Golder Associates Md. 243-1 889 Springfield Road Keiowna. British Columbia, Canada V1 Y 5V5 Telephone (250) 860-8424 Fax (250) 860-9874

REPORT ON

WATER, AIR & CLIMATE CHANGE BRANCH I RECEIVED I JAN 2 0 2005

MINISTRY OF WATER LAND AND AIR PROTECTION

INSTALLATION OF MONITORING WELLS AND ASSESSMENT OF RESERVE DISPOSAL

FIELD AREA

EDELWEISS MOBILE HOME PARK

KELOWNA, BRITISH COLUMBIA

Submitted to:

Oland Engineering 10734 Cheryl Road

Winfield, BC V4V 1W7

DISTRIBUTION:

4 copies - Oland Engineering Winfield, B.C.

2 copies - Golder Associates Ltd.

October 27, 1998

OFFICES IN AUSTRALIA. CANADA GERMANY, HUNGARY, ITALY, SWEDEN, UNITED KINGDOM, UNITED STATES

1 Golder Associates Md.

243- 1889 Springfield Road Kelowna, British Columbia, Canada V1Y 5V5 Telephone (250) 860-8424 Fax (250) 860-9874

October 27, 1998 Our Ref. : 982-4 163

Oland Engineering 10734 Cheryl Road Winfield, BC, V4V 1W7

Attention: Mr. Jeff Oland, P. Eng.

RE: INSTALLATION OF MONITORING WELLS AND ASSESSMENT OF RESERVE DISPOSAL FIELD AREA EDELWEISS MOBILE HOME PARK KELOWNA, BFUTISH COLUMBIA

Dear Sir:

As requested, Golder Associates Ltd. have undertaken an additional hydrogeological investigation at the above referenced property, assessing the feasibility of the reserve field area for effluent disposal and installing groundwater monitoring wells for the existing disposal fields. This report should be considered an addendum to our previous report entitled ‘%lydrogeological Investigation for Effluent Disposal, Edelweiss Village Mobile Home Park, McCIain Road, Kelowna, British Columbia”, dated January 13, 1997. The purpose of the current investigation was to evaluate the reserve area in accordance with the requirements of the B.C. Ministry of Environment (BCE), as well as to install groundwater monitoring wells in the area of the operating disposal fields. The objectives of this investigation were:

0 to determine the subsurface stratigraphy and existing groundwater conditions, and their effects on groundwater movement underlying the reserve field,

0 to assess the quantity of effluent that could be disposed of in the reserve field,

0 to assess the potential mound height and seepage velocity resulting from the inflow of sewage effluent to the reserve field, and

0 to review the existing groundwater monitoring program.

OFFICES IN AUSTRALIA, CANADA. GERMANY. HUNGARY. ITALY. SWEDEN, UNITED KINGDOM. UNITED STATES

October 27, 1998 - 2 - 982-4 163 v 1.0 SITE CONDITIONS AND DEVELOPMENT

The site is located to the west of the existing Edelweiss Mobile Home Park and McClain Road, in Kelowna, B.C., as shown on Figure 1. It is our understanding that the primary and secondary fields are designed to receive approximately 142 m3/day of effluent subjected to secondary treatment. Currently, the three abandoned disposal fields, located approximately 300 m to the east of the existing disposal fields are considered the reserve disposal area for the Edelweiss Mobile Home Park. However, it is understood that consideration is being given to moving the reserve field to the area directly southeast of the existing primary and secondary disposal fields, as shown on Figure 2. The proposed reserve field area, which would remain undeveloped, would be such that it could accommodate effluent disposal volumes of approximately 142 m3/d in the event of primary or secondary field failure.

2.0 FIELD INVESTIGATION

2.1 Methodology

The field work was carried out between August 6 and September 29, 1998, and consisted of the excavation of several test pits and the drilling and installation of monitoring wells. A total of four test pits were excavated to depths ranging from 1.9 m to 3.1 m below the existing ground surface in the area of the reserve field. The three boreholes were drilled using a downhole hammer drill rig operated by Sandwell Drilling of Kelowna, B.C. and were extended to depths ranging from 3.4 to 5.5 m below ground surface. The locations of the test pits and boreholes are shown on Figure 2. All soil conditions were logged by a member of our technical staff, the details of which are contained in the attached Record of Test Pits and Record of Borehole log sheets (Appendix I).

In addition to the test pits, two percolation tests were carried out according to BC Ministry of Health guidelines in order to obtain estimates of soil percolation rates. The results of the percolation testing are presented in Table 1.

Representative samples of the soil deposits encountered in the test pits and boreholes were collected during the course of the investigation and returned to our Kelowna laboratory. Several samples were subjected to grain size analysis, the results of which are shown on Figure 3.

As part of this assessment, Golder also reviewed water levels in the new boreholes and current disposal volumes, to assess mounding under the current disposal conditions.

2.2 Soil Conditions

Based on the field investigations, the following provides a brief description of the sub- surface soil conditions encountered at the site.

Golder Associates

October 27, 1998 - 3 - 982-4 163

The general area of the disposal fields is underlain with a silty to gravely sand to depths ranging from 0.3 m at borehole MW98-3 to 0.9 m at MW98-2. Underlying the surficial sand deposit at MW98-1 is a fine to medium sand with a varying silt and gravel content, to a depth of 2.7 m below ground surface. This is followed by a sand and gravel layer, approximately 0.5 m in thickness to a depth of 3.2 m below ground surface. The sand and gravel deposit at MW98-1 is underlain by a dense silty, gravely sand till deposit, to a total depth of 3.4 m.

The surficial deposit of silty to gravely sand at boreholes MW98-2 and MW98-3 was underlain with a compact sand and gravel, with a variable silt, cobble and boulder content to depths of 5.2 m and 2.9 m, respectively. Similar to the soil conditions at MW98-1, the sand and gravel deposit at MW98-2 and Mw98-3 was followed by a dense silty, gravely till deposit, to depths of 5.5 m and 3.4 my respectively.

Based on the results of the test pit excavations, the area of the proposed reserve field is generally covered with a silty sand layer with some organics present. Underlying the thin surficial deposit is a sand and gravel deposit extending to depths ranging from 1.3 m in TPl to 2.5 m in TP4. The deposit contains varying amounts of organics, silt, cobbles, and boulders, and ranges in relative density from loose to dense. Underlying the sand and gravel at depths of 1.7 m to 2.5 m, a low permeability, dense to very dense glacial till deposit was encountered.

The detailed soil conditions encountered in the boreholes and test pits are contained in the attached Record of Borehole and Record of Test Pit log sheets.

2.3 Groundwater Conditions

No groundwater seepage was noted at any of the test pits at the time of the investigation. However, most of the test pits contained some moist layers, most notably test pits TP3 and TP4 where some moisture was noted up to the ground surface.

