8.500 8.500 > 9.000 9.000 > 9.500 9.500 > 10.000 10.000 > 10.500 10.500 > 11.000 11.000 > 11.500 11.500 > 12.000 12.000 > 12.500 12.500 > 13.000

20743.7 19144.6 17804.5 16780.7 15415.8 14094.5 13082.1 12188.1 11205.4 10093.5 9284.8 8554.0 7790.3 6908.4 6076.1 5334.0 4571.9 3854.4 3314.7 2749.0 2128.2 1476.7 739.9 336. I 83.5 0.3

Cut Volume Cumulative Fill Volume Cumulative (M3) Cut Volume (M3) Fill Volume

2643.0 2643.0 213755.1 213755.1

VoIume of Fill For Coldstream Ranch and NORD Gravel Pits File 29 19 30 May 1995 TABLE 2


RECORD o f EXPLORATION and TESTS

ISAMPLES LAB TESTS REMARKS Vote r Content Borehole made

by 6’ h o l l o w - : stem auger.

S.P.T. ( b l O W S / f t )

k w c C a r d c p v r t y

-

PROJECT: Coldstream Ranch / Fnviro- NO, 7919 LOCATION: See figure 2919-1 EXPLORATION DATE: -5 H O L E No, 1

Ut32 k ( (LO49 ( ~ d d

-

- Observation wel l instal led w i t h cap on each end- Bottom I m w a s - p e r f o r a t e d and 1 wrapped w i t h f i l t e r fabr ic .

-

-

-

-

-

-

-

-

-

-

-

I HOLE L O G

-

-

Elevatlon = 7 0 5 %

SAND and GRAVEL - loose w e l l -graded, tan, dry.

SAND - sone gravel, t r a c silt, medium, loose t o compact, brown, moist.

SAND - gravelty, occasionat cobbles, compact, d r y t o moist.

SAND - silty, sone gravel, compact t o dense, orange, wet.

SAND, GRAVEL, and SILT - 1 hard, grey, w e t . CTILLl

End o f borehote due t o bedrock.

SI-

SI-

i l -

1

RECORD o f EXPLORATION and TESTS PROJECT: Co I No. 7919

LOCATION: See f i g u r e 9 - 5 HOLE No. 2

HOLE L O G SAMPLE

Surfoc

2

4

-6-

8

7 10

12

14

16

18

20

22

24

26

28

30

SILT - gravelly, sone sand, t r a c e cloy, brown,

SILT - clayey, t r a c e san (fine), so f t , medium plast i city, brown, noist.

sandy, compact, - no clav.

-

1 SAND - s o m e silt, flne t o nediun, occasional grave[,

brown. wet.

L

1

some fine sand, - grey, dry t o moist.

SAND and GRAVEL - silty, angular, hard, grey. w e t .

End o f borehole due t o weathered bedrock.

c s2

s2 52

52.

52.

52.

s2-

LAB TESTS REMARKS Borehole made by 6' hollow- stem auger.

Observation well installed with cap on each end Bottom In was p e r f o r a t e d and wrapped with . Fi l ter fabr ic.

RECORD o f EXPLORATION and TESTS PROJECT: C o l d s t r e a m Ranch / Fnvir-1 No. 7919

LOCATION: See f i g u r e ?919-1 EXPLORATION DATE: HOLE No, 3

$- a € Q)v a

;n u E Description

c w w 0 - a

HOLE L O G ISAMPLES L A B TESTS REMARKS x Vater Content Borehole made u by 6' hotlow-

Q, fx Q, . . . . . . . . . , stem auger. a _ . . . . . . ' ' ~

S.P.T. a>lors/f t> 2tx

--L

:urface Elevo t i o n

-L -L

2

4

- 12

- 14

- 16

- 18

- 20

- 22

- 24

- 26

- 20

- 30

-

8

10

1 86.6n TOPSOIL - occasional wood fibre, black, moist.CFILL1

moist.CFILL1

GRAVEL - coarse, sandy, sone wood fibre.CFILL1

S A N D - fine, silty, some gravel, grey, molst to w e CNATIVEI

S A N D and GRAVEL - fine, hard, Qrey, wet.

~

End of borehole due t o bedrock.

-I L 01 D

13 z E

installed with cap on each end. Bottom lm was Per fora ted and wrapped with - Filter Fabric.