No groundwater seepage was noted within any of the boreholes during drilling. However, groundwater was observed in borehole MW98-2 on September 29, 1998, several days after the completion of the drilling/monitoring well installation program, at a depth of approximately 4.6 m below ground surface.

As noted in our previous investigation, the glacial till layer appears to slope to the northwest, and the results of the current investigation are consistent with this observation. The sloping, relatively impervious glacial till surface will likely influence the flow direction of effluent introduced from the reserve tile field, such that the effluent will follow the slope, towards the northwest.

It is anticipated that groundwater levels will be subject to seasonal variations, with peak levels occurring during spring run off.

Golder Associates

October 27, 1998 - 4 - 982-4 163

2.4 Percolation Rates

Test Number Depth (m)

Two percolation tests were conducted in the locations shown on Figure 2 in order to assess the soil percolation rate in the proposed reserve field area. The results of these tests are presented in the following table.

Time (minl25mm)

TABLE 1 Results of Percolation Testing

Test Pit

Mw98- 1 MW98-2

Sample Soil Depth K No. Description (m) (mls)

Sa 2 Sand and Gravel 3.0 3 ~ 1 0 - ~ Sa 1 Sand 1.5 2x 1 o - ~

The results of the percolation testing indicate that the soil is relatively permeable, and that a percolation rate of approximately 1 mid25 mm is representative of the site. A percolation rate of 5 mid25 mm has been used as a conservative percolation rate in the following calculations. It should be noted that this is a slightly faster rate than the 10 mid25 mm used in the previous report for the primary and secondary areas.

2.5 Hy d ra ulic Conduc tivi ty

The hydraulic conductivity of the sand and gravel deposit was estimated using Hazen’s formula, which is based on the D ~ O particle size extrapolated from grain size distribution curves. The hydraulic conductivity estimates are presented below.

TABLE 2 Estimates for Hvdraulic Conductivitv

The estimates for hydraulic conductivity based on Hazen’s formula ranges from m / s to 3 ~ 1 0 - ~ m/s. These estimates are similar to the average hydraulic conductivity of l ~ l O - ~ m/s used in the previous report, A hydraulic conductivity of Z X ~ O - ~ m / s has been considered representative of the sandy deposits underlying the site and was used in analysis of the proposed reserve field.

G older Associates

October 27, 1998 - 5 - 982-4 163

3.0 DISCUSSION

3.1 Field Sizing

The maximum volume of effluent which will be discharged into the proposed reserve tile field is 142 m3/day. Based on a conservative percolation rate of 5 mid25 mm and BC

nvironment guide s for discharge of effluent to land, an area of approximately 7 3,200 m2 (0.32 h d= is required for the reserve field. This is slightly less than the field size requirements provided in our previous report (approximately 3,760 m2 (0.4 ha)) due to a faster percolation rate measured in the proposed reserve area. A field size of approximately 107 m x 30 m has been used for the reserve tile field for the following calculations.

3.2 Hydraulic Conductivity

As an alternative means of assessing the hydraulic conductivity of the soils beneath the disposal area, the existing mound height beneath the primary and secondary disposal field areas, under current flow conditions, was evaluated. Groundwater was noted within borehole MW98-2, located on the northwesterddowngradient side of the secondary disposal field, at a depth of approximately 4.6 m below ground surface. The height of the groundwater above the till layer at MW98-2 was approximately 0.6 m. Based on this observed mound height beneath the existing disposal field, the hydraulic conductivity of the soils was assessed using the following equation (based on Darcy’s Law):

K = Q / (H x W x I) where Q (current effluent volume) = 45 m‘/d H (current height of mound) = 0.6 m W (width of existing disposal field) = 55 m I (inferred hydraulic gradient) = 0.1

As the dense till layer at the site is anticipated to form a basal layer for flow across the site, the hydraulic gradient has been assumed to equal the observed ape of the underlying till layer (approximately 0.1). Based on the above equation, t bJ ydraulic conductivity of the soils beneath the disposal area is approximately 2 ~ l O - ~ m/s. This is consistent with previous hydraulic conductivity estimates using Hazen’s formula.

3.3 Maximum Infiltration Capacity

The Maximum Infiltration Capacity (MIC) is dependent on the size of the disposal field and the permeability of the underlying soils. The MIC can be calculated with the following equation (based on Darcy’s Law).

MIC = A x K x CF where: A (area of proposed reserve field) = 3,200 m2 K (hydraulic conductivity) = 2 ~ 1 0 - ~ d s CF (clogging factor) = 0.5

Golder Associates

October 27, 1998 - 6 - 982-4 163

ed on the above, the MIC for the proposed reserve area is approximately 7 27,650 m'/day. This flow rate greatly exceeds the anticipated effluent flow volume of 142 rn'lday.

3.4 Natural Discharge Capacitv

The Natural Discharge Capacity (NDC) is the maximum volume of effluent that can seep away from the disposal area through the area of natural discharge. The NDC depends on the thickness of the soil material through which seepage will occur, the soil hydraulic conductivity, the hydraulic gradient or slope of the flow surface and the width of the seepage zone.

The NDC of effluent beneath the site is estimated using the following calculation (based on Darcy's Law):

I/ N D C = W x T x K x I where: W ( width of reserve field) = 107 m K (hydraulic conductivity) = Z X ~ O - ~ m / s I (hydraulic gradient for flow) = 0.1 T (unsaturated thickness) = 1.3 m

For the parameters noted above, the amount of effluent that could seep away from the area is approximately 240 m3/day, which is approximately 1.7 times greater than the estimated 142 m3/d of effluent. It should be noted that a conservative unsaturated soil thickness of approximately 1.3 m (TPI) was used in the above equation, and that the thickness of the unsaturated zone in the proposed reserve area increases to a maximum unsaturated soil thickness of approximately 2.9 m (MW98-3).

3.5 Effluent Mound HeiPht

The potential height of the effluent mound beneath the reserve area has been assessed using the following equation (based on Darcy's Law):

H = Q / (W x I x K) where Q (effluent volume) = 142 m3/d W (width of reserve field) = 107 m I (inferred hydraulic gradient) = 0.1 K (hydraulic conductivity) = ZxlO-' m/s

/ The potential height of the effluent mound is approximately 0.8 m, which is within the 1.3 m to 2.9 m of available unsaturated soil. It should be noted that this allows for a marginal factor of safety.

The potential height of the effluent mound was not evaluated using the computer program MOUNDHT. As the modeling program is based on the discharge of effluent onto an initially near horizontal, saturated surface, and as the till surface beneath the disposal area has a gradient of approximately 0.1 and is not saturated, it is our opinion that the

Golder Associates

October 27, 1998 - 7 - 982-4 163

MOUNDHT modeling program is not suitable for this scenario.

3.6 Effluent Flow Direction and Velocie

It is anticipated that the direction of effluent flow will be to the northwest, along the surface of the underlying glacial till. Assuming a hydraulic gradient equal to the obsemed slope for the till surface of 0.1, a hydraulic conductivity of m / s and an estimated

reserve field is estimated to be on the order of 5.7 m/d. porosity of 0.3, the average linear groundwater n the area of the proposed

It should be noted that the area of the primary and secondary tile fields lies down gradient from the reserve area, and as such, once the groundwater enters these areas it will behave as described in our previous report. In our previous report, estimates using the slightly lower hydraulic conductivity of l ~ l O - ~ m/s suggested a flow velocity of approximately 2 d d .

4.0 GROUNDWATER MONITORING

Groundwater monitoring is typically undertaken with a background well and a downgradient well in order to assess the impact on local groundwater quality. Due to the fact that groundwater is not present above the glacial till layer, background water quality cannot be measured. Additionally, boreholes Mw98-1, MW98-2 and W 9 8 - 3 are adequately located to provide downgradient water level and water quality sampling, as well as monitor groundwater mounding in the primary, secondary, and reserve fields.

As outlined in our previous report, water elevations should be monitored on a monthly basis during the first year of operation, with additional monitoring depending on these results. Groundwater samples should be collected after the first six months of operation, and on a semi-annual basis thereafter. Groundwater samples should be analyzed for conductivity, pH, chloride, nitrate, nitrite, ammonia, total nitrogen, total phosphorous, dissolved phosphorous, ortho-phosphate and total and fecal coliform. The results of the groundwater monitoring program should be reviewed by a qualified hydrogeologist.

5.0 CONCLUSIONS AND RECOMMENDATIONS

Based on the results of the hydrogeological investigation undertaken in the area of the reserve septic disposal field for Edelweiss Mobile Home Park, the following conclusions are provided.

Soil conditions encountered in the field generally consist of sand and gravel overlying a low permeability layer of glacial till. The thickness of the sand and gravel was between 1.3 m and 2.9 m.

Groundwater was only encountered at MW98-2 during the course of the investigation. Groundwater levels are expected to fluctuate due to seasonal variations, effluent

Golder Associates

October 27, 1998 - 8 - 982-4 163

disposal volumes and due to which disposal field (primary or secondary) is being used.

0 The required size for the proposed reserve field based on a percolation rate of 5 min/25 mm, and discharge flows of 142 m3/day is 3200 m2. There appears to be sufficient area at the site for the reserve field. /

0 The maximum infiltration capacity of the proposed reserve area was estimated to be approximately 27,650 m ' l d a w

The natural discharge capacity of the proposed reserve field area was estimated to be approximately 240 m3/d. Y"

Groundwater mounding beneath the proposed reserve area is anticipated to be on the order of 0.8 my which is within the minimum available unsaturated zone of 1.3 m. L/

0 The average groundwater velocity beneath the proposed reserve field was estimated to be approximately 5.7 &day following the slope of the glacial till surface. r / '

0 Groundwater wells are adequately located to provide water level and water chemistry data for the primary and secondary fields, as well as monitor the development of V' groundwater mounding. Groundwater sampling, as discussed above, should be undertaken on a semi-annual basis, with results reviewed by a qualified hydrogeologist.

We trust the foregoing provides you with the information that you require at this time. Should you have any questions, please do not hesitate to contact the undersigned.

Yours truly,

GOLDER ASSOCIATES LTD.

B. Carlsen, P. Eng. Principal, Ofice Manager

Encl. JF/WSO/BC/mh N :\ 1 99 8.1 00'8 8 2 -4 1 6 3 \OCT-LET. DOC

Golder Associates

LOCATION PLAN Figure 1

Scale 1:50.000 Ref. Map: Kelowna 82Ef 14

Golder Associates

LEGEND

6- - Approximate test pit location TP1

)’,/(LEASED LAND)’ , / ABANDONED,’ ,/’ f / / ,’ I‘ , 1 , ; ( I I I I ’ I I

{ , ‘ , ‘ / I / , , , I , , , ’ , , - I

L 2- -,- -/- -.- - I _ _ L - L

’ , , / / ’ , , I .

0 100 (meters)

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a7

PLAN 1247

@ - Approximate monitoring well location MW 98-1 (90,476) - Relative elevation (m)

A - Approximote percolation test location. PT1

89,000 - Glacial T i l l elevation contour line (m).

4- - Glacial T i l l down gradient slope direction

\ I

PLAN \ 1247

EDELWEISS VILLAGE MOBILE HOME PARK McCLAlN ROAD, KELOWNA. B.C.

aa

\ I

Scale 1 : 2500 Note: Reference drawinq provided by Olond Enqineerinq

100

90

80

70 Z Q I c

GO [I. W z H

50 c z W

40 U W a

30

20

10

0

I

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S i z e o f opening. inches 18" 12" 6" 3"

, 314' 3,; I

u 100

BOULDER SIZE

U S S sieve size. meshes/inch

4 10 20 40 GO 100

I I I I

COBBLE coarse I m e d ~ u m I f ~ n e coarse I medlum I flne f i n e grained

SIZE GRAVEL SIZE SAND SIZE S I L T SIZE C L A Y SIZE

l :o G R A I N SIZE,

200

mm

N I T . GRAIN S I Z E SCALE

~~

LEGEND - MW 98-1 a t 1 . 5 rn

I----- -t MW 98-2 a t 3 . 0 rn

1 0.003

I

-

0.01 1

G o l d e r Associates

0 I) D

Z cn N m 0

cn --I n m C -I

0 Z

H

H

H

H

H

Loose brown SILT and SAND, some organics, TP 1

TP2

TP3

0 - 0.1

0.1 - 0.5

0.5 - 1.3

1.3 - 2.1

0 - 0.4

0.4 - 0.8

0.8 - 1.5

1.5 - 1.8

1.8 - 2.4

0 - 1.7

1.7 - 2.5

trace gravel.

Loose to compact brown silty SAND and GRAVEL with cobbles and boulders, trace roots and rootlets.

Loose to compact brown medium to coarse SAND and GRAVEL with cobbles and boulders, trace to some silt, occasional rootlets.

Dense to very dense brown silty gravelly SAND with cobbles (TILL).

Compact brown silty gravelly SAND, trace roots and organics.

Compact brown SAND and GRAVEL, trace silt with cobbles, occaisional rootlets.

Loose to compact brown silty SAND, trace to some gravel, some silt.

Compact to dense brown SAND and GRAVEL, some silt, cobbles and boulders.