-

RECORD o f EXPLORATION and TESTS I PROJECT: Coldstream Ranch / Fnvironmentol NO. 7919

LOCATION: See f i g u r e ?919-1 EXPLORATION DATE: 3 - 4 A n r 9 5 HOLE No, 4

SurfDc

- 8

- 10

- 12

- 14

- 16

- 18

- 20

- 22

- 24

- 26

- 28

- 30

-

80.h SAND and GRAVEL - silty occasional boulders, blac course, dry t o motst.

SAND and GRAVEL - some sitt, medium, brown, dry.

SAND and GRAVEL - medit, t o course, compact, dry.

dense --- ---

;AND - occaslonal gravel, qedium, tan, damp. --dense to very dense--

no gravel

---fine to medium---

- - - t race silt---

:nd of Borehole

I

Borehole made

stem auger.

REMARKS

by 6‘ h o l l o w -

Observation well installed with - cap on each end.- B o t t o m l m was -

p e r f o r a t e d and - wrapped with - f i l t e r fabric.

-

-

-

- < I Hy&-adk C o n b C t M t y

-

-

XG < k < Qbp4 G n I s ) - -

LO4 < k < OD6 <cn/s) -

-

-

RECORD o f E X P L O R A T I O N and T E S T S

-

P R O J E C T : Coldstream Ranch / F n v i r o n m t a l NO, 7919 L O C A T I O N : See f igure ?919-1 E X P L O R A T I O N DATE: a HOLE No, 5

- 6

- 8

- 10

- 12

- 14

- 16

- i a

- 20

- 22

- 24

- 26

- 28

- 30

HOLE L O G I I I I I

Surfoc

2

4

plevatli : 77.6~. TOPSOIL - some sand and gravel, so f t , black, molst

SAND and GRAVEL - silty, sone wood fibre, black, moist. CFILLI

SAND - medium, compact, tan, d ry to moist.

--coarse, sone gravel,-- w e t .

--fine t o medium, trace-- aravel, wet.

:nd of Borehole

1

SAMPLES L A B TESTS Vater Content 03

a S.P.T. a3k015/Ft>

i5-1

5-2

5-3

REMARKS Borehole made

s tem auger. by 6’ hollow-

Observation well installed with - cap on each B o t t o m In was p e r f o r a t e d and wrapped with Filter fabric.

,

CHEMAC ENVIRONMENTAL SERVICES (A DIVISION OF C A R 0 ENTERPRISES INC.)

#1 - 368 Industrial Avenue, Kelowna, British Columbia, Canada V1Y 7E8 Telephone (604) 763-5090 Fax 763-4810

CERTIFICATE OF ANALYSIS

April 28, 1995

Wilson Associates Geotechnical 849 Fairweather Place VERNON, BC V1T 9B5

Attention: Brian Fletcher

Samples received: April 11, 1995

SamDle twe: Groundwater

Parameter units ow- 1 Total Phenol mg/L <0.05 P H p H units 7.40 Acidity to 8.3 mg/L as CaC03 88 Conductivity umhos/cm 583

COD mg/L 67 Ammonia mg/L as N 0.22

ow- 2 ow- 3 ow- 4

NA 0.09 ( 0 . 0 5 7.70 6.70 6.90 14 240 18 4

5 10 1070 828

1080 615 500 1.72 1.10 1 . 4 0

Resin acids Abietic Acid mg/L Chlorodehydroabietic Acid mg/L Dehydroabietic Acid mg/L Dichlorodehydroabietic Acid mg/L Isopimaric Acid mg/L Levopimaric Acid mg/L Neoabietic Acid mg/L Pimaric ,Acid mg/L Sandarocopimaric Acid mg/L

(0 .001 (0 .001

0 .001 (0 .001

0.002 <o . 001 (0.001

0.002 <o. 001

Microtox Bioassav % EC 50 * >90

NA 0 .033 (0.001 0.004 ( 0 . 001 0.235 <o. 001 0.001 (0.001 0.028 (0.001

<o. 001 <o .001 <o. 001 <0.001

0.027 <o ,001 0.006 (0.001

\ 334 NA >90 >90

* EC 50 - The concentration of sample causing a 50 % reduction in bioluminescence of a selected bacteria. (90% is the most Concentrated solution tested)

Enclosure FAX 542-1220

Water and Wastewater Analysis Treatment Plant Supervision, Operation 8 Maintenance Research 8 Development ~.

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Wilson Associates Geotechnical 849 (A Division...

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