Dense to very dense grey brown silty gravelly SAND with cobbles (TILL).

Compact brown fine to course SAND and GRAVEL, trace silt with cobbles and boulders.

Dense to very dense grey brown silty gravelly SAND, with cobbles (TILL).

Sal 10.45m

Sa2 I 1.9m

Sal I 0.7m

Sa2 I 1.2m

Sa3 I 1.8m

Sal 10.9m

Golder Associates

0 - 1.9

1.9 - 2.5

2.5 - 3.1

Compact brown SAND and GRAVEL, with cobbles and boulderstrace to some silt, trace rootlets to 1.2 m.

Compact to dense brown SAND and GRAVEL, some silt with cobbles and boulders,

Dense to very dense grey brown silty gravelly SAND, with cobbles (TILL).

Sal / 1.6m

Sa2 l3.0m

Golder Associates

PROJECT

PROJECT LOCATION:

PROJECT NUMBER:

Edelweiss RECORD OF BOREHOLE MW 98-1 SHEET: 1 OF 1

Kelowna. B.C. BORING DATE September 24, 1998 DATUM:

982-4163 BORING LOCATION: See Figure 2 BOREHOLE TYPE: D.H.Hammer SE - 2 P E a W n

-

ler Hammer: 63.5 kg., Drop 0.76m.

SOIL PROFILE SAMPLES PENETRATION RESISTANCE BLOWSl0.3m -

I I I I

WATER CONTENT, PERCENT WP l-?-l v+l

DESCRIPTION BLOWS I 0.15rn.

GROUNS SURFACE

Compact dry to moist brown silty, gravelly SAND, occasional organics. (TOPSOIL)

Loose moist brown fine to medium SAND, trace silt interlayered with brown fine to medium SAND, trace coarse sand, gravel and silt

Compact moist brown SAND and GRAVEL. trace silt with cobbles and boulders.

Dense moist grey brown silty. gravelly SAND. (TILL)

END OF HOLE

6

7

9

10

- ?ILL RIG: D.H.Hamrner 3ILLING CONTRACTOR. Sandwell ?ILLER: rh

I

1 LOGGED: ar

I CHECKED wso

DATE: September 28/98 Golder Associates

~

PROJECT: Edelweiss

PROJECT LOCATION: Kelowna B.C.

PROJECT NUMBER: 982-4163

sa - W

i

L i . 8

E .

6

7

9

er Hammer: 63.5 kg., Drop 0.76m.

~~

RECORD OF BOREHOLE MW 98-2 SHEET: 1 OF 1

BORING DATE: September 24, 1998 DATUM:

BORING LOCATION: See Figure 2 BOREHOLE TYPE: D.H. Hammer

SOIL PROFILE

DESCRIPTION 1 1 1 -

Ground Surface I Loose dry to moist brown fine to medium SAND, trace silt and gravel.

SAMPLES

BLOWS I 0.15rn.

4,9,11

Golder Associates

PENETRATION RESISTANCE BLOWS10.3m -

I I I I

WATER CONTENT. PERCENT

10

- )RIU RIG: D.H. Hammer RILUNG CONTRACTOR: Sandwell kRILLER: rh

J

LOGGED: ar

PIEZOMETER OR

STANDPIPE INSTALLATlON

I CHECKED: wso

DATE: September 28/88

PROJECT: Edelweiss RECORD OF BOREHOLE MW 98-3 SHEET: 1 OF 1

PROJECT LOCATION: Kelowna. B.C. BORING DATE: September 24, 1998 DATUM:

BORING LOCATION: See Figure 2 BOREHOLE TYPE: D.H.Hammer PROJECT NUMBER: 982-4163

-

-

CHECKED: wso DATE: September 24/98

Sac - 5

t- x

4 u = E

0

1

2

3

4

5

6

7

8

9

10

-

ler Hammer: 63.5 kg.. Drop 0.76m.

SOIL PROFILE ~~

DESCRIPTION

Ground Surface Loose dty to moist brown silly SAND, trace to some organics. (TOPSOIL)

Compact ddry to moist brown SAND and GRAVEL, trace silt with cobbles and boulders.

Dense moist grey brown silty, gravelly SAND. (TILL)

END OF HOLE

)RILL RIG: D.H.Hammer )RILLING CONTRACTOR: Sandwell RILLER: rh

ELEV

SAMPLES

BLOWS I 0.15m.

Golder Associates

PENETRATION RESISTANCE BLOWS10.3m -

WATER CONTENT, PERCENT WP }-?-I wl

LOGG

PIEZOMETER OR

STANDPIPE INSTAWTION

Concreted in Well Box

Cuttings

Bentonite Seal

Cuttings 8 Frac Sand

50mm Sld PVC Plpe

u, .. .. ._ . . ..

Colder Associates Ltd.

243-1889 Springfield Road Kelowna, BC., Canada VIY 5V5 Telephone (604) 860-8424 Fax (604) 860-9874

REPORT ON

HYDROGEOLOGICAL INVESTIGATION FOR EFFLUENT DISPOSAL

EDELWEISS VILLAGE MOBILE HOME PARK

MCCLAIN ROAD

KELOWNA, BRITISH COLUMBIA

Submitted to:

Edelweiss Village Mobile Home Park c/o 3 1275 Coglan Place

Abbotsford, B.C. VZT 5G1

DISTRIBUTION:

4 copies - Edelweiss Village Mobile Home Park Abbotsford, B.C.

2 copies - Golder Associates Ltd. Kelowna, B . C .

January 13, 1997 962-4232

OFFICES IN AUSTRALIA, CANADA, GERMANY, HUNGARY, ITALY. SWEDEN. UNITED KINGDOM. UNITED STATES

Goider Associates Ltd.

243-1889 Springfield Road Kelowno, B.C., Canada VIY 5V5 Telephone (604) 860-8424 FOX (604) 860-9874

January 13, 1997 Our Ref: 962-4232

Edelweiss Village Mobile Home Park c/o 3 1275 Coglan Place Abbotsford, B.C. V2T 5G1

Attention: Mr. Norm Sangha

RE: HYDROGEOLOGICAL INVESTIGATION FOR EFFLUENT DISPOSAL EDELWEISS VILLAGE MOBILE HOME PARK McCLAIN ROAD, KELOWNA, BRITISH COLUMBIA

Dear Sirs:

This report presents the results of a hydrogeological investigation conducted by Golder Associates Ltd. (Golder) regarding the feasibility of proposed effluent disposal fields for the Edelweiss Mobile Home Park on McClain Road in Kelowna, B.C. The location of the site is shown is on Figure 1. The purpose of the investigation was to assess the suitability of an area on the west side of McClain Road and approximately 50 metres west of the mobile home park in accordance with the requirements of the B.C. Ministry of Environment (BCE). The specific objectives of this investigation were:

0 to assess the quantity of effluent that could be disposed of in the designated disposal field area

0 to assess the potential height of the effluent mound and seepage velocity

0 to review the total phosphorous removal capacity of the soil materials that underlie the disposal field area

0 to assess whether soil stability problems or breakout of effluent will occur on the subject property or neighbouring properties and whether effluent from the proposed field will impact potential downgradient receptors such as wells, lakes or rivers .

~ ~ ~~

OFFICES IN AUSTRALIA, CANADA, GERMANY, HUNGARY, ITALY, SWEDEN, UNITED KINGDOM, UNITED STATES

January 13, 1997 - 2 - 962-4232

1.0 SITE LOCATION AND DEVELOPMENT

The proposed septic disposal area is located along the northwest side of McClain Road, to the west of the existing Edelweiss Mobile Home Park. The site is approximately 1.4 ha (3.5 acres) in area and is bounded by McClain Road to the southeast, a steep embankment to the northeast and private property to the southwest and northwest.

The topography of the site is gently sloping on the order of 5 degrees toward the northeast. Further to the northeast and potentially downgradient of the site, the slope of the land increases to on the order of 10 degrees. The site has been cleared and is sparsely vegetated with grasses and a few low-lying bushes.

It is our understanding that the disposal fields will be designed to accommodate 120 m3/day (27,000 IGPD). This estimated flow is derived on the basis of Ministry of He criteria of 1.136 m3/day-unit (250 IGPD/unit) and a total of 108 units. is hrther understood that the effluent will be processed in a secondary treatment plant, and that the level of treatment will, at a minimum, meit the criteria of biological oxygen demand (BOD) of 45 mg/L and suspended solids (SS) of 60 m a .

98% 2 50 =

c & ! ~ ~ @ ~ ~ rO LrM, +-

2.0 METHODOLOGY

The field investigation was conducted between December 9, 1996 and January 7, 1997 and consisted of borehole drilling, monitoring well installations, test pit excavations, field percolation testing, field hydraulic conductivity testing and laboratory testing.

A total of three boreholes were drilled on December 10 and 11, 1997 using a down hole hammer drill rig supplied and operated by Faasse’s Drilling of Kelowna, B.C. The boreholes were drilled to depths ranging from 3.6 to 6.2 metres below ground surface at the locations shown on Figure 1. Monitoring wells were installed within the boreholes and were constructed of 51 mm washed and wrapped PVC pipe and fitted with 1.5 m long, 10-slot well screens surrounded by native sand. A bentonite seal was placed above the well screen and the boreholes were then backfilled with a mixture of bentonite chips and cuttings to ground surface. All soil conditions were observed and logged by a member of our technical staff The details of well construction and descriptions of soil conditions within the boreholes can be found on the attached Record of Borehole sheets in Appendix I.

To fbrther investigate the subsurface soil conditions at the site and determine the approximate slope of the underlying dense till layer in the area of the proposed field, four test pits were excavated between December 12, 1996 and January 2, 1997, to the approximate depths ranging from 2.7 m to 4.5 m below ground surface. Test pit locations are shown on Figure 1. All soil conditions were logged by a member of our technical staff. The details of soil conditions encountered in the test pits can be found on the attached Record of Test Pits sheets included in Appendix I.

Golder Associates

January 13, 1997 - 3 - 962-4232

In order to obtain estimates of soil percolation rates, percolation testing was conducted according to the B.C. Ministry of Health guidelines at two locations shown on Figure 1. The results of soil percolation testing along with the soil conditions encountered in each test pit are included on Table 2.

Representative samples of various in situ deposits were obtained during borehole drilling. Four samples were analyzed for grain size distribution and the results provided in Figures 3 and 4. In addition, one sample collected during the percolation testing was submitted to Chemac Environmental Services in Kelowna, B.C. for analyses of phosphorous adsorption capacity. The results of phosphorous adsorption testing are included in Appendix 11.

During borehole drilling at BH96-3, field hydraulic conductivity testing was performed at depths of 1.5 m and 6.2 m below ground surface using the cased auger hole method described in “Surveys and Investigations, Chapter 24 - Determining Hydraulic Conductivity of Soils” edited by J. Kessler and R.J. Oosterbaan. The results of the field hydraulic conductivity testing are presented in Table 1 along with estimates of hydraulic conductivity determined from grainsize analyses and results obtained during previous investigations conducted by Golder at the site.

3.0 SITE CONDITIONS

3.1 Soil Conditions

Based on information obtained from the borehole drilling and test pit excavations as well as a review of other work performed by Golder at the site, the proposed disposal field is underlain by varying deposits of loose sand and gravel and dense to very dense silty till.

Three boreholes, BH96-1, BH96-2 and BH96-3, were drilled to depths of 3.6 m, 6.2 m and 6.2 m below ground surface, respectively. BH96-1 encountered a surficial layer of organic rich silt extending to depth of 0.15 m. The surficial silt layer was underlain by a loose sand and gravel from approximately 0.15 m to 1.7 m. Beneath the sand and gravel, a compact silty sand was encountered from approximately 1.7 m to 2.1 m and a dense silt till was encountered from 2.1 m to the base of the borehole at 3.6 m below ground surface. BH96-2 encountered a surficial organic layer to a depth of 0.15 m. The organic silt layer was underlain by a layer of sand and gravel with a trace of silt from approximately 0.15 m to 4.0 m and a dense silt till from approximately 4.1 m to the base of the borehole at 6.2 m below ground surface. BH96-3 encountered a surficial organic layer to a depth of 0.15 m. The organic silt layer was underlain by a layer of sand and gravel with a trace of silt from approximately 0.15 m to 3.0 m and a dense silt till from approximately 3.0 m to the base of the borehole at 6.2 m below ground surface. Details of the subsurface conditions encountered in each borehole are shown on the Record of Borehole sheets in Appendix I.

Golder Associates

January 13, 1997 - 4 - 962-4232

Test Number PT 1

Four test pits, TP96-1, TP96-2, TP96-3 and TP96-4, were excavated to depths of 4.5 m, 3.0 m, 2.7 m and 3.4 m below ground surface, respectively. In general, the test pits encountered a surficial layer of organic rich silt to a depth of approximately 0.2 m. Beneath the surficial silt, the test pits encountered a loose sand layer with some gravel. In test pits TP96-1 to 3, the loose sand layer was underlain by a dense to very dense silty till layer encountered at depths of 4.3 m, 2.8 m and 0.8 m, respectively, and extended to the base of the test pits. In TP96-4, located approximately 110 m northwest of the site, a dense sand and gravel with cobbles and boulders was encountered beneath the surficial silt and sand layers that extended to the base of the test pit. Based on previous work conducted by Golder in the site area, TP96-4 is likely located in the vicinity of a former glacial meltwater channel that approximately follows the valley floor.

Depth (m) Time (minuteshnch) 0.56 13

A cross section showing the approximate borehole and test pit locations and the soil conditions encountered in the subsurface is illustrated on Figure 2.

3.2 Groundwater Conditions

All boreholes and the test pits in the vicinity of the proposed new tile fields were dry during this investigation. BH96- 1 and BH96-2 indicated that soil conditions beneath the site were dry to a depth of greater than 6 metres below ground surface. However, with the exception of test pit TP96-4, all boreholes and test pits encountered a dense silt till which will likely act as a lower boundary for flow in the site area. Based on the elevation of the till layer encountered in the test pits, the slope of the underlying till layer is estimated to be toward the northwest. As such, the flow direction of effluent water introduced to the ground in the area of the site is anticipated to follow the underlying till surface toward the northwest.

The general topography of the area suggests that regional groundwater flow is also toward the northwest, following the gentle slope of glacial meltwater channel located in the valley immediately north-northwest of the site.

3.3 Percolation Rates

Two percolation tests were conducted in the area of the proposed disposal fields at the locations shown on Figure 1. The results of the percolation tests are presented in the following table:

Table 1. Results of Percolation Testing

The results of the percolation testing indicate that a percolation rate on the order of 10 minuteshnch is representative of soils in the area of the site.

Golder Associates

January 13, 1997 - 5 - 962-4232

3.4 Hydraulic Conductivity

The hydraulic conductivity has been estimated for the soils in the area of proposed disposal field. The average hydraulic conductivity of the sand and gravel deposits was estimated using Hazen's formula based on the D,, size from the grain size distribution curves and cased borehole tests in the field. In addition, hydraulic conductivity estimates obtained from falling head tests previously conducted by Golder at the site have also been evaluated. The hydraulic conductivity estimates are presented in the following table:

Table 2. Estimates for Hydraulic Conductivity

The observed estimates for hydraulic conductivity across the site ranged from a high of 4 x m / s for the upper sand to a low of 1 x 10-8 m / s for the underlying till. The results indicate that a geometric mean for the hydraulic conductivity of the upper sand is on the order of 1 x 1 0-4 m / s while a geometric mean for the underlying till layer is on the order of 2 x 10-8 m / s .

4.0 DISCUSSION

4.1 Field Sizing

I

Q(L: The proposed disposal system would discharge a maximum effluent flow of approximately 120 m3/day (27,000 IGPD) of treated effluent i disposal fields. Based on the percolation test results (10 midin) and BC En ii" ironment guidelines for discharge of effluent to land, an area of approximately 3,760'm2 (0.4 ha) is required for each field. While the area of the property area is estimated to be on the order of 1.4 ha, the actual area of the site suitable for effluent disposal is much less, and is on the order of 0.8 ha. This is due to the overlying permeable sand layer becoming quite thin (on the order of 1 m thick) along the southeast edge of the site.

BC Environment requirements for land discharge of effluent typically include a primary field, a secondary field and a standby area where field could be constructed. As the area requirement for each field is approximately 0.4 ha and, as the area suitable for constructing

Golder Associates

fields is approximately 0.8 ha, only the primary and secondary fields can be constructed. Potential field locations for the primary and secondary fields are shown on Figure 1. As there are already two disposal fields constructed at the site, the possibility exists that these fields could serve as standby field areas.

For the following calculations a field area of 3,760 m2, an effluent flow volume of 120 m3/day (27,000 IGPD), a horizontal hydraulic conductivity of 1 x 10-4 m / s and a vertical hydraulic conductivity of 1 x m / s have been assumed.

4.2 Maximum Infiltration Capacity

The Maximum Infiltration Capacity (MIC) is dependent on the size of the disposal field and the permeability of the underlying soils. The MIC can be calculated with the following relation (based on Darcy's Law):

MIC = A x K x CF where: A (area of disposal field) = 3,760 m2 K, (vertical hydraulic conductivity) = 1 x 10-5 m / s CF (Clogging Factor) = 0.5

Based on the above, the MIC for the disposal area is 1,625 m3/day (357,000 IGPD) which is approximately 13 times greater than the anticipated effluent flow volume of 120 m3/day (27,000 IGPD). Thus, the current design of the subsurface disposal fields is considered adequate with regard to the MIC.

4.3

The Natural Discharge Capacity (NDC) is the maximum volume of effluent that can seep Lmo4,Ji# away from the disposal area through the area of natural discharge. The NDC depends on the thickness of the soil material through which seepage will occur, the soil hydraulic conductivity, the hydraulic gradient or slope of the flow surface and the width of the seepage zone. As the dense till layer at the site is anticipated to form a basal layer for flow across the site, the hydraulic gradient has been assumed to equal the observed slope of the underlying till layer (approximately 0.07).

Natural Dischawe Capacity and Groundwater Mounding A = 0.69,

The NDC calculation can be used to estimate the maximum mound height that is ldanticipated to develop beneath the disposal fields for the proposed flow volume of

120'm3/day (27,000 IGPD) by using the following relation (based on Darcy's Law):

NDC = W x Height x K x I fl

where: W ( width of seepage zone) = 125 m K (hydraulic conductivity) = 1 x I (hydraulic gradient for flow) = 0.07 Height = anticipated mound height (m)

m / s

For a flow of 120 m3/day and the parameters noted above, the maximum moundJeight estimated to develop in the area of the site is calculated to be in the order of 1.6 6, which

1254 x h x 0.07xt0C4& s%mf - I.'& Golder Associates -

Januarv 13. 1997 - 7 - 962-4232

is approximately 1 m less than the average available depth of 2.6 m in the immediate area of the proposed disposal fields and the groundwater mounding is not predicted to reach the ground surface at the site.

4.4 Y= _- L I' = ,OOO\ mh )< &,%c)so$JY a 0 7

h 0.3 Effluent Flow Direction and Velocity

= 2.042 In general, the direction of effluent flow will be towards the northwest, hong the underlying till surface as shown on Figures 1 and 2. Assuming a hydraulic gradient equal to the observed slope for the till surface of 0.07, a hydraulic conductivity of 1 x 10-4 m / s and an estimated porosity of 0.3, the average linear groundwater velocity along the till surface is estimated to be on the order of 2 &day.

4.5 v'

Potential ImDact on Surrounding ProDerties

Based on the results of a review of the BCE Water Well records for the area of the proposed disposal field, no water wells were identified in the downgradient area of the site. In addition, the nearest potential surface water receptor was identified as Rumohr Creek, located approximately 2 km to the west northwest of the site. The potential fo/ impact to the identified downgradient receptors is considered very low. Local variations in the surface of the underlying till layer, which act as a lower boundary for flow across the site, may result in some mounding below the ground surface. However, carehl monitoring of groundwater conditions in the site area should be performed during the operational period of disposal fields at the site to confirm the results of the investigation.

4.6 PhosDhorous SorDtion

Phosphorus adsorption testing (Appendix 11) indicates that soil has some inherent capacity for removal of phosphorus. Detailed monitoring of groundwater in the monitoring wells, as discussed below, will be required to determine actual phosphorus removal at the site.

5.0 CONCLUSIONS AND RECOMMENDATIONS

It is our understanding that it is proposed to dispose of approximately 120 m3/day (27,000 IGPD) of treated effluent to the proposed disposal area and that the level of treatment will, at a minimum, meet the criteria of BOD of 45 mg/L and suspended solids of 60 mgL.

The following summarizes the results of the investigation:

0 Soil conditions in the proposed field area generally consist of sand with variable gravel and silt content. A dense underlying silt till, anticipated to act as an underlying barrier to groundwater flow, was identified in the field area at a depth of approximately 2.6 m below ground surface. The underlying till was not

Golder Associates

January 13, 1997 - 8 - 962-4232

observed in test pit TP96-4, located approximately 110 m downgradient of the site, that extended to a depth of approximately 3.4 m below ground surface.

0 Groundwater was not encountered in any boreholes or test pits at the site indicating that the groundwater table was greater than 6.2 m below ground surface in the proposed disposal field area.

0 Proposed field sizing, based on a 10 midinch average percolation rate and maximum effluent volumes of 120 m3/day (27,000 IGPD) is 3,760 m2 (0.4 ha). The proposed disposal area can accommodate the primary and secondary fields (0.8 ha total), however, there is insufficient area for the additional standby field. As two disposal fields have previously been constructed at the site in other locations, we propose that these be considered for the standby area.

0 The maximum infiltration capacity for the disposal area was calculated to be approximately 1,625 m3/day (357,000 IGPD) which is 13 times greater than the anticipated effluent flow of 120 m3/day (27,000 IGPD).

0 The height of the groundwater mound anticipated to occur beneath the field has been estimated to be on the order of 1.6 m, which is approximately 1 m less than the estimated thickness of the permeable loose sand layer in the site area of 2.6 m.

0 The average groundwater velocity through the soil along the top of the underlying till layer was estimated to be on the order of 2 m per day based on the estimated slope of the underlying dense till beneath the site.

0 Based on the results of the investigation, the potential for impact of the disposal of treated effluent on downgradient properties and receptors is low. Carehl monitoring of groundwater levels during operation of the disposal fields at the proposed site is recommended. Water level elevations should be measured in BH96-1, BH96-2 and BH96-3 on a monthly basis during the first year. Further monitoring schedules will depend on the results of the initial data. In addition, groundwater samples should be collected from BH96-3 after the first six months of operation disposal fields, and on a semi-annual basis thereafter. Groundwater samples should be analyzed for conductivity, pH, chloride, nitrate, nitrite, ammonia, total nitrogen, total phosphorous, dissolved phosphorous and ortho- phosphate. In addition, the results of the groundwater monitoring program should be reviewed by a qualified hydrogeologist.

Golder Associates

January 13, 1997 - 9 - 962-4232

We trust the foregoing provides you with the information that you require at this time. Should you have any questions please do not hesitate to contact the undersigned at your earliest convenience.

Yours truly,

GOLDER ASSOCIATES LTD. /

Hydrogeologist c

W.S. Orth, M.Sc. Hydrogeologist

B. Carlsen, P. Eng. Principal & Kelowna Office Manager

DGT/WS O/BC/pjc Encl. d:\l996.200W62-4232\jan97rpt.d0~

Golder Associates

SITE PLAN

A - Percolation test location (approximate) PT2

Figure 1

BH 1-5 and TP 1-3 are previously investigated areas.

-$- - Borehole location (approximate) BH96-2

-& - Testpit location (approximate) Scale 1:2500 TP96-1 '

Golder Associates

A’ A

I I

SECTION A - A Scole 1 : 1000 (Horizonlol)

Scole 1:500 (Verticol)

PROJECT NO. 962-4232 DRAWN RE REVIEWED DATE D e c . / 9 6

I I

BOULDER COBBLE coarse 1 medium I flne S I Z E S I Z E GRAVEL S I Z E

H I T . G R A I N SIZE SCALE

I I I grained coarse I medium I f ~ n e f ]ne

S I L T S I Z E C L A Y S I Z E SAND SIZE

S i z e o f opening.

l B " 1 2 " 6" 3" I

IO0

inches

I

7 \

U .S S sieve size. meshes/inch

4 10 20 40 60 100 200

I

0 . 1 iilii I

LEGEND - BH 96-1, 3 . 0 - 3 . 6 m

+- -t BH 96-2, 1 . 5 - 2 . I m -1 e--+ BH 96-2, 3.0-3 .6m

0 . 0 1 0 . 3 1 0.0 1 GRAIN S I Z E , mm

I

G o l d e r Associates

G) n P

Z ul

N m 0

ul -1 D

m C -1

0 Z

H

H

H

H

H

PROJECT N0.962-4232 DRAWN RE REVIEWED DATE Oec./96

I I c o a r s e I medium I f i n e

BOULDER COBBLE S I Z E S I Z E GRAVEL S I Z E

M . I . T . GRAIN SIZE SCALE

I I I c o a r s e I medium I f i n e f i n e gr a 1 ned

SAND S I Z E S I L T S I Z E C L A Y S I Z E

Size o f opening. inches u.S S s i e v e size. meshes/incn

10 20 40 60 100 200

GRAIN SIZE,

Tr,l 0

mm .

LEGEND

+--+ BH 96-2, 4.5-5 I m

1 0 .001 0.0

Go 1 d e r Assoc i a t es

~

0 n D

Z ul N m 0

c/) --I n m C --I

0 Z

H

H

H

H

H

APPENDIX I

0.0 - 0.3

0.3 - 2.1

2.1 - 4.3

4.3 - 4.5

0.0 - 0.15

0.15 - 0.5

0.5 - 2.8

2.8 - 3.0

0.0 - 0.15

0.15- 0.8

0.8 - 2.7

0.0 - 0.8

0.8 - 1.5

1.5 - 3.4

Loose brown organic SILT with rootlets.

Loose brown SAND and GRAVEL with occasional to some cobbles and occasional boulders.

Loose to compact fine to mediuni SAND with sand and gravel lenses.

Dense to very dense grey-brown SILT with some sand and gravel. (TILL)

Loose dark brown organic SILT with rootlets.

Loose brown fine SAND with some silt.

Loose brown fine to medium gravelly SAND with sand and gravel lenses.

Very dense grey-brown SILT and SAND with some gravel and occasional cobbles. (TILL)

Loose dark brown organic SILT with rootlets.

Loose grey well graded SAND and GRAVEL with occasional cobbles.

Very dense grey-brown SILT and SAND with some gravel and occasional cobbles. (TILL)

Loose brown silty SAND and GRAVEL with occasional cobbles and some boulders. (450mni max.)

Compact brown SAND and GRAVEL with a trace to some silt and occasional cobbles and boulders.

Dense brown SAND and GRAVEL with occasional cobbles and boulders.

Golder Associates

SHEET: 1 OF 1 PROJECT EDELWEISS RECORD OF BOREHOLE BH96-1

Smm W C

PROJECT LOCATION: Kelowna B.C. BORING DATE: Dec. 10/96

PROJECT NUMBER: 962-4232 BORING LOCATION: Kelowna B.C.

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

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

. . . . . . . . . . . . . . . . . . . . . . ..... ..... . . *. . . . .

. . . . . . . .

. . . . '. : y.

ler Hammer: 63.5 kg.. Drop 0.76111

;lotted .. : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ......

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

.....

SOIL PROFILE

:: . . . . . . . . . . . . . . . .

DESCRIPTION

GROUND SURFACE Loose brown organic SILT.

Loose brown SAND and GRAVEL

Compact brown silty SAND.

Dense grey-brown silly SAND with trace gravel grading to a very dense grey-brown SILT with some sand and gravel. (TILL)

END OF BOREHOLE.

DRILL RIG: Faases DRILLING CONTRACTOR: Faases DRILLER: Rob

SAMPLES

BLOWS I 0.15111.

12,14,20.40

Golder Associates

DATUM: Relative

BOREHOLE N P E : Stratex

PENETRATION RESISTANCE BLOWW0.3m -

I I I I

WATER CONTENT, PERCENT 2 4 w WP 5 ' 10

15 ' 20

Moni 12/9(

-

Dee.

LOGGED: RE CHECKED: DATE: Dec. 10/96

PIEZOMETER OR

STANDPIPE INSTALLATION

-rac ;and

PROJECT EDELWEISS RECORD OF BOREHOLE BH96-2 SHEET: 1 OF 1

PROJECT LOCATION: Kelowna B.C.

PROJECT NUMBER: 962-4232

BORING DATE: Dec. 10196

BORING LOCATION: Kelowna B.C.

DATUM: Relative

BOREHOLE TYPE: Stratex ler Hammer: 63.5 kg., Drop 0.76111.

SOIL PROFILE SAMPLES

BLOWS I

PENETPATION RESISTANCE BLOWK).3m -

PIEZOMETER OR

STANDPIPE INSTAUATION

DESCRIPTION I t I I

5 ' 10 15 ' 20 WATER CONTENT, PERCENT 2 4 wl WP

I GROUND SURFACE I Loose brown organic SILT.

I:

trace of silt and gravel.

Compact to dense grey-brown SILT with some sand and gravel. (TILL)

- 4.K

- 6.20

. . . .

. . . . . . . .

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

?ac . . . . * . ., . . . . . . . . . . . . . . . . . . . .

10,14,9,11

35

IILL RIG: Faases IILUNG CONTRACTOR: Faases IILLER: Rob

LOGGED: RE CHECKED: DATE: Dec. 10/96 Golder Associates

i

50rnm W C Slotted

PROJECT: EDELWEISS RECORD OF BOREHOLE BH96-3 SHEET: 1 OF 1

. . . . . ..... ..... ..... ..... ..... . . . . . ..... . . . . . . ..... . . . . . ..... . . . . . . . . . . . . . . . . . ..... . . . . . . . . . . . . . . . . . . - . . . . . . . . . . . . . . . . . . . . . . . . . . .

-.* : .': ... : :.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - . . . . . . . . . . . . . . . . . . . ..... ...... ..... . . . . . . . ...... .....

. . . .

..... . . . . . . . ..... ...... ..... . . . . . . . ..... ...... ..... ...... - ..... ...... ..... . . . . . . . ....... ..... ...... ..... ..... ...... . . . . . . ...... ..... ...... . . . . . . ...... ..... ...... ...... ..... ...... ...... ..... ...... . . . . . . ...... ...... ...... ..... ...... ...... ...... ......

..... -

. . . . . .

..... . . . . . .

. . . . . .

.....

..... -

PROJECT LOCATION: Kelowna B.C. BORING DATE: Dec. 11/96

PROJECT NUMBER: 962-4232 BORING LOCATION: Kelowna B.C.

Bentonite Seal

-

-

er Hammer: 63.5 kg.. Drop 0.76m.

SOIL PROFILE

DESCRIPTION

GROUND SURFACE Loose brown oraanic SILT.

Compact brown gravelly SAND with occasional cobbles.

Dense to very dense brown SILT and SAND with some gravel and some cobbles. FILL)

END OF BOREHOLE.

WILL RIG: Faases JRILUNG CONTRACTOR: Faases JRILLER: Rob

SAMPLES

BLOWS I 0.15rn.

4.7.9.15

Refusal

40

Golder Associates

DATUM: Relative

BOREHOLE TYPE: Stratex

PENETRATION RESISTANCE BLOWSI0.3m -

I I I I

WATER CONTENT, PERCENT A4 w1 WP

5 ' 10 15 ' 20

Mon 1 219

-

-ing Y Dee.

LOGGED RE CHECKED: DATE: Dec.11196

-rat ;and

APPENDIX I1

P. 1

'IO2 - 3677 Hi9h-y 97N Keiowna, B.C. V1X E 3

Telephone (260) 765-9648 Fax (250) 766-3893

Procedure : Soils worc d r i e d at '70 degrees e. 30 g . portions of s o i l -re .shaken for 1 hour w i t h 50 mL p o t t i o n a of deionized watcr, and w i t h 3, G , br 10 mg/L phosphorus s o l u t i o n 5 . Supernatants uerc f i l t e r ed and annlyeed for t o t a l phosphorus.

C a l c u l a t i o n s : I, (mg/L) is P. leached from B o i l , ie. blank reading A [rnq/L) is P. added i.n lab t r i a l S (mq/L) ia Lz, determined in f i n a l supernatant

Phosphorus removal.. B, based total avaiJ,able P. ( % I

(L .). A) a JL 4- A - a x 1 D O

Phosphorus remova.l. C, based on P. added .in lab (R) = U , + A - R 1 x loa

A

250 '765 3893 ... .-.. P. 